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Agenda 03/27/2018 Item #11A03/27/2018 EXECUTIVE SUMMARY Recommendation to accept the Pine Ridge Road Congestion Corridor Study and direct staff to pursue the partial-Continuous Flow Intersection at Pine Ridge Road and Livingston Road the Restricted Crossing U-Turn intersection at Pine Ridge Road and Whippoorwill Lane and the Diverging Diamond Interchange at the Pine Ridge Road/I-75 interchange (Project No. 60109). OBJECTIVE: To increase capacity on Pine Ridge Road between Livingston Road and Napa Boulevard by completing intersection improvements. CONSIDERATIONS: The 2015 Annual Update and Inventory Report (AUIR) adopted by the Board of County Commissioners (Board) on November 10, 2015 indicated that link 67.2, Pine Ridge Road from Livingston Road to I-75 was operating an at unacceptable level of service during the p.m. peak hour peak direction. Therefore, the volumes in the p.m. peak hour peak direction were exceeding the available capacity. It was recommended that a capacity/operational analysis of the intersections and interchange within the corridor be performed. In February 2016, the County Capital Project Planning, Impact Fee & Program Management Division contracted with Stantec Consulting Services, Inc. to conduct a study of the Pine Ridge Corridor from (and including) Livingston Road to Napa Boulevard. The segment of Livingston Road south of Pine Ridge Road to Marbella Lakes Drive was also included within the study area. The Study area continued beyond the deficient link to ensure that the interchange area was fully analyzed. The Study was designed to examine the corridor to identify potential improvements that would relieve congestion and increase the peak hour peak direction service volume which would ultimately improve the Level of Service (LOS). During the initial course of the study, the potential development of vacant land use directly impacting the corridor was quantified, existing mainline and intersection traffic data was collected, and a forecast of future traffic growth throughout the corridor was developed for 2021 and 2040. Following an analysis of future conditions, deficiencies were identified and countermeasures were developed and tested, including conventional thru-lane and intersection improvements, local road interconnections, and innovative intersection improvements. The conventional improvements that would add the capacity needed to relieve future congestion and achieve the adopted LOS standard included increasing the number of through lanes on Pine Ridge Road from 6 to 8 from west of Livingston Road to east of Napa Boulevard, and adding additional left turn lanes at the intersections. The current adopted Growth Management Plan prohibits the expansion of roadways to 8 lanes. During the analysis phase it was determined that while conventional thru -lane and intersection improvements might initially solve the problems, level of service failures would soon become a problem again, and a more long-lasting set of solutions were needed. Furthermore, based on the built environment 8-laning and the additional turn lanes at the intersections along the corridor would require the County to purchase significant right-of-way and incur a large monetary amount of business damages. Recognizing that the capacity deficiencies being forecast primarily occur at the intersect ions within the corridor, three potential innovative intersection improvements were identified and evaluated for the Pine Ridge Road/Livingston Road intersection that were found to improve the operating efficiency of the intersection. The improvements evaluated included a partial-Continuous Flow Intersection (CFI), a Jug- Handle (JH) or quadrant intersection, and Single Point Urban Interchange (SPUI) or overpass. At Pine Ridge Road and Whippoorwill Lane, a Restricted Crossing U-Turn (RCUT) Intersection was evaluated. A Diverging Diamond Interchange (DDI) concept was considered and evaluated at the I-75 Interchange. Unlike the conventional roadway widening by adding through lanes and additional turn lanes that would require the acquisition of additional right-of-way, the innovative designs minimize the need to acquire 11.A Packet Pg. 122 03/27/2018 additional right-of-way. The analysis of these innovative intersection designs proved to effectively manage the growing traffic throughout the corridor through 2040 and beyond. The study then considered the increase in capacity for all options. A performance evaluation of the innovative improvements indicates that based on an average of the percent increase in capacity at each intersection along Pine Ridge Road, the CFI, RCUT, and DDI combination results in a 30% increase in capacity, the JH, RCUT, and DDI combination results in a 29% increase, and the SPUI, RCUT, and DDI combination results in a 26% increase in system capacity. This is comparable to the 34% increase in capacity gained by wide ning to 8-lanes through the entire corridor based upon the Florida Department of Transportation (FDOT) Generalized LOS Tables. The County has long considered the potential interconnection between Whippoorwill Lane and Marbella Lakes Drive. Therefore, the analysis for both the conventional improvements and innovative improvements were tested to ensure that such an interconnection would not adversely affect any of the final recommended improvements. The analysis found that there were no fatal flaws within the Pine Ridge Study Corridor with or without the potential interconnection. This study does not make a recommendation whether for or against the interconnection. Staff will continue to evaluate the interconnection and bring back recommendations at a later date. After the concept development/analysis phase of work, the findings were presented to the Metropolitan Planning Organization (MPO), the MPO’s Technical and Citizens Advisory Committees, and to the general public in a variety of settings. Consultation with other public agencies, e.g., FDOT, North Naples Fire Control & Rescue District, Collier County School District, Collier County Sheriff’s Office, etc., rounded out the vetting process. After consideration of the study findings and public comments, a recommended set of improvements was developed for consideration by the Collier County Board of County Commissioners. The recommended improvements include the following: A partial-Continuous Flow Intersection (CFI) at Pine Ridge Road and Livingston Road, and continued coordination with the FDOT regarding innovative intersection design such as a Restricted Crossing U-Turn (RCUT) Intersection at Pine Ridge Road at Whippoorwill Lane, and a Diverging Diamond Interchange (DDI) at the Pine Ridge Road/I-75 interchange. The study recommends the County conduct a preliminary engineering and environmental assessment to further evaluate the design features, right-of-way needs, and costs of the CFI concept for the intersection of Pine Ridge Road and Livingston Road. Because the Whippoorwill Lane intersection is in close proximity, and partially included in the I-75 Limited Access Right-of-Way Limits, the study recommends the County pursue an Interchange Modification Report (IMR) with FDOT for innovative intersection concepts such as the DDI and RCUT portion of the corridor. FISCAL IMPACT: Funds for the planning study have been partially expended and the remainder has been encumbered for completion of the study as part of the Growth Management Transportation Cap ital Fund (310) Planning Consultant Project No. 60109. Source of funds is a transfer from the General Fund. Design and partial construction of the improvements at the intersection of Pine Ridge Road and Livingston Road are included in the adopted Capital Improvement Element. Improvements within the limited access right-of-way will be determined in consultation with FDOT and if additional County funding is necessary for design, right-of-way acquisition or construction it will be the subject of a future 11.A Packet Pg. 123 03/27/2018 agenda item. GROWTH MANAGEMENT IMPACT: These transportation infrastructure improvements are consistent with the Growth Management Plan. LEGAL CONSIDERATIONS: This item has been reviewed by the County Attorney, is approved as to form and legality, and requires majority vote for approval. -JAK RECOMMENDATION: To accept: 1. The Pine Ridge Road Corridor Congestion Study; 2. Pursue a partial-Continuous Flow Intersection (CFI) at Pine Ridge Road and Livingston Road; 3. Continue discussions with FDOT regarding innovative intersection improvements such as a Restricted Crossing U-Turn (RCUT) Intersection at Pine Ridge Road at Whippoorwill Lane and a Diverging Diamond Interchange (DDI) at the Pine Ridge Road/I-75 interchange. Prepared by: Lorraine Lantz, Principal Planner; Capital Project Planning, Impact Fees and Program Management ATTACHMENT(S) 1. Executive Summary Report (PDF) 2. [Linked] Technical Report (PDF) 3. Public Involvement Report (PDF) 4. [Linked] Appendices - Technical Report (PDF) 5. [Linked] Appendices - Public Involvement Report (PDF) 11.A Packet Pg. 124 03/27/2018 COLLIER COUNTY Board of County Commissioners Item Number: 11.A Doc ID: 4893 Item Summary: Recommendation to accept the Pine Ridge Road Congestion Corridor Study and direct staff to pursue the partial-Continuous Flow Intersection at Pine Ridge Road and Livingston Road the Restricted Crossing U-Turn intersection at Pine Ridge Road and Whippoorwill Lane and the Diverging Diamond Interchange at the Pine Ridge Road/I-75 interchange (Project No. 60109). (Thaddeus Cohen, Growth Management Department Head) Meeting Date: 03/27/2018 Prepared by: Title: Project Manager – Capital Project Planning, Impact Fees, and Program Management Name: Lorraine Lantz 02/20/2018 3:34 PM Submitted by: Title: Division Director - IF, CPP & PM – Capital Project Planning, Impact Fees, and Program Management Name: Amy Patterson 02/20/2018 3:34 PM Approved By: Review: Capital Project Planning, Impact Fees, and Program Management Trinity Scott Additional Reviewer Completed 02/21/2018 4:09 PM Growth Management Department Judy Puig Level 1 Reviewer Completed 02/28/2018 1:00 PM Capital Project Planning, Impact Fees, and Program Management Tara Castillo Additional Reviewer Completed 02/28/2018 2:30 PM Capital Project Planning, Impact Fees, and Program Management Amy Patterson Additional Reviewer Completed 03/01/2018 11:22 AM Growth Management Operations Support Allison Kearns Additional Reviewer Completed 03/01/2018 1:50 PM Growth Management Department Gene Shue Additional Reviewer Completed 03/01/2018 5:24 PM Growth Management Department Thaddeus Cohen Department Head Review Completed 03/02/2018 8:34 AM County Attorney's Office Jeffrey A. Klatzkow Level 3 County Attorney's Office Review Completed 03/02/2018 10:24 AM Office of Management and Budget Valerie Fleming Level 3 OMB Gatekeeper Review Completed 03/06/2018 2:17 PM Office of Management and Budget Susan Usher Additional Reviewer Completed 03/06/2018 5:18 PM County Manager's Office Nick Casalanguida Level 4 County Manager Review Completed 03/18/2018 10:45 AM Board of County Commissioners MaryJo Brock Meeting Pending 03/27/2018 9:00 AM 11.A Packet Pg. 125 Pine Ridge Road Corridor Congestion Study Executive Summary Report March 27, 2018 Collier County Capital Projects, Planning, Impact Fees & Program Management 11.A.1 Packet Pg. 126 Attachment: Executive Summary Report (4893 : Pine Ridge Congestion Corridor Study) 2Pine Ridge Road Corridor Congestion Study Contents OVERVIEW.............................................................................................................................................................3 STUDY SUMMARY & RECOMMENDATIONS..................................................................................................3 PROJECT APPROACH.........................................................................................................................................3 STUDY AREA.........................................................................................................................................................4 LAND USE ANALYSIS..........................................................................................................................................5 TRAFFIC DATA COLLECTION............................................................................................................................5 FORECAST TRAFFIC ESTIMATION..................................................................................................................5 CONCEPT DEVELOPMENT & TESTING...........................................................................................................6 {Livingston Road Continuous Flow Intersection (CFI) (aka, Displaced Left Turn Intersection).......7 {Livingston Road Jug-Handle (JH) Intersection......................................................................................10 {Livingston Road Single Point Urban Interchange (SPUI, a.k.a. Overpass/Underpass)..................12 {Whippoorwill Lane Restricted Crossing U-Turn (RCUT) Intersection (a.k.a. “Superstreet”)..........14 {I-75 Diverging Diamond Interchange (DDI)............................................................................................19 {Marbella Lakes Drive and Whippoorwill Lane Interconnection...........................................................21 PUBLIC INVOLVEMENT....................................................................................................................................22 CONCLUSION AND RECOMMENDATIONS...................................................................................................24 11.A.1 Packet Pg. 127 Attachment: Executive Summary Report (4893 : Pine Ridge Congestion Corridor Study) 3Pine Ridge Road Corridor Congestion Study OVERVIEW Pine Ridge Road (CR-896) between US 41 and Collier Boulevard serves as one of only four major east/west arterial corridors serving commuters and providing direct connection to one of four I-75 interchanges within the urban area. High peak period traffic volumes experience excessive delay along the entire length of the corridor from US 41 to I-75. 2016 existing volumes between Livingston Road and I-75, plus “trip bank” trips from committed developments, exceed the adopted level of service (LOS) standard set by the Board of County Commissioners in the Collier County Growth Management Plan (GMP). This segment is identified as LOS “F”, failing, in the 2016 and 2017 Annual Update and Inventory Reports (AUIRs). To examine this segment of the corridor more closely in hopes of identifying potential countermeasures to the increasing volumes projected in the 2016 AUIR, the Capital Project Planning, Impact Fees & Program Management Division initiated the Corridor Congestion Study to evaluate existing and future traffic conditions and to identify potential improvements within the corridor that would relieve congestion and improve the LOS. The study documentation is divided into three reports, this Executive Summary Report, a Technical Report, and a Public Involvement Report. STUDY SUMMARY & RECOMMENDATIONS During the course of the planning study, a future traffic forecast was prepared and analyzed, and potential improvements were developed and evaluated. The “conventional” improvements that would add the capacity needed to relieve future congestion and achieve the adopted LOS standard included increasing the number of through lanes on Pine Ridge Road from 6 to 8 lanes from west of Livingston Road to east of Napa Boulevard, and adding additional left turn lanes at the intersections. Recognizing that the “capacity deficiencies” being forecast primarily occur at the intersections within the corridor, three potential “innovative intersection” improvements were identified and evaluated for the Pine Ridge Road/Livingston Road intersection that were found to improve the operating efficiency of the intersection. The improvements evaluated included a partial- Continuous Flow Intersection (CFI), a Jug-Handle (JH) or quadrant intersection, and Single Point Urban Interchange (SPUI) or overpass/underpass. At Pine Ridge Road and Whippoorwill Lane, a Restricted Crossing U-Turn (RCUT) Intersection was evaluated. A Diverging Diamond Interchange (DDI) concept was considered and evaluated at the I-75 Interchange. Unlike the conventional roadway widening by adding through lanes and additional turn lanes that would require the acquisition of additional right-of-way, the innovative designs minimize the need to acquire additional right-of-way. A performance evaluation of the innovative improvements indicates that based on an average of the percent increase in capacity at each intersection along Pine Ridge Road, the CFI, RCUT and DDI combination results in a 30% increase in capacity, the JH, RCUT, DDI combination results in a 29% increase, and the SPUI, RCUT, DDI combination results in a 26% increase in system capacity. This is comparable to the 34% increase in capacity gained by widening to 8-lanes through the entire corridor based upon the Florida Department of Transportation (FDOT) Generalized LOS Tables. At the conclusion of the concept development/analysis phase of work, the findings were presented to the Metropolitan Planning Organization (MPO), the MPO’s Technical and Citizens Advisory Committees, and to the general public in a variety of settings. Consultation with other public agencies, e.g., Florida Department of Transportation (FDOT), North Collier Fire Control & Rescue District, Collier County School District, Collier County Sheriff’s Office, etc., rounded out the vetting process . After consideration of the study findings and public comments, a recommended set of improvements was developed for consideration by the Collier County Board of County Commissioners. The recommended improvements include the following: {A partial-Continuous Flow Intersection (CFI) at Pine Ridge Road and Livingston Road, {A Restricted Crossing U-Turn (RCUT) Intersection at Pine Ridge Road at Whippoorwill Lane, and {A Diverging Diamond Interchange (DDI) at the Pine Ridge Road/I-75 interchange The study recommends the County conduct a preliminary engineering and environmental assessment to further evaluate the design features, right-of-way needs, and costs of the CFI concept for the intersection of Pine Ridge Road and Livingston Road. Because the Whippoorwill Lane intersection is in close proximity, and partially included in the I-75 Limited Access Right-of-Way Limits, the study recommends the County pursue an Interchange Modification Report (IMR) with FDOT for the DDI & RCUT portion of the corridor. PROJECT APPROACH Conducting a study of this type involves a systematic approach to identify existing and future conditions, to develop and evaluate options, to engage the public in presenting the study findings and take input, and to develop recommendations to guide decision- makers in advancing future improvements. The Pine Ridge Road Corridor Congestion Study effort consisted of the following tasks, each of which will be summarized in this report. Further details Pine Ridge Road Corridor Congestion Study 11.A.1 Packet Pg. 128 Attachment: Executive Summary Report (4893 : Pine Ridge Congestion Corridor Study) 4Pine Ridge Road Corridor Congestion Study Improvement Concept Development & Evaluation – After evaluating the LOS operating conditions with future traffic with no improvement, develop and evaluate various conventional and innovative alternative improvements/countermeasures to assess their impact on the LOS operating conditions during the a.m. and p.m. peak periods for the future horizon years. Public Involvement/Outreach – Following the analysis phase, present the concepts and study findings to the public in different forums, including Metropolitan Planning Organization (MPO) Board and MPO Advisory Committee meetings, a public workshop, and individualized meetings and/or presentations with stakeholders, area residents and business owners/operators. Consult with public agency stakeholders. STUDY AREA The study area for the Pine Ridge Road Corridor Congestion Study was established in consultation with Capital Project Planning, Impact Fees & Program Management Division staff, and includes the roadways and intersections shown in Figure 1. In addition to the mainline segments of Pine Ridge Road from west of Livingston Road to east of Napa Boulevard, the following signalized intersections within the corridor were included in the analysis: {Pine Ridge Road at Livingston Road {Pine Ridge Road at Whippoorwill Lane {Pine Ridge Road at I-75 Southbound Ramps {Pine Ridge Road at I-75 Northbound Ramps {Pine Ridge Road at Napa Boulevard can be found in the supporting companion Technical Report and Public Involvement Report: Study Area – Define the limits of the study, to include the infrastructure being evaluated and the lands adjacent to the corridor that have a direct impact on the corridor Land Use Analysis – Review the current land use conditions within the study area to identify/quantify undeveloped sites that would directly, or indirectly, impact the corridor roadway segments and intersections. The study evaluated the future land uses within the corridor to ensure that currently undeveloped lands that would directly impact the corridor were properly accounted for in the traffic forecasts. Traffic Data Collection - Collect 2016 seasonal traffic volume data over a 24-hour period on the mainline segments between intersections, and a.m. and p.m. peak period turning movement counts at major intersections. Existing traffic data is used to establish a baseline LOS condition, and is used to prepare forecast estimates for future year LOS analyses. Forecast Travel Estimation – Develop a traffic volume forecast for 2021 and 2040, for the mainline segments between intersections, and the turning movement volumes at major intersections. Forecast Travel Operating Conditions – Analyze the LOS operating conditions within the corridor for the existing conditions, and future horizon years, for the a.m. and p.m. peak periods. This is essentially the “do nothing” alternative, which reveals the LOS operating conditions if no further improvements are made within the corridor. FIGURE 1 11.A.1 Packet Pg. 129 Attachment: Executive Summary Report (4893 : Pine Ridge Congestion Corridor Study) 5Pine Ridge Road Corridor Congestion Study Although technically not part of the Pine Ridge Road infrastructure, a potential interconnection of Whippoorwill Lane and Marbella Lakes Drive was examined during the evaluation of alternatives to determine what, if any, impacts such a connection would have on any of the improvements being considered. All the concepts considered during the evaluation phase were evaluated with and without the potential interconnection. As a component of the potential interconnection, a traffic signal was included at the intersection of Marbella Lakes Drive and Livingston Road. The study area boundary also identified the lands that were likely to directly impact the corridor. This facilitated the gathering of land use data associated with the undeveloped parcels that could be converted to traffic volumes that had the potential to directly impact the corridor in the future. LAND USE ANALYSIS While existing traffic volumes provide the study with an excellent baseline condition, to fully understand the potential future traffic conditions, it is important to recognize the potential impact of lands directly adjacent to the study area roadways and intersections. All currently undeveloped parcels within the study area with the potential for future development, were identified and analyzed for future trip generation impact. A total of 24 strategically located vacant parcels within the study area were identified, three of which were found to be non-developable water management/conservation/open space areas. Peak hour trip generation values were developed for the remaining 21 parcels, based upon the residential or non-residential development potential, and incorporated in the forecast phase to ensure the potential impacts of the undeveloped lands were properly accounted for. The land use maps and associated background documents, and the trip generation analysis worksheets are included in the Technical Report. TRAFFIC DATA COLLECTION To establish a solid baseline of traffic data, 24-hour counts were collected at four locations on Pine Ridge Road and on Livingston Road south of Pine Ridge Road, and a.m. and p.m. peak hour turning movement counts were collected at the study area intersections. All the data was collected on Thursday, March 10, 2016 at locations shown on Figure 1. The data sheets are included in the Technical Report. FORECAST TRAFFIC ESTIMATION Future year traffic volumes were developed for the interim year 2021 and the horizon year 2040 using the MPO’s travel demand model, the Collier County 2016 AUIR’s short range forecasts, and historical growth trends. The growth in traffic within the corridor is a combination of the expected growth in traffic heading to and from the I-75, increases in through traffic traveling to and from points east and west of the study area, and the traffic from new development within the study area. During the land use analyses phase of the study, trip generation values were developed for all vacant developable land that would have a direct impact on the corridor. While the MPO travel model and the AUIR provided the basic tools used to forecast the traffic Table 1: Future 2040 Traffic – “Do Nothing” Alternative 1 Delay at the worst approach at an unsignalized intersection 2 No LOS for this approach since traffic in this movement does stop 3 LOS for the southbound left turn movement, southbound thru movement does not stop 11.A.1 Packet Pg. 130 Attachment: Executive Summary Report (4893 : Pine Ridge Congestion Corridor Study) 6Pine Ridge Road Corridor Congestion Study growth within the corridor, the trip generation data was used to ensure that the future year forecast(s) adequately accounted for that additional direct traffic growth, especially at the intersections within the study area. The forecast revealed between 2016 and 2040, daily (24-hour) traffic volumes on Pine Ridge Road would grow from 55,100 to 75,200, a 37% increase in daily volumes. The 2-way p.m. peak hour traffic is expected to increase by 25%, from 4,650 to 5,813. Future-year volumes were developed for the mainline segments (approaches to the intersections) and for the turning movements at the study area intersections for the year 2021 and the horizon year of 2040. CONCEPT DEVELOPMENT & TESTING By first analyzing future conditions in a “do nothing” approach, the 2021 and 2040 future operating conditions establish a baseline condition from which to work. Table 1 shows a summary of the LOS operating conditions in the “do nothing” alternative for the year 2040. Unacceptable delay per vehicle is generally seen a delay greater than 80 seconds. A similar metric used to evaluate LOS is calculated by dividing the volume of traffic (v) on the facility, by the facility’s capacity (c) at a given level of service standard (e.g., the County’s adopted LOS Standard of “E”). When the v/c ratio exceeds 1.0, the segment (or intersection) is considered over capacity. The operating conditions for intersections can be described in the context of the overall intersection’s performance, for individual approaches, and individual movements. Given the failures demonstrated in Table 1, it is clear that the “do nothing” alternative is not a solution. Table 2: Future 2040 Traffic – “Conventional” Improvements In evaluating and testing potential solutions/countermeasures to remedy the LOS deficiencies identified in the “no build” alternative, “conventional” improvements and “innovative” improvements were developed and analyzed. Conventional improvements considered included expanding Pine Ridge Road from 6-lanes to 8-lanes from west of Livingston Road to east of Napa Boulevard (a distance of approximately 2 miles), and adding additional left turn lanes, as needed, at the intersections. In evaluating these alternatives, it was clear that adding additional travel lanes to the mainline, and adding additional turn lanes to the intersections would require a substantial amount of additional right-of-way, and require the expansion of the existing bridge structures at I-75 to accommodate the additional through lanes. The results of the traffic engineering analysis of the “conventional” improvements, e.g., adding additional through-lanes and turn- lanes at intersections, shown in Table 2, demonstrated an improvement in the LOS to acceptable levels in 2040. While these conventional improvements resolved the congestion issues in 2040, it was clear that with many of the v/c ratios at or nearing 0.99, conditions would return to failing LOS soon after the horizon year. To find longer-lasting solutions, the team developed several “innovative intersection” approaches that were considered to have the ability to reduce the congestion at the intersections and improve overall level of service throughout the corridor beyond the 2040 horizon year. These potential solutions were reviewed internally by Division staff, and preliminarily with FDOT District One staff. They were presented to the Metropolitan Planning Organization (MPO) and their Technical and Citizens 11.A.1 Packet Pg. 131 Attachment: Executive Summary Report (4893 : Pine Ridge Congestion Corridor Study) 7Pine Ridge Road Corridor Congestion Study Advisory Committees, and have been vetted in numerous public forums, and with stakeholder public agencies. Innovative intersections enhance the operational efficiency of the major intersection by reducing or eliminating some of the phases that “steal” green time from the main street through movements. During a signal’s cycle length (the amount of time, e.g., 120 seconds, it takes to serve all protected phases) at a conventional multi-phased signal, the largest volumes of traffic (main street through movements) are stopped while the protected major street left turn phases and minor street left turn and through phases are served. As an example, at the Pine Ridge Road (PRR) and Livingston Road (LR) intersection, if a signal with 120 second cycle length had to serve only north/south and east/west through movements (no turns allowed), each through movement direction would be given almost a full minute of green time plus yellow, as illustrated in Figure 2. FIGURE 3 However, to accommodate protected left turns, green time is stolen from the through movement phases, in this example, reducing the time given to each through movement’s green phase by as much as 30%. It is this stolen green time for the major movements that leads to congestion. Additionally, the more phases during a signal, the more lost time that is experienced by vehicles. Lost time is the time during which no vehicles are able to pass through an intersection and is made up of two separate elements; start-up lost time and clearance lost time. Recovering that stolen green time and reducing the lost time is the value in the innovative intersection concept. While these innovative intersection concepts may be new to Florida, they have demonstrated operational success at locations throughout the Country, and are recognized by State Departments of Transportation and the Federal Highway Administration as viable solutions to the congestion problems faced in urban and suburban areas. Additionally, the innovative concepts generally improve the safety profile of the intersections for motorists and pedestrians/cyclist by reducing the number of conflict points where vehicular (and pedestrian) travel paths cross. The innovative intersections evaluated in this study include: Pine Ridge Road at Livingston Road Intersection {Livingston Road Continuous Flow Intersection (CFI) (a.k.a., Displaced Left Turn Intersection) {Livingston Road Jug Handle (JH) Intersection (a.k.a., Quadrant Intersection) {Livingston Road Single Point Urban Interchange (SPUI) (a.k.a., Overpass or Underpass) Pine Ridge Road at Whippoorwill Lane Intersection {Restricted Crossover U-Turn (RCUT) Intersection (a.k.a., Superstreet) Pine Ridge Road at I-75 SB and NB Ramps {Diverging Diamond Interchange (DDI) All the innovative intersection improvements were evaluated as a set of corridor improvements, and are discussed in the following sections. At the Pine Ridge Road, Livingston Road intersection, the three innovative intersection concepts performed similarly, generally providing better levels of service than the conventional improvements. Table 3 reflects the resulting level of service and associated metrics for the study area intersections with the CFI, RCUT and DDI combination. Detailed and summary analyses of all the innovative improvements are included in the Technical Report. FIGURE 2 11.A.1 Packet Pg. 132 Attachment: Executive Summary Report (4893 : Pine Ridge Congestion Corridor Study) 8Pine Ridge Road Corridor Congestion Study Livingston Road Continuous Flow Intersection (CFI) (aka, Displaced Left Turn Intersection) The Continuous Flow Intersection (CFI), shown in Figure 4, recovers the stolen green time at the main intersection by moving the Livingston Road northbound and southbound left-turning vehicles to the left side of the approaching through vehicles at a protected left turn signal in advance of the main intersection. By shifting the left-turn vehicles prior to the main intersection, they may proceed through the intersection, turning left at the same time as the north/southbound through movements are occurring. Because there is no longer a protected left-turn phase dedicated to the northbound and southbound left turning vehicles, the recovered green time is distributed to the other movements, increasing the intersections through-put and operational efficiency. Because the new advanced signal allows the advanced left turns at the same time as the east-west through movements are occurring, there is no additional delay experienced by the northbound and southbound through traffic. In this implementation, it is considered a partial-CFI because it is only deployed on the Livingston Road approaches. All the Pine Ridge Road movements, right, left, and through movements, occur exactly as the do today with no change. Only the Livingston Road left turns on to Pine Ridge Road are affected by the design. Like all innovative design concepts, advanced signage and lane markings are important to the safe operation of this design. An additional feature of this design, added after learning of an issue at the first public workshop, was the incorporation of a northbound Livingston Road U-turn lane at the new advanced signal. This feature allows motorists exiting the shopping center in the south-east quadrant to make a U-turn to proceed south on Livingston Road, a movement that today is problematic. Pedestrian and bicycle features are included in the design. An added benefit to this intersection design, is the potential reduction in crashes, by reducing the total number of conflict points for both motorists and pedestrians. The advantages and disadvantages to the CFI concept are summarized in Table 4. Cost estimates shown for each concept are basic construction costs developed using FDOT unit cost factors, to establish a relative cost that allows the cost of the different concepts to be compared. The construction costs do not include the cost of any right-of- way that might be needed, or costs associated with design, permitting, mitigation, etc. Table 3: 2040 Intersection Conditions with Innovative Improvements (CFI, RCUT, DDI) TABLE 4: Continuous Flow Intersection – Advantages and Disadvantages CFI - Construction Cost: $6.6 Million Advantages Disadvantages Minimizes Right-of-Way Takes Unusual Traffic Pattern May Be Confusing to Some Drivers and Visitors Minimizes Business Damages Advance Signals Control NB & SB Left Turns without Additional Delay Accommodates Shopping Center U-Turns Accommodates Bicycle & Pedestrian Movements Reduces Delay Increases Thru-Put Reduces Travel Time Improves Safety by Reducing Conflict Points 11.A.1 Packet Pg. 133 Attachment: Executive Summary Report (4893 : Pine Ridge Congestion Corridor Study) City of Cape Coral // Mooring Field Ordinance 9 Figure 4 11.A.1 Packet Pg. 134 Attachment: Executive Summary Report (4893 : Pine Ridge Congestion Corridor Study) 10Pine Ridge Road Corridor Congestion Study Livingston Road Jug-Handle (JH) Intersection The Jug-handle Intersection (JH), shown in Figure 5, similarly eliminates the Livingston road left-turns from the main intersection. Two new advanced signals are deployed, one on Livingston Road south of the main intersection to handle northbound left turns, and one on Pine Ridge Road, west of the main intersection. Motorists traveling south on Livingston Road that want to make a left turn to go east, are directed by advanced signage to travel through the main intersection and enter a loop ramp in the south-west quadrant that will take them around to the new signal at the Pine Ridge Road, where they will turn right to head east through the main intersection. Northbound Livingston Road traffic will turn left at the new advanced signal and travel along the ramp to the Pine Ridge Road advanced signal before turning left, effectively by-passing the main intersection in its entirety. This “quadrant loop” concept is not unlike the type of movement that motorist use at interstate clover-leaf interchanges where the motorist passes under the interstate to enter a quadrant loop ramp that takes them around to the right, to enter the mainline travel stream. Like the CFI, advanced signage and lane markings are important to the safe operation of this design. As with the CFI, all Pine Ridge Road through and turning movements remain unchanged, this design only affects the Livingston Road left-turns. Also, as with the CFI, the removal of the protected left-turn phase at the main intersection allows the recovered green time to be redistributed to the remaining movements, increasing the overall efficiency of the intersection. An identical northbound Livingston Road U-turn feature is also included in this design to allowing motorists existing the shopping center to make a U-turn to return south on Livingston Road. Pedestrian and bicycle features are included in the design. An added benefit to this intersection design, is the potential reduction in the most serious type of crashes, by reducing the total number of conflict points for both motorists and pedestrians. The advantages and disadvantages to the JH concept are summarized in Table 5. TABLE 5: Jug-Handle Intersection – Advantages and Disadvantages JH - Construction Cost: $7.3 Million Advantages Disadvantages Minimizes Right-of-Way Takes Unusual Traffic Pattern May Be Confusing to Some Drivers and Visitors Minimizes Business Damages Advance Signals Control NB & SB Left Turns without Additional Delay Accommodates Shopping Center U-Turns Accommodates Bicycle & Pedestrian Movements Reduces Delay Increases Thru-Put Reduces Travel Time Improves Safety by Reducing Conflict Points 11.A.1 Packet Pg. 135 Attachment: Executive Summary Report (4893 : Pine Ridge Congestion Corridor Study) City of Cape Coral // Mooring Field Ordinance 11 Figure 5 11.A.1 Packet Pg. 136 Attachment: Executive Summary Report (4893 : Pine Ridge Congestion Corridor Study) 12Pine Ridge Road Corridor Congestion Study Livingston Road Single Point Urban Interchange (SPUI, a.k.a. Overpass/ Underpass) The SPUI concept developed for the Livingston Road intersection at Pine Ridge Road shown in Figure 6, carries four (4) lanes of through-traffic up and over Pine Ridge Road. Unlike the CFI and JHI, which remove left turns from the main intersection, the SPUI removes the majority of the Livingston Road through-movements from the intersection, reducing the amountof time the phase requires and shifting the “north/south green time” to the remaining phases. All the Pine Ridge Road through and turning movements, and all the Livingston Road turning movements would occur at grade just as they do today, albeit under the Livingston Road through travel lanes. This concept is the same design that was deployed with success at the Golden Gate Parkway and Airport-Pulling Road intersection. At the Pine Ridge Road-Livingston Road intersection, the decision to take Livingston Road over Pine Ridge Road was made in large part because only four (4) through lanes were needed to handle the Livingston Road 2040 through volumes, and the resulting 4-lane overpass footprint minimized the need to acquire additional right-of way. Additionally, the lack of driveway connections and traffic signals on Livingston Road up-stream and down-stream of the main intersection creates less impedance that would otherwise affect the free-flow conditions of the north/south through movements. If the County wishes to pursue this option, a follow-up evaluation can evaluate the cost benefits of 4-lanes vs. 6-lanes, as well as the alternative of taking Pine Ridge Road over Livingston Road. Pedestrian and bicycle features are included in the design concept. An added benefit to this intersection design, is the potential reduction in the number of crashes, by reducing the total number of conflict points for both motorists and pedestrians. The advantages and disadvantages to the SPUI concept are summarized in Table 6. TABLE 6: Single Point Urban Interchange – Advantages and Disadvantages SPUI - Construction Cost: $13.3 Million (4-lanes) Advantages Disadvantages 4-Lane Overpass Minimizes Right-of-Way Takes 6-Lane Overpass – Additional R/W Cost 4-Lane Overpass Minimizes Business Damages 6-Lane Overpass – Additional Business Damages Traffic Pattern is Not Unusual 6-Lane Overpass – Additional Construction Cost ($4.3m) Accommodates Shopping Center U-Turns May Involve Adjacent Land Access Limitations Accommodates Bicycle & Pedestrian Movements Not favored by North Collier Fire Control & Rescue District (NCFCRD ) because of Crash Location Description Problem – Potential to Negatively Impact Response Times Reduces Delay Generally Considered “Unfriendly” by Adjacent Businesses Increases Thru-Put May Increase Noise Impacts to Adjacent/Nearby Properties Reduces Travel Time Improves Safety by Reducing Conflict Points 11.A.1 Packet Pg. 137 Attachment: Executive Summary Report (4893 : Pine Ridge Congestion Corridor Study) City of Cape Coral // Mooring Field Ordinance 13 Figure 6 11.A.1 Packet Pg. 138 Attachment: Executive Summary Report (4893 : Pine Ridge Congestion Corridor Study) 14Pine Ridge Road Corridor Congestion Study Whippoorwill Lane Restricted Crossing U-Turn (RCUT) Intersection (a.k.a. “Superstreet”) The Whippoorwill Lane – Pine Ridge Road intersection, located approximately midway between Livingston Road and the I-75 ramps, serves residential and commercial/non-residential land uses on the two dead-end local streets, north and south of Pine Ridge Road. Access into and out of Whippoorwill is frequently constrained in large part by the need to service the mainline Pine Ridge Road through movement with sufficient signal green time to try to minimize back-ups at the I-75 southbound ramps and Livingston Road as much as possible. Finding a solution requires close coordination with the proposed improvements at Livingston Road and at the I-75 ramp terminals. At the Pine Ridge Road and Whippoorwill Lane intersection, a Restricted Crossing U-Turn (RCUT) concept, shown in Figure 7, was developed, and tested. In this concept, all Pine Ridge Road through movements, and the right/left turn movements from Pine Ridge Road to Whippoorwill Lane are handled at the traffic signal exactly as they are today. This concept removes the Whippoorwill through and left turn movements from the intersection, requiring all left turning vehicles approaching Pine Ridge Road to turn right and proceed downstream to a U-turn lane at a protected U-turn traffic signal (Figure 8). By removing the through and left turn phases from the signal, nearly doubles the green time allocated to the through movements. Since the right-turns exiting Whippoorwill Lane occur at the same time as the Pine Ridge Road left-turns are occurring, no additional delay is added to the through movements. The advanced U-turn signals upstream of the main intersection only affect a single Pine Ridge Road approach, and are coordinated with the main signal to minimize any additional delay of the through movements. Some additional right-of-way may be necessary to accommodate the U-turn lanes, however, unlike the conventional improvements of adding through lanes and additional turn lanes at intersections, the RCUT minimizes the need for additional right-of-way at the intersection of Whippoorwill Lane. Figure 8: Source: FDOT Reduced Left-Turn Conflict Intersections Presentation (by FHWA) 11.A.1 Packet Pg. 139 Attachment: Executive Summary Report (4893 : Pine Ridge Congestion Corridor Study) City of Cape Coral // Mooring Field Ordinance 15 Figure 7 11.A.1 Packet Pg. 140 Attachment: Executive Summary Report (4893 : Pine Ridge Congestion Corridor Study) 16Pine Ridge Road Corridor Congestion Study The RCUT, or “superstreet”, intersection design was first developed in the United States in the mid-1980s, and according to the Federal Highway Administration’s Restricted Crossing U-Turn Intersection Informational Guide (August 2014) this concept has been successfully deployed in Texas, Alabama, North Carolina, Maryland, Ohio, Indiana, Michigan, and Minnesota. The RCUT intersection signal requires only two phases (Figure 9), which minimizes the loss time at the intersection. More green time is recovered by eliminating the left turn and the minor street through phases from the signal cycle. When coordinated with other signals within the corridor, the signalized RCUT intersection can provide favorable progression along Pine Ridge Road. Efficient progression can be provided in both directions with any speed or signal spacing. The conventional improvement alternative, in this instance, would require the addition of one through lane in each direction on Pine Ridge Road to increase the Pine Ridge Road through-put, plus additional left turn lanes at all the approaches to the Whippoorwill intersection to increase the left turn capacity without stealing more green time from the major street. Given the existing right-of-way constraints, this would necessitate the acquisition of additional right-of-way, not only along the mainline segment of Pine Ridge (to accommodate the two new through lanes) but would also require the acquisition of the additional right-of way needed at the intersection to accommodate the new turn lanes. Right-of-way acquisition and the likely assessment of business damages make the conventional improvements an extremely expensive alternative. Figure 9 Source: FDOT Reduced Left-Turn Conflict Intersections Presentation (by FHWA) 11.A.1 Packet Pg. 141 Attachment: Executive Summary Report (4893 : Pine Ridge Congestion Corridor Study) 17Pine Ridge Road Corridor Congestion Study While improving the operation efficiency and adding capacity to the intersection is the primary objective, another important benefit to this innovative design is the improvement in the safety profile of the intersection. A conventional signalized intersection has a total of 32 conflict points, 16 of which are “crossing conflicts” which contribute to the most severe type of crash (Figure 10). The RCUT intersection reduces the total number of conflict points from 32 to 24, and reduces the number of the most dangerous crossing-type conflicts from 16 to 4 (Figure 11). An analysis of 4-years of crash data of 93 RCUT locations across North Carolina, revealed an 88% reduction in fatal and sever injury crashes, and a 59% decrease in total crashes. Figure 10 Source: FDOT Reduced Left-Turn Conflict Intersections Presentation (by FHWA) Figure 11 Source: FDOT Reduced Left-Turn Conflict Intersections Presentation (by FHWA) Source: FDOT Reduced Left-Turn Conflict Intersections Presentation (by FHWA) 11.A.1 Packet Pg. 142 Attachment: Executive Summary Report (4893 : Pine Ridge Congestion Corridor Study) 18Pine Ridge Road Corridor Congestion Study Figure 12 Source: FDOT Reduced Left-Turn Conflict Intersections Presentation (by FHWA) Pedestrian and bicycle features are included in the design. To cross Pine Ridge Road, pedestrians and cyclists cross Whippoorwill Lane and Pine Ridge Road in a “Z” pattern (Figure 12). An added benefit to this intersection design, is the potential reduction in the most serious type of crashes, by reducing the total number of conflict points for both motorists and pedestrians. The advantages and disadvantages to the RCUT concept are summarized in Table 7. TABLE 7: Restricted Crossing U-Turn Intersection – Advantages and Disadvantages RCUT - Construction Cost: $4.8 Million Advantages Disadvantages Increases Thru-Put - achieve similar service levels as adding additional through lanes Generally considered “unfriendly” by adjacent businesses Provides potential for shorter signal cycle lengths Generally considered “unfriendly” by area residents Reduces side street delay Requires some right-turning vehicles to weave across lanes to enter the U-Turn lane Reduces delay and travel time for arterial through traffic Increases travel distance (and potentially travel time) for minor street left turn and through movements Improves pedestrian safety by reducing conflict points by using “Z” pattern to cross Provisions for bicycle facilities may be very different from conventional intersections, and may result in reduced convenience. Minimizes the need for additional right-of-way Requires pedestrians to cross in two stages in some cases, which could add delay and reduce convenience Creates the possibility for the largest possible progression bands in both directions of the arterial at any speed with any signal spacing Creates longer pedestrian crossing distances for some movements, which could add delay and reduce convenience Improves safety by reducing conflict points; turning crashes reduced; angle conflicts are completely eliminated Increased potential for sideswipe crashes Each direction of a superstreet may operate independently allowing for: different cycle lengths in each direction, progression of traffic at different speeds, and signal spacing Allows larger portion of signal cycle to be allocated to the arterial through movement “Z” Pattern Crosswalk at an RCUT 11.A.1 Packet Pg. 143 Attachment: Executive Summary Report (4893 : Pine Ridge Congestion Corridor Study) 19Pine Ridge Road Corridor Congestion Study I-75 Diverging Diamond Interchange (DDI) At the easternmost edge of the study area, the I-75/Pine Ridge Road interchange serves as one of the two central-most access points from the interstate highway serving the greater Naples Area. The expected increase in traffic volumes entering and exiting the Interstate from Pine Ridge Road, plus the anticipated growth in through traffic serving points east and west of the interstate, threatens the integrity of the interchange. As revealed in the “no build” analysis” the two signalized intersections will be unable to adequately handle the expected increase in traffic with motorist incurring substantial delays during peak periods. While converting the current “tight diamond” to “conventional” cloverleaf interchange to gain ramp access capacity is possible, the amount of additional right-of-way and business damages that would be required would likely make the project cost prohibited (absent any “better” solutions). Adding additional through lanes and turn lanes at the signals to increase capacity, would require additional right-of-way and require the reconstruction of the existing overpass, likewise increasing the cost of this alternative. A less expensive alternative, finding success throughout the Country, and recently in Sarasota County at University Parkway and I-75, is the Diverging Diamond Interchange (DDI). The DDI concept, as shown in Figure 13, retains the same two traffic signals, but they no longer require left turning vehicles to cross opposing streams of traffic. As the motorist approaches the traffic signal, they are directed to diverge to the left side of the median as they travel under the overpass lanes of I-75. After passing under I-75, the motorist reaches the other signal and is diverted back to the right side of the median. Between the two traffic signals, the through lanes are now adjacent to the interstate ramp terminals, so I-75 ramp traffic enters to or exits from Pine Ridge Road without interrupting the opposing through movements. Signals at the end of the ramp ensure the safe merging of I-75 ramp traffic to Pine Ridge Road. Because the two main traffic signals no longer need the left-turn phases to accommodate the ramp traffic, it allows for the signals to be operated with only two phases creating a substantial improvement in the through-put and operational efficiency. Advanced signage and lane markings assist in managing the proper flow through the intersections. Additionally, the DDI’s footprint will fit within the existing right-of- way, and the new lane configuration will fit beneath the existing overpass, avoiding the need to reconstruct the bridges. Pedestrian and bicycle features are included in the design. An added benefit to this intersection design, is the potential reduction in crashes, by reducing the total number of conflict points for both motorists and pedestrians. The advantages and disadvantages to the DDI concept are summarized in Table 8. TABLE 8: Diverging Diamond Interchange – Advantages and Disadvantages DDI - Construction Cost: $8.8 Million Advantages Disadvantages Eliminates Turn Lane Phases from the Signalized Intersection Unusual Traffic Pattern may be Confusing to Some Drivers and Visitors Reduces Through Movement Delay Increases Through-Put Reduces Travel Time Improves Safety by Reducing Conflict Points Accommodates Bicycle & Pedestrian Movements Eliminates the Need for Additional Right-of-Way 11.A.1 Packet Pg. 144 Attachment: Executive Summary Report (4893 : Pine Ridge Congestion Corridor Study) City of Cape Coral // Mooring Field Ordinance 20 Figure 13 11.A.1 Packet Pg. 145 Attachment: Executive Summary Report (4893 : Pine Ridge Congestion Corridor Study) 21Pine Ridge Road Corridor Congestion Study Figure 14 Marbella Lakes Drive and Whippoorwill Lane Interconnection While evaluating the conventional and innovative improvements, consideration was given to the impacts of interconnecting Whippoorwill Lane to Marbella Lakes Drive. The County has long considered this potential interconnection (Figure 14), and in the context of this study, it was important to understand what, if any, impacts the interconnection would have, if constructed, on any of the concepts being considered on Pine Ridge Road. All conceptual improvements were evaluated with and without the Whippoorwill Lane/Marbella Lakes Drive Connection. The analyses indicated that an interconnection between Whippoorwill Lane and Marbella Lakes Drive, would have no adverse impact on the operations of any of the concepts. Further, it was determined that such an interconnection would provide no significant benefit in relieving future congestion within the Pine Ridge Road corridor on its own. Improvements to all the intersections within the study area are needed to resolve existing and future congestion problems, regardless of whether an interconnection is made. 11.A.1 Packet Pg. 146 Attachment: Executive Summary Report (4893 : Pine Ridge Congestion Corridor Study) 22Pine Ridge Road Corridor Congestion Study PUBLIC INVOLVEMENT Engaging the public is one of the most important aspects of a study of this type. The study’s public involvement process included internal meetings with Division staff, public meetings (Collier MPO and their Advisory Committees), a project webpage, the use of videos and concept animations, a public workshop/open house, and individualized stakeholder meetings/presentations with area homeowner associations (HOAs) and business representatives. Direct contact to affected public agencies was made by reaching out to the North Naples Fire Control and Rescue District, the Collier County School District, and the Collier County Sheriff’s Office. The following meetings, workshops, and stakeholder meetings shown in Table 9 occurred during the study period. Individual stakeholder meetings, most lasting 2 hours or longer, were conducted to facilitate close communication with area residents and business owners. A formal presentation was made to each stakeholder group, followed by a question and answer session. During the meetings, the dialog was generally dominated by the study elements considered most important to the individual stakeholders in attendance. The PowerPoint presentation included an interactive element using individual keypad devices provided to the attendees, to poll them as to their preference on “general questions” and on “core question” specifically addressing each of the concepts that were presented, including the potential interconnect between Whippoorwill lane and Marbella Lakes Drive. Computer animation of each innovative concept were used to show how traffic would move through the intersections. Attendees were also strongly encouraged to provide their comments in writing on Survey & Comment Forms to be preserved in the public record for decision-makers. All the polling results (votes obtained during the presentations), and the written comments received, are included in the Public Involvement Report. TABLE 9: Public Involvement Meetings/Events Date Audience February 27, 2017 MPO Technical Advisory Committee (TAC) February 27, 2017 MPO Citizens Advisory Committee (CAC) March 10, 2017 MPO Board (MPO) June 15, 2017 Public Workshop/Open House – Collier County YMCA November 8, 2017 Wyndemere HOA December 6, 2017 Development Services Advisory Committee (DSAC) January 11, 2018 Kensington HOA January 16, 2018 Mariposa HOA January 18, 2018 Marbella Lakes HOA January 24, 2018 Andalucia HOA January 30, 2018 Gusta Bell VitoGusto Bella Vita (HOA) January 31, 2018 Stratford Place HOA February 15, 2018 Pine Ridge Road Corridor Businesses February 22, 2018 Aviano HOA CONCEPT QUESTIONS Examining the totals for all the responses regarding the Pine Ridge Road at Livingston Road intersection, of the 303 votes cast, 46% (N=140) of the respondents prefer the Overpass, 35% (N=105) prefer the CFI, 6% (N=20) prefer the Jug-Handle, 8% (N=24) prefer the Conventional Improvements, and 5% (N=14) chose “None of the Above”. It should be noted that due technological limitations at one meeting, the attendance outnumbered the available polling devices, therefore some votes cast may represent multi-person households as opposed to individual attendees. With respect to the Whippoorwill RCUT concept question, it is important to differentiate the polling results by the area that the respondents live, due to the nature of the improvement having a lesser/greater degree of impact on the respondent’s daily travel. Clearly, those most affected by an improvement at Whippoorwill Lane and Pine Ridge Road include the residents living in developments along Whippoorwill Lane, and those businesses that depend upon traffic that uses the Whippoorwill Lane and Pine Ridge Road intersection. When asked about their support for or against the RCUT improvement, only 26% (N=28) of the respondents with direct connections to Whippoorwill Lane indicated support the improvements, while 74% (N=80) indicated they were not in favor of the improvement, preferring some other improvement instead. A summary of the polling results related to the preference questions asked about the proposed treatments at individual intersections, and to the potential interconnection, is shown in Table 10. Stakeholders with primary access off Whippoorwill Lane are highlighted in yellow. Complete polling reports from all stakeholder meetings are included in the Public Involvement Report. INTERCONNECTION QUESTION The potential interconnection of Whippoorwill Land and Marbella Lakes Drive has long been considered by the County, and while not one of the intended corridor improvements, because the potential interconnection of Whippoorwill Lane and Marbella Lakes Drive was considered in all the concept analyses to determine what if an effect the interconnection would have on the concepts. As such, the issue of the interconnection was a topic of interest at all the Stakeholder meetings, so the team took the opportunity to ask the stakeholders their opinion about the Whippoorwill Lane-Marbella Lakes Drive interconnection. The interconnection support question was posed at all stakeholder meetings, and again, it is important to understand the place of residence of the respondents to put the responses into perspective. At the four (4) meetings with stakeholders living in developments along Whippoorwill Lane, when asked about their support for or against the interconnection, 57% (N=63) expressed support, while 43% (N=47) objected to the potential interconnection. At the Marbella Lakes stakeholders meeting, 94% (N=95) of the respondents objected to the potential interconnection, while 6% (N=6) supported the interconnection. 11.A.1 Packet Pg. 147 Attachment: Executive Summary Report (4893 : Pine Ridge Congestion Corridor Study) 23Pine Ridge Road Corridor Congestion Study The analyses indicated that an interconnection between Whippoorwill Lane and Marbella Lakes Drive, would have no adverse impact on the operations of our concepts. Further, it was determined that such an interconnection would provide no significant benefit in relieving future congestion on its own. Improvements to the intersections within the study area are needed to resolve existing and future congestion problems, regardless of whether an interconnection is ever made. A summary of the polling results related to the preference questions asked about the potential interconnection, is also shown in Table 10. To add “context” to the responses to the two questions related to Whippoorwill Lane, we have color-coded the responses in the Table 10 to reflect the portion of the study area most affected by the questions. Stakeholders with primary access off Whippoorwill Lane are highlighted in yellow, and stakeholders off Marbella Lakes Drive are highlight in blue. Complete polling reports from all stakeholder meetings are included in the Public Involvement Report. To put the results of the voting into context, during discussions about the interconnection at the Whippoorwill Lane and Marbella Lakes Drive meetings, it was clear that some residents (primarily along Whippoorwill Lane) perceived a benefit of having a second means of reaching the arterial road network. Today, both Whippoorwill Lane and Marbella Lakes Drive are dead end local roads, and some Whippoorwill Lane area residents expressed the value of being able to reach Livingston Road without having to use Pine Ridge Road. Conversely, residents in Marbella Lakes expressed seeing little or no value in having access to Whippoorwill Lane, and see the connection as encouraging more traffic on Marbella Lakes Drive. As stated previous, because the County has long considered the potential interconnection, during the study, all the various concepts were analyzed with and without the potential interconnection to consider what, if any, impacts (positive or negative) an interconnection would have on the operational integrity of the concepts being proposed. Table 10: Polling Results for Concept Questions 11.A.1 Packet Pg. 148 Attachment: Executive Summary Report (4893 : Pine Ridge Congestion Corridor Study) 24Pine Ridge Road Corridor Congestion Study CONCLUSION AND RECOMMENDATIONS After consideration of the study findings and public comments, the project team has developed a set of recommendations for consideration by the Collier County Board of County Commissioners. The recommended improvements include the following: {A partial-Continuous Flow Intersection (CFI) at Pine Ridge Road and Livingston Road, {A Restricted Crossing U-Turn (RCUT) Intersection at Pine Ridge Road at Whippoorwill Lane, and {A Diverging Diamond Interchange (DDI) at the Pine Ridge Road/I-75 interchange It is recommended the County conduct a preliminary engineering and environmental assessment to further evaluate the design features, right-of-way needs, and costs of the preferred improvements for the intersection of Pine Ridge Road and Livingston Road. Because the Whippoorwill intersection is in close proximity to, and partially included in the I-75 Limited Access Right-of-Way Limits, the study recommends the County pursue an Interchange Modification Report (IMR) with FDOT for the DDI & RCUT portion of the corridor. 11.A.1 Packet Pg. 149 Attachment: Executive Summary Report (4893 : Pine Ridge Congestion Corridor Study) STANTEC CONSULTING SERVICES INCORPORATED Pine Ridge Road Corridor Congestion Study PUBLIC INVOLVEMENT REPORT MARCH 27, 2018 Collier County Capital Projects, Planning, Impact Fees & Program Management 11.A.3 Packet Pg. 150 Attachment: Public Involvement Report (4893 : Pine Ridge Congestion Corridor Study) Pine Ridge Road Corridor Congestion Study – Public Involvement Report Page | 1 Contents OVERVIEW ............................................................................................................................ 2 PUBLIC INVOLVEMENT PROCESS ...................................................................................... 3 PROJECT WEBSITE .............................................................................................................. 4 INTRA- & INTER-AGENCY MEETINGS ................................................................................. 5 PUBLIC AGENCY MEETINGS ............................................................................................... 6 PUBLIC WORKSHOP ............................................................................................................ 7 PUBLIC INFORMATION MATERIALS & ENGAGEMENT TECHNOLOGY ............................12 STAKEHOLDER MEETINGS ................................................................................................13 OTHER STAKEHOLDER INPUT ...........................................................................................20 CONCLUSION ......................................................................................................................32 APPENDICES .......................................................................................................................33 11.A.3 Packet Pg. 151 Attachment: Public Involvement Report (4893 : Pine Ridge Congestion Corridor Study) Pine Ridge Road Corridor Congestion Study – Public Involvement Report Page | 2 OVERVIEW Pine Ridge Road (CR-896) between US 41 and Collier Boulevard serves as one of only four major east/west arterial corridors serving commuters and providing direct connection to one of four I-75 interchanges within the urban area. High peak period traffic volumes experience excessive delay along the entire length of the corridor from US 41 to I-75. 2016 existing volumes between Livingston Road and I-75, plus “trip bank” trips from committed developments, exceed the adopted level of service (LOS) standard set by the Board of County Commissioners in the Collier County Growth Management Plan (GMP). This segment is identified as LOS “F”, failing, in the 2016 and 2017 Annual Update and Inventory Reports (AUIRs). To examine this segment of the corridor more closely in hopes of identifying potential countermeasures to the increasing volumes projected in the 2016 AUIR, the Capital Project Planning, Impact Fees & Program Management Division initiated the Corridor Congestion Study to evaluate existing and future traffic conditions and to identify potential improvements within the corridor that would relieve congestion and improve the LOS. The study documentation is divided into three reports, this Public Involvement Report, an Executive Summary Report, and a companion Technical Report. While the public involvement process has been summarized in the Executive Summary Report, this companion Public Involvement Report, and the associated Appendices, are intended to fully document the public information/engagement efforts made during this study. 11.A.3 Packet Pg. 152 Attachment: Public Involvement Report (4893 : Pine Ridge Congestion Corridor Study) Pine Ridge Road Corridor Congestion Study – Public Involvement Report Page | 3 PUBLIC INVOLVEMENT PROCESS Engaging the public is one of the most important aspects of a study of this type. The study public involvement process included maintenance of a project website, internal meetings with division staff, public meetings (Collier MPO and their Advisory Committees), a public workshop/open house, and individualized stakeholder meetings/presentations with area homeowner associations (HOAs). Direct contact to affected public agencies was made by reaching out to the North Naples Fire Control and Rescue District, the Collier County School District, and the Collier County Sheriff’s Office. The following meetings, workshops, and stakeholder meetings occurred during the study period: • February 27, 2017 MPO Technical Advisory Committee (TAC) • February 27, 2017 MPO Citizens Advisory Committee (CAC) • March 10, 2017 MPO Board • June 15, 2017 Public Workshop/Open House – Collier County YMCA • November 8, 2017 Wyndemere HOA • December 6, 2017 Development Services Advisory Committee (DSAC) • January 11, 2018 Kensington HOA • January 16, 2018 Mariposa HOA • January 18, 2018 Marbella Lakes HOA • January 24, 2018 Andalucia HOA • January 30, 2018 Gusto Bella Vita HOA • January 31, 2018 Stratford Place HOA • February 15, 2018 Business Representatives Meeting • February 22, 2018 Aviano HOA The public engagement efforts are described in more detailed in the sections that follow. Attendees at all workshops and meetings were invited to sign-in to be added to the project mailing list 11.A.3 Packet Pg. 153 Attachment: Public Involvement Report (4893 : Pine Ridge Congestion Corridor Study) Pine Ridge Road Corridor Congestion Study – Public Involvement Report Page | 4 PROJECT WEBSITE Throughout the planning process, starting in early 2016, Collier County maintained an extensive project webpage (Figure 1), including a detailed description of the study, graphics of the study area, graphics and detailed descriptions of the “conventional” and “innovative” improvements under consideration, a set of frequently asked questions (FAQs), a link to a survey and Comment Form, and agency contact information. Links to video animations showing 2040 traffic volumes moving thru the innovative intersection concepts, and a link to the PowerPoint presentation given to the Metropolitan Planning Organization were added during the public vetting process. The link to the Collier County project webpage is: http://www.colliergov.net/your- government/divisions-a-e/capital-project-planning-impact-fees-and-program- management/transportation-planning-section/planning-studies/pine-ridge- And at: http://www.colliergov.net/pineridgecorridor FIGURE 1: Project Website 11.A.3 Packet Pg. 154 Attachment: Public Involvement Report (4893 : Pine Ridge Congestion Corridor Study) Pine Ridge Road Corridor Congestion Study – Public Involvement Report Page | 5 A copy of the entire project webpage (as of 01/31/18) is included in Appendix A. The City of Naples also provided webpage on the City of Naples website (Figure 2), including a brief description of the project and links to the County’s project webpage, graphics, etc. The City of Naples webpage link is: https://www.naplesgov.com/streetsstormwater/project/pine- ridge-road-corridor-congestion-study-collier-county FIGURE 2: City of Naples Website INTRA - & INTER-AGENCY MEETINGS Throughout the planning process, starting in early 2016, the project team made up of Division Staff and Consultant Staff met as needed to discuss the project status, to consider the study analyses and findings, and to manage upcoming events. Twelve internal agency team meetings were held, including three with the Growth Management Department and County Manager Office leadership. In October 2016, the team met with Florida Department of Transportation (FDOT) District One Planning Staff to discuss the concepts being considered for the I-75 Interchange area (including the Whippoorwill-Pine Ridge Road intersection). During the meeting, the team provided information related to all the concepts being considered, and were encouraged to learned that similar concepts were under design for the Interchange at I-75 and Colonial Boulevard, and for the Gunnery Road at SR-82 intersection. District Staff suggested that at the County’s discretion, the next step would be to present the information to the District Interchange Review Committee 11.A.3 Packet Pg. 155 Attachment: Public Involvement Report (4893 : Pine Ridge Congestion Corridor Study) Pine Ridge Road Corridor Congestion Study – Public Involvement Report Page | 6 (DIRC) for further consideration. After further discussion with County leadership, a decision was made to pursue that direction as a follow-up at the conclusion of the Corridor Study. Additionally, the Staff indicated the Department was finding a multi-county study of I-75 and the data and analysis gathered by the team to date would be valuable in that effort. In follow-up correspondence, the data and analysis were provided to the Department. In January 2018, team members met with North Collier Fire Control & Rescue District (NCFCRD) Officials to discuss the alternative concepts being considered. Officials relayed concerns related to congestion at the intersections, suggesting certain design features that would help facilitate the agency’s ability to maneuver around stopped traffic at the intersections. They expressed concerns regarding the Jug-Handle intersection concept, suggesting that adding an additional signal to the Pine Ridge Road corridor was not in their best interest. They also expressed concern about the overpass concept. In responding to a call related to a crash “at the overpass”, the agency is often left without a clear understanding of the actual location of the crash, making it difficult and time consuming to locate and reach the crash site. Of the three alternatives proposed for the Pine Ridge Road-Livingston Road intersection, the NCFCRD officials favored the Continuous Flow Intersection (CFI) concept. Regarding the Whippoorwill Lane Restricted Crossing U-Turn (RCUT) concept, the officials express concern about the median island diverter, but suggested that if it was a raised-but-mountable island that they could drive over if necessary, it would be an acceptable alternative. They were also encouraged about the safety aspects of the RCUT, suggesting that this intersection is one of the deadliest in the District. Regarding the potential interconnection, the officials indicated “the more access, the better”, and that today, access into and out of Whippoorwill Lane is frequently hampered by crashes that impact the intersection. Having an additional route choice could mean a quicker response to/from a call in the area. In January 2018, team members reached out to transportation officials at the Collier County School District to discuss the existing “cul-de-sac” at the end of Whippoorwill Lane, and the potential interconnection of Whippoorwill Lane to Marbella Lakes Drive. During discussions with residents from neighboring developments, concern was expressed about the potential problems for school bus traffic that might be created by the interconnection. District officials indicated the existing condition is not an issue if parked vehicles do not impede the buses from turning around. Regarding the potential interconnection, officials indicated because Whippoorwill Lane and Marbella Lakes Drive are in separate school zones, and interconnection might require route changes and additional buses given the requirements for picking up students on the right side of the road. In the event the County decides to pursue this interconnection in the future, this issue should be given additional coordination/consideration. The team also met with officials from the Collier County Sheriff’s Office on February 22, 2018, to discuss the concepts and to learn more about the law enforcement-related issues within the study area. PUBLIC AGENCY MEETINGS In early 2017, following the development of the proposed concept alternatives, the team presented the interim findings of the study to the Metropolitan Planning Organization (MPO) Board and its Advisory Committees. On February 27, 2017, presentations were made to the MPO’s Technical Advisory Committee (TAC) and to the Citizens Advisory Committee (CAC). On March 3, 2010 the same presentation was given to the MPO Board. The item was presented for 11.A.3 Packet Pg. 156 Attachment: Public Involvement Report (4893 : Pine Ridge Congestion Corridor Study) Pine Ridge Road Corridor Congestion Study – Public Involvement Report Page | 7 information, and no action was taken by the Board or its advisory committees. A copy of the agendas, the minutes and the PowerPoint presentation are included in Appendix B. On December 6, 2017, the team presented the interim Study findings to the Development Services Advisory Committee (DSAC). The item was presented for information, and no action was taken by the DSAC. A copy of the minutes and the PowerPoint presentation are included in Appendix C. PUBLIC WORKSHOP On June 15, 2017, the team conducted a Public Workshop, in an open house format, to present the study findings to date, including the concept alternatives. Press releases and variable message boards were used to make the public aware of the upcoming workshop (Appendix D). During the open house, a continuously looping video displayed simulations/animations of the concepts being considered. Display boards were set up and staffed by team members to discuss the study findings, and the alternative concepts under consideration. Copies of the display boards are included in Appendix D. 118 attendees signed in at the workshop over a 2-hour period. Workshop Attendees Watch a Video of Conceptual Improvements Variable Message Board 11.A.3 Packet Pg. 157 Attachment: Public Involvement Report (4893 : Pine Ridge Congestion Corridor Study) Pine Ridge Road Corridor Congestion Study – Public Involvement Report Page | 8 Attendees were urged to provide written comments on the comment forms provided. 42 comment forms were returned to the team, and are attached in the Appendix E. Survey/Comment Forms (Figure 3) included questions specific to the concepts being presented, and questions asked to gauge the respondent’s preferences for making travel route choice, and how transportation funds should be invested. With respect to how a motorist living or working in (or simply passing through) the Pine Ridge Corridor makes their decision about which route to travel; the attendees were asked “What are the 3 most influential factors that you consider when choosing a route for your destination?” It is clear from the results shown in Figure 4, that “Congestion”, which has a profound influence on travel time, i.e., “Quickest”, and “Safety” are the most influential factors in route choice. Workshop Attendees Fill Out Survey/Comment Forms Workshop Attendees Talked One-on-One with Staff and Consultants “THANK YOU FOR THE OPPORTUNITY TO REVIEW THE OPTIONS. I FOUND THE VIDEO VERY HELPFUL IN UNDERSTANDING OPTIONS” Public Workshop Attendee 11.A.3 Packet Pg. 158 Attachment: Public Involvement Report (4893 : Pine Ridge Congestion Corridor Study) Pine Ridge Road Corridor Congestion Study – Public Involvement Report Page | 9 FIGURE 3: Survey/Comment Form 11.A.3 Packet Pg. 159 Attachment: Public Involvement Report (4893 : Pine Ridge Congestion Corridor Study) Pine Ridge Road Corridor Congestion Study – Public Involvement Report Page | 10 FIGURE 4: Factors that Influence Route Choice The other non-concept survey question that was asked of attendees dealt with what types of improvements the respondent believed were most important when considering solutions to traffic growth. Attendees were asked to indicate what priority (high, medium, or low) the County should consider for different types of improvements. Figure 5 suggests that motorists consider projects that improve vehicle/traffic safety and improve pedestrian safety should be given the highest priority. This is especially encouraging since the concepts being proposed, in addition to reducing congestion, also enhance the safety profile of the intersections, for motors and pedestrians (and cyclist), by reducing the number of conflict points. 11.A.3 Packet Pg. 160 Attachment: Public Involvement Report (4893 : Pine Ridge Congestion Corridor Study) Pine Ridge Road Corridor Congestion Study – Public Involvement Report Page | 11 FIGURE 5: Priority Drivers Give to Types of Improvements During the event, team members provided detailed information, answered questions about the various concepts being considered, and listened to area residents’ and business owners’ concerns, including the potential interconnection of Whippoorwill Lane and Marbella Lakes Drive. Of particular note, was an issue related to the problem that motorists have when exiting the shopping center in the southeast quadrant of the Pine Ridge Road – Livingston Road intersection. This issue of not being able to exit the shopping center and go south on Livingston Road was brought to the attention of the project team by attendees, resulting in a U-turn solution being identified and included in revised concepts. When planning for the public workshop, the team found it difficult to find an appropriate venue within the study area that would be convenient for area residents and business owners, and large enough to accommodate not only the display set-ups, video viewing area, and comment tables, but also large enough to accommodate the number of attendees that was expected. The meeting location at the Collier YMCA, while near the study area, was not ideal for the open-house format and the team was encouraged by many in attendance to conduct smaller meetings that would help facilitate better communication between the team and the public. This concern precipitated the series of individual stakeholder meetings with HOAs and business community representatives. 11.A.3 Packet Pg. 161 Attachment: Public Involvement Report (4893 : Pine Ridge Congestion Corridor Study) Pine Ridge Road Corridor Congestion Study – Public Involvement Report Page | 12 PUBLIC INFORMATION MATERIALS & ENGAGEMENT TECHNOLOGY Throughout the study effort, a variety of materials have been prepared and distributed to the public, including informational flyers used in correspondence, and concept exhibits provided as hand-out materials at meetings and workshops, and PowerPoint presentations used during stakeholder meetings. Informational material has also been included on the project website. Copies of the materials are included in the Appendix F. Before moving into the localized stakeholder meetings with homeowner associations/groups, the study consultant developed individual intersection concept animations based upon the traffic engineering data and analyses conducted during the study. The previous simulations used during the Public Workshop were examples of the concepts used in other areas, and the team considered it important to develop individual concept animations using the actual intersection imagery and the 2040 traffic forecast data. The animation software used to create the animations simulates the actual operating conditions using the traffic volumes that were forecasted for the design year, in this case 2040, and provides a visualization of how the signal system/improvements will operate. The animations were used during the individual stakeholder meetings, and are available on the project website. Traffic Simulation/Animation “THE AIRPORT/PINE RIDGE INTERSECTION NEEDS HELP” Kensington HOA Meeting Attendee 11.A.3 Packet Pg. 162 Attachment: Public Involvement Report (4893 : Pine Ridge Congestion Corridor Study) Pine Ridge Road Corridor Congestion Study – Public Involvement Report Page | 13 The team also used public engagement software as part of stakeholder PowerPoint presentations that incorporated the use of polling technology keypads that allowed meeting participants to vote on questions during the presentation. Immediate (anonymous) feedback is provided by the software in a graph depicting the percentage of votes for each possible response to the question asked. This technology was used at all the stakeholder meetings, the results of which are summarized in the section that follows. Complete polling reports for all the stakeholder meetings are included in their entirety in Appendix G-1 through G-9. Example of Public Invovlement "Polling" Software Presentation Slide “SEEMS LIKE THE COUNTY IS MAKING BIG PLANS” “THIS MEETING WAS QUITE ENLIGHTENING” Stratford Place HOA Meeting Attendee Keypad Polling Device 11.A.3 Packet Pg. 163 Attachment: Public Involvement Report (4893 : Pine Ridge Congestion Corridor Study) Pine Ridge Road Corridor Congestion Study – Public Involvement Report Page | 14 STAKEHOLDER MEETINGS Following the first public workshop, it was clear that smaller groups with individualized presentations would be helpful in communicating the study process and facilitate explaining the concepts being proposed. A total of eight (8) meetings were held with area residents coordinated through homeowner associations (HOAs) and property managers. The HOA meetings included: • Wyndemere (634 Units) November 8, 2017 – 96 attendees • Kensington (615 Units) January 11, 2018 – 39 attendees • Mariposa (180 Units) January 16, 2018 – 42 attendees • Marbella Lakes (491 Units) January 18, 2018 – 178 attendees • Andalucia (167 Units) January 24, 2018 – 35 attendees • Gusto Bella Vita (160 Units) January 30, 2018 – 9 attendees • Stratford Place (460 Units) January 31, 2018 – 36 attendees • Aviano (212 Units) February 22, 2018 – 31 attendees + 2 from The Reserve Additionally, a meeting with business owners/representatives (8 attendees) was held on February 15, 2018, at the First American Bank. During the 9 stakeholder meetings conducted from November 2017 thru February 2018, the dialog was generally dominated by the study elements considered most important to the individual stakeholders in attendance. During the presentation the attendees were polled as to their preferences on “general questions”, and following detailed explanations of the various concepts, attendees were asked specifically about their preferences on each of the concepts, including the potential interconnect between Whippoorwill lane and Marbella Lakes Drive. Attendees were also strongly encouraged to provide their comments in writing to be preserved in the public record for decision-makers’ review and consideration. A total of 39 written comment forms were returned. All the polling results, and the written comments are included in the Appendix G-1 through G-9. At each meeting, several “warm-up” multiple choice questions were asked of the attendees, to familiarize them with the polling technology, and to also provide a context for some of the follow-up questions dealing with the individual concepts. These questions were like some of the questions asked at the Public Workshop, and were intended to help the study team understand the importance the public places on certain transportation issues. Over the course of the first few meetings, a Interactive Technology Used to Poll Attendees “THANK YOU FOR THE PRESENTATION – THE PRESENTER WAS EXCELLENT” Marbella Lakes HOA Meeting Attendee 11.A.3 Packet Pg. 164 Attachment: Public Involvement Report (4893 : Pine Ridge Congestion Corridor Study) Pine Ridge Road Corridor Congestion Study – Public Involvement Report Page | 15 decision was made to drop several of the “warm-up” questions from the presentation due to time constraints, however, a core group of the same general questions and questions related to the concepts were asked at all the meeting. The “warm-up” questions, with possible answers, asked at all stakeholder meetings included: “What Roadway Do You Live Along?” • Livingston Road • Pine Ridge Road • Whippoorwill Lane • Dudley Drive • Marbella Lakes Drive • Other “What problems exist in the Pine Ridge Road Corridor that should be addressed?” • No Problems • Safety • Congestion • Poor Visibility • Speeding Vehicles • Lack of Sidewalks/Bike Lanes • Other Problems “What type of improvements should the County be investing in?” • Additional Travel Lanes to existing roads • New roads with improvement connectivity • Better bike/pedestrian and roadway street lighting • Improve existing intersections for all modes • Streetscape & beautification • Transit When evaluating attendees’ responses to concept-specific questions, it is important to understand where the respondents live (or operate a business), because a given improvement may affect them in substantially different/greater ways than other residents living in a different development. As an example, residents living off Whippoorwill Lane are more likely to have a very different opinion about an improvement at the corner of Whippoorwill Lane and Pine Ridge Road than someone living on Livingston Road. Thus, the first question is intended to add context to the concept-specific questions asked of the meetings’ attendees later during the presentation. In general, we found about 70% of the respondents at the meetings consider themselves to be “year round” residents. Most respondents believe that “congestion” is the worst problem in the Pine Ridge Corridor. There is, however, some disagreement among respondents as to what type of improvements the County should be investing in, with most respondents split between building “new roads”, “improving existing intersections, and “adding lanes to existing roads.” I BELIEVE THAT THE WHIPPOORWILL CONNECTION WILL HARM MARBELLA LAKES” Marbella Lakes HOA Meeting Attendee 11.A.3 Packet Pg. 165 Attachment: Public Involvement Report (4893 : Pine Ridge Congestion Corridor Study) Pine Ridge Road Corridor Congestion Study – Public Involvement Report Page | 16 Table 1 is a summary of the highest scoring responses to the general questions asked at stakeholder meetings: TABLE 1: Highest Scoring Responses to General Questions Asked at Stakeholder Meetings HOA Date Max. # Wyndemere 8-Nov-17 95 Livingston Road (N=84, 99%) Year Round1 (N=29, 42%) Congestion (N=41, 77%) Speeding (9%) Improve Intersections (N=32, 42%) Add Lanes (22%) New Roads (22%) Kensington 11-Jan-18 37 Pine Ridge Road (N=19, 56%) Year Round1 (N=19, 58%) Congestion (N=15, 48%) Speeding (29%) Improve Intersections (N=17, 52%) New Roads (33%) Mariposa 16-Jan-18 42 Whippoorwill Lane (N= 32, 100%) Year Round (N=27, 77%) Congestion (N=26, 74%) Safety (11%) New Roads (N=13, 39%) Improve Intersections (33%) Marbella Lakes 18-Jan-18 178 Marbella Lakes Drive (N=84, 98%) Year Round (N=63, 70%) Congestion (N=56, 64%) No Problems (17%) Improve Intersections (N=37, 44%) Add Lanes (29%) Andalucia 24-Jan-18 35 Whippoorwill Lane (N= 32, 100%) Year Round (N=22, 71%) Congestion (N=24, 72%) Safety (9%) New Roads (N=11, 38%) Add Lanes (31%) Gusto Bella Vita 30-Jan-18 8 Whippoorwill Lane (N= 8, 100%) Year Round (N=6, 75%) Congestion (N=7, 88%) Speeding (13%) New Roads (N=5, 63%) Transit (25%) Stratford Place 31-Jan-18 36 Whippoorwill Lane (N= 31, 97%) Year Round (N=21, 66%) Congestion (N=15, 47%) Speeding (23%) New Roads (N=12, 39%) Add Lanes (19%) Business Representatives 15-Feb-18 8 Pine Ridge Road 2 (N=4, 100%) Year Round2 (N=4, 100%) Congestion (N=4, 100%) New Roads (N=3, 75%) Improve Intersections ( 25%) Aviano 22-Feb-18 33 Livingston Road (N=28, 97%) Year Round (N=16, 57%) Congestion (N=13, 45%) New Roads (N=7, 26%) Improve Intersections ( 26%) 1 Slightly different question asked, may not include all Year Round residents in this response. 2 Question answered in the context of the business. Stakeholders Meetings “What Roadway Do You Live Along?” Do you consider yourself a “year round”, or “seasonal” resident? “What problems exist in the Pine Ridge Road Corridor that should be addressed? What type of improvements should the County be investing in?” 11.A.3 Packet Pg. 166 Attachment: Public Involvement Report (4893 : Pine Ridge Congestion Corridor Study) Pine Ridge Road Corridor Congestion Study – Public Involvement Report Page | 17 After a thorough presentation and discussion on the specific “innovative” intersection concepts being proposed for Pine Ridge Road, attendees were asked their opinions about the proposed solutions. Additionally, following a discussion about the potential for an interconnection of Whippoorwill Lane and Marbella Lakes Drive, the attendees were asked their opinion about such an interconnection. A summary of the polling results specific to the innovative intersection concepts proposed, and the potential interconnection between Whippoorwill Lane and Marbella Lakes Drive is shown in Table 2. The stakeholder groups that generally included residents residing within the Whippoorwill Lane area are shown highlighted in yellow, and the stakeholder group that generally included the residents living along Marbella Lakes Drive is shown highlighted in blue. One of the final stakeholder meetings allowed team members to explain the project scope to business representatives from the Pine Ridge Corridor. It was clear from the discussions during the meeting that business owners and operators have different, but equally important persepectives on the potential solutions. Several representatives commented about how businesses will be directly impacted by the RCUT, while otthers expressed concern about the SPUI option at Livingston Road. Residential Stakeholders listen to detailed explanation of the proposed concepts “WE WOULD LIKE CONSIDERATION OF AN OVERPASS/UNDERPASS FROM WHIPPOORWILL LANE ONTO PINE RIDGE ROAD RATHER THAN THE PROPOSED U-TURN” Andalucia HOA Meeting Attendee “NO OVERPASS @ LIVINGSTON + PINE RIDGE YES FOR CONTINUOUS FLOW LIVINGSTON + PINE RIDGE “ Business Stakeholders Meeting Attendee Business Stakeholders listen to detailed explanation of the proposed concepts 11.A.3 Packet Pg. 167 Attachment: Public Involvement Report (4893 : Pine Ridge Congestion Corridor Study) Pine Ridge Road Corridor Congestion Study – Public Involvement Report Page | 18 TABLE 2: Polling Results for Concept Questions Asked During Stakeholder Meetings Reviewing the polling results related to the three concepts at Pine Ridge Road and Livingston Road, shown in Figure 6, 46% of the attendees favored the SPUI (OP), with the CFI being preferred by 35% of the attendees. The JH, Conventional Improvements, and No Improvements gathered the remaining 19% of the votes. Common concerns expressed by attendees during the meetings (and in written comments) related to the CFI and JH innovative concepts for the Livingston Road intersection, included drivers being unfamiliar with the designs, and the traffic patterns being confusing to some drivers, and especially to visitors. Issues concerning noise and potential access limitations accompanying the SPUI were raised by business representatives. “WELL RUN MEETING – MADE THE OPTIONS UNDERSTANDABLE.” Wyndemere HOA Meeting Attendee 11.A.3 Packet Pg. 168 Attachment: Public Involvement Report (4893 : Pine Ridge Congestion Corridor Study) Pine Ridge Road Corridor Congestion Study – Public Involvement Report Page | 19 Figure 6: Pine Ridge Road at Livingston Road Concept Preference With respect to the RCUT concept proposed for the intersection of Pine Ridge Road at Whippoorwill, of the 114 attendees comprised of residents and business operators with direct access to Whippoorwill Lane, 75% (N=86) did not favor the RCUT solution, with only 25% (N=28) expressing support for it. Although the potential for a future interconnection of Whippoorwill Lane and Marbella Lakes Drive is not an improvement being proposed by this study, because all the study intersections on Pine Ridge Road were analyzed/evaluated with and without the potential interconnection, the topic was discussed during each presentation. Because of the public’s interest in expressing their opinions about this potential improvement, the study team took the opportunity to explain the potential interconnection, and to ask the attendees to register their opinion regarding the potential interconnection, the results of which are included in Table 2. “MUST CONNECT WHIPPOORWILL TO MARBELLA.” “I-75 – VANDERBILT EXCHANGE WOULD BE GREAT.” Gusto Bella Vita HOA Meeting Attendee 11.A.3 Packet Pg. 169 Attachment: Public Involvement Report (4893 : Pine Ridge Congestion Corridor Study) Pine Ridge Road Corridor Congestion Study – Public Involvement Report Page | 20 During every meeting, attendees asked questions, raised issues, made comments, and the team made every effort to respond to the inquires made before, during and after the presentations. At each meeting, attendees were reminded of the importance of putting their thoughts down on the comment forms. All the polling results, and the written comments are included in the Appendix G-1 through G-9. The small group setting, allowed for detailed, interactive presentations, and an opportunity for the study team members to discuss the proposed improvements with attendees, and answer questions during and following the presentation. One question, common to most meetings, was whether a new interchange at I-75 and Vanderbilt Beach Road was considered as a potential solution to the congestion problem on Pine Ridge Road, and if such an improvement was possible. While it is generally agreed that such an addition to the network would help divert some of the interstate-related travel from the Pine Ridge Road corridor to the Vanderbilt Beach Road corridor, such an improvement is not in the FDOT Interstate Master Plan, nor in the MPO’s Long Range Transportation Plan (LRTP), and evaluating it as a potential solution was outside the scope of this study. Attendees were told their suggestion would be forwarded to the MPO and to the FDOT for consideration during the 2045 LRTP Update. The FDOT has acknowledged receipt of the public comments, and has indicated that they will consider the public’s comments/interest in a new interchange at Vanderbilt Beach Road during the current I-75 interchange study when evaluating the future conditions of the Pine Ridge Road and Immokalee Road interchanges. While there was almost universal support for the DDI improvement at I-75, reaction to the RCUT was mixed, with a strong negative opinions/votes registered by residents and non- residential/business operators located on Whippoorwill Lane that would be directly affected by the revised traffic pattern. OTHER STAKEHOLDER INPUT Throughout the Study, public input, e.g., e-mail correspondence, telephone calls, etc., has been received outside of the formal Survey and Comment Form process. This input was captured in a Project Contact Log, included in its entirety in the following Table 3. This input, like that from the written and oral comments, has been reviewed and considered by the study team, and is included here for review and consideration by the decision-makers. “NO OVERPASS AT LIVINGSTON + PINE RIDGE INTERSECTION.” Aviano HOA Meeting Attendee Attendees at the Aviano HOA meeting Listen to the Presentation 11.A.3 Packet Pg. 170 Attachment: Public Involvement Report (4893 : Pine Ridge Congestion Corridor Study) #Date Response Date Method of Original Contact Method of Response Time Phone #Name E-Mail Address Description of Issue or Request Contact Person Response 1 6/6/2017 6/6/2017 e-mail e-mail 2:45 PM 239-659-1645 John McCue mperfect@comcast.net 6741 Marbella Lane, Naples, FL 34105 Dear Connie, I will check this out at the YMCA event. However, it's clear that the primary agenda here is to make a connection by way of Marbella and Whippoorwill to get to I 75! Such an agenda will not prevent congestion on Pine Ridge Road in it's access to I-75. However, it will create considerable traffic on both Marbella and Whippoorwill by reason of encouraging drivers to believe they have a "short cut" when in fact they do not! Livingston and Pine Ridge are already both designed and constructed to accommodate whatever traffic I-75 can cope with at its interchange with Pine Ridge. It would be better to increase the capacity of the Golden Gate interchange to siphon more of the northbound traffic off of Livingston in order to reduce the volume congesting the Pine Ridge Corridor to begin with! Common sense, people! You can't increase the capacity of a funnel by making the circumference at the top bigger! You've got to make the bottom and the top bigger! Well, widen Pine Ridge and the ramps leading onto I-75, of course. (Of course,, that just means the day is closer when you'll have to widen I-75!) The real answer lies in what you consider to be the population capacity of the area which feeds the interchange and I-75 itself. Then it's the State's problem! Connie Deane Email from Connie - Mr. McCue: Thank you for advising that you will be attending the public information meeting. I will pass your comments along to the Transportation Planning staff. We look forward to seeing you on June 15. 2 6/6/2017 6/6/2017 e-mail e-mail 2:53 PM 305-490-2360 Gary Irwin grirwinlaw@gmail.com 1415 Tiffany Lane, #1307, Naples FL 34105 Dear Deane: Thank you for the Notice. Unfortunately I am out-of-town and cannot attend. However, I would like to state my position that the "potential interconnection" listed on your map appears to be a resurrection of an attempt to convert quiet Whippoorwill Lane into the next Pine Ridge Road-of great devastation to the community. The residents of this area showed up in great force last time to prevent this bad idea from going forward, but many of us may be out-of-town for the Summer. Connie Deane Email from Connie - Mr. Irwin: Thank you for your response. I will pass your comments along to the Transportation Planning staff. 3 6/6/2017 6/6/2017 e-mail e-mail 2:54 PM 239-249-0085 Dave Rosato darosato@comcast.net 6777 Del Mar Terrace, Naples, FL 34105 Dear Connie and Lorraine, I would like to attend the Public Information Meeting listed below, but have another commitment at the same time. I thought I'd email you my thoughts. I am a resident at Marbella Lakes, where I live with my wife and three children. The connection of Whippoorwill Road to Marbella Lakes Drive was proposed 2-3 years ago. I was at that time, and still am, apposed to this project for the following reasons: I believe it creates a direct connection with the budget hotels/motels, restaurants and convenience stores that front Pine Ridge Road that are frequented by travelers on I-75.. Some of those travelers are likely to explore surrounding neighborhoods for potential criminal activity. I have lived here 26 years and remember that it was a casual stop at the Cracker Barrel on I-75 and Collier Blvd that resulted in the murder of several employees. Marbella Lakes (currently) is not directly connected to the businesses along Pine Ridge Road and I-75 and I want to keep it that way for the safety of my family. I believe it will add substantial traffic, and accompanying traffic noise, to the roadway passing by our community. This extension will be used as a cut-through by hundreds, possibly thousands, of cars each day, especially during rush hours. I believe this traffic will be at higher speeds than intended and that there is no way to effectively control speeding motorists. I believe the Nissan car dealership will use the loop created as a race track for test driving cars. They will simply turn Right out of the parking lot and will keep turning Right until they get back to their lot. Again, this isn't the traffic I want passing our neighborhood. I believe the extension proposed will significantly reduce the desirability of living in our neighborhood and will lower our property values. Your "solution" to road congestion along Pine Ridge Road simply diverts it passed our homes and will negatively effect the hundreds of families living in Marbella Lakes. Thank you for your consideration. Please don't hesitate to contact me if you have questions or would like to discuss my email. Connie Deane Email from Connie - Mr. Rosato: Thank you for your response. I will pass your comments along to the Transportation Planning staff. 4 6/6/2017 6/6/2017 e-mail e-mail 4:07 PM 630-235-1547 John Follert John@follert.com 6613 Marbella Ln., Naples, FL 34105 Since we are away at the time of the meeting can we receive the information that will be shared on June 15 by email or otherwise electronically ? Connie Deane Hi Mr. Follert: I checked with Project Manager Lorraine Lantz and was advised that she plans to place the meeting displays on the study’s website after the public information meeting. The website is www.Colliergov.net/PineRidgeCorridor You may provide comments regarding the materials to me and/or Ms. Lantz by email and we will include them with the other comments that are provided. Our email addresses are conniedeane@colliergov.net and lorrainelantz@colliergov.net. 5 6/7/2017 6/7/2017 phone and e- mail phone and e- mail 2:30 PM 239-643-0001 Bill Confoy wconfoy@comcast.net I spoke to Mr. Confoy regarding the potential interconnect at Marbella Lakes and Whippoorwill. He stated that he was the Director of Community Outside Affairs and Wyndemere and 2 years ago they were not in favor of the interconnect. He stated that he worked with Nick on this issue and that Nick was aware of his position. He understood that Nick was probably not involved in this public meeting but wanted to know my entire chain of command - Trinity, Amy, etc. He said he knew Jamie. Mr. Confoy said that he realizes that there is greater population now and that the interconnect may be more appropriate now. He stated that if there was a signal, he would rather see one similar to the one on US41 and 22nd where it only stops 1 lane and the other 2 lanes remain green. He questioned if there were other signals planned for the intersections and I tried to explain the CFI, RCut and other innovative concepts. He said he would research them on line. Lorraine Lantz At the same time he started contacting Connie with the same questions. 6 6/7/2017 6/7/2017 phone and e- mail phone and e- mail 4:33 PM 239-643-0001 Bill Confoy wconfoy@comcast.net Thanks for your call. The “continuous flow patter” looks rather complex. Do we have one in Naples to look at? How does it compare to the intersection of Airport Rd. & GG Pkwy? TKX Lorraine Lantz Mr. Confoy, It was a pleasure to speak with you this afternoon. One option for the intersection of Pine Ridge Road at Livingston Road is the Continuous Flow Intersection (CFI) also known as (aka) Partial Displaced Left-Turn (DLT). FDOT is constructing the first CFI in Florida at the Daniels Pkwy/Gunnery Rd. and SR82 intersection. There are several CFIs currently constructed and operational in many other states. Another option for the intersection is a Single-Point Urban Interchange (SPUI) aka an Overpass / Underpass. This would be similar to the treatment you are referring to at Airport Rd. and Golden Gate Pkwy. An example would be Livingston Rd. going over (as a bridge) Pine Ridge Road (at-grade). After the meeting, we intend to place the video and graphics on the website dedicated to this project. Please see the following link: www.Colliergov.net/PineRidgeCorridor Table 3: Pine Ridge Road Corridor Study - Contact Log Page 1 of 11 \\US1226-F01\workgroup\2158\active\215810479\planning\public_involvement\survey & comments\Copy of Pine Ridge Inquiries and Log 021518.1.xlsx 11.A.3 Packet Pg. 171 Attachment: Public Involvement Report (4893 : Pine Ridge Congestion Corridor Study) #Date Response Date Method of Original Contact Method of Response Time Phone #Name E-Mail Address Description of Issue or Request Contact Person Response Table 3: Pine Ridge Road Corridor Study - Contact Log 7 6/7/2017 6/7/2017 e-mail e-mail 4:50 PM Thomas Reilly tompreilly@comcast.net Has anyone looked at using Night Hawk drive instead of Marbella lakes road? It may require a purchase of the private land, but it would have to be cheaper than bridging over the canal at Marbella lakes. Just a thought for the meeting, I am traveling up North and cannot attend. Connie Deane Thank you for your email. I will pass your comments along to the rest of the Transportation Planning staff. 8 6/16/2017 6/17/2017 e-mail phone and e- mail 3:30 PM 239-290-8897 Pastor Glen Wiggins gw@sbcnaples.com Pastor Wiggins called to discuss the meeting that he was not able to attend and the concern for the Super Street concept. I discussed the turning movements and the restrictions on Whippoorwill Lane. He was concerned about his left turn access and voiced his opposition to this intersection. I directed him to our website and the YouTube video link. Lorraine Lantz 9 6/19/2017 6/19/2017 phone phone 10:00 AM 239-643-0001 Bill Confoy wconfoy@comcast.net I spoke to Mr. Confoy regarding Wyndemere's concerns with the options. He represents over 600 residents who live there from May to October. He said 70% of the residents have a 2nd home and are only there during season. He would like a presentation after October 18th. The Wyndemere Coquet courts are behind the Et Tu Ballet facility and he would want everyone to be able to access them easily. He was wondering why there are 2 right turn lanes from Livingston to Pine Ridge in the Jug Handle but not in the CFI. He wanted to know what Pine Ridge was not going over Livingston for the overpass option. Lorraine Lantz 10 10/19/2017 43027 e-mail e-mail JD Brakefield jdbrakefield@crcrealty.com Sent email on 10/19/17 asking for interest in attending or hosting a business focused meeting. Email dated 10-19-17 from JD Brakefield, Jr. indicated that he is the contact for Marquesa Plaza and wants to be informed of any meetings or discussions. On 2-6-18 Invited to Business Owner/Operator Meeting on 2/15/18. Lorraine Lantz 11 11/29/2017 43068 Email email 3:18 PM Pastor Glen Wiggins gw@sbcnaples.com Previous correspondence with Pastor Wiggins indicated that he was willing to host a small group meeting/presentation. His response to the request for a date to plan a meeting: Lorraine, Thank you for following up. If we had another small meeting again, what would we discuss? We are still opposed to all recommend changes up to this point. We definitely want to attend the general meeting. Please inform us of the date, place and time of that meeting. Thank you for you help and consideration, Pastor Glenn Wiggins Lorraine Lantz EMAIL REPLY DOCUMENTING PHONE CALL - Based on our discussion, I believe you considered the CFI as the better option and thought the Jug-Handle was the least desirable option. We briefly reviewed the options for the R-CUT and the DDI, but you did not state an opinion for either option. We did not discuss the potential interconnection of Marbella Lakes Dr. and Whippoorwill Lane. If you have a preference for a new local road interconnection at that location, please let me know. As I stated, we expect to present these concepts to the Board of County Commissioners in March 2018. If you have any other questions, please let me know. 12 12/8/2017 12/8/2017 phone phone and e- mail 4:20 PM 212-408-2922 Dean Frangos frangos@sebtinelcorp.com 1251 Avenue of the Americas, 36th floor, New York, NY 10020 Phone conversation with Dean Frangos representing LA Costa Apartments regarding the PRR Congestion Corridor Study and the innovative intersections we are considering. Lorraine Lantz 13 12/29/2017 1/5/2018 e-mail e-mail 4:19 AM Shawn Lemarie shawn.lemarie@comcast.net Hi Lorraine, This letter was just posted on our website........below that was my response to the property manager.......I don't know what everyone's position in the community is.....but provided there are some restrictions.....I think linking the roads is a great idea. It will make my life much easier, getting dinner, milk, groceries, gas ect. Thanks I understand the drawbacks of potential noise......but here is the other side.... There are ways to mitigate noise..... 1. Limiting Trucks of certain size 2. Putting a low speed limit 3. Maybe a couple speed humps And there are benefits..... 1. Easier to get to 75 2. Easier to get to Publix 3. Easier to get Gas and a gallon of milk 4. Avoiding the Pine Ridge and Livingston Light whenever coming home off 75 or coming back from Publix. These are things that every Marbella resident would benefit from....sometimes multiple time saving times a day. Lorraine Lantz Thank you for your interest in the Pine Ridge Congestion Corridor Study. I appreciate your understanding that the potential interconnection is being considered to help facilitate more convenient travel options for area residents, and is not intended to facilitate “cut-through” traffic. I look forward to seeing you at the presentation on January 18th. Thank you, Lorraine Additional Phone Conversation followed. If we take steps to mitigate the noise and speed of traffic.......I think there is a good chance, the traffic going thru will be mostly local traffic for those communities along Whippoorwill. 4/5 of all communities in Naples have there entrances off of a major road......and by making this cut thru.....will by no means make it a major road. For me......the cut thru, adds value to living in Marbella Lakes. Anything that makes our ingress and egress better adds value......as long as speed limits, speed humps and truck limits are put in place. People speeding down Livingston .....are not going to turn down a road with a low speed limit and possible speed bumps and people going East on Pine Ridge....if they want to get south of Marbella.....are more than likely going to use 75 to the next exit south.....except maybe some Grey Oaks people who want to use the back entrance. Any community north of Marbella Lakes is not going to use the cut thru, because they would be doubling back. Just my opinion though. I am not against it. I am for it, if it contains the right protections. Would love to be able to bike and get some milk, without going on a major rd like Livingston or Pine Ridge. Shawn Lemarie Page 2 of 11 \\US1226-F01\workgroup\2158\active\215810479\planning\public_involvement\survey & comments\Copy of Pine Ridge Inquiries and Log 021518.1.xlsx 11.A.3 Packet Pg. 172 Attachment: Public Involvement Report (4893 : Pine Ridge Congestion Corridor Study) #Date Response Date Method of Original Contact Method of Response Time Phone #Name E-Mail Address Description of Issue or Request Contact Person Response Table 3: Pine Ridge Road Corridor Study - Contact Log 14 1/2/2018 phone phone 3:30 PM 513-382-2574 Les Apple Marbella Lakes I spoke to Mr. Apple regarding the notice he received from Marbella Lakes HOA. He was concerned that any new traffic would destroy a bird sanctuary area near Whippoorwill Lane and Stratford Place. He wanted to know if he could bring pictures he had taken of the nature and wildlife in that area and I stated I could not tell him if he could or could not, but that this was a meeting to discuss the concepts with his neighbors and they might have similar concerns. He stated that he would bring a few to show his point. He also asked about the accidents at the intersection of Marbella Lakes and Livingston. I informed him that there were only a few crashes at that location. Lorraine Lantz 15 1/2/2018 1/5/2018 e-mail e-mail 1:29 PM Stan Rusk virgstan@sol.com 6657 Marbella Lane Just my opinion though. I am not against it. I am for it, if it contains the right protections. Would love to be able to bike and get some milk, without going on a major rd like Livingston or Pine Ridge.Lorraine Lantz 16 1/3/2018 phone phone 11:30 AM 201-995-7875 Carmine Depore Marbella Lakes I spoke to Mr. Depore who stated that he received a notice from the Marbella Lakes HOA stating that this project was part of the Green Blvd. ext. He explained that Green was in the 2035 LRTP but removed from the 2040 LRTP and was confused what the project was really about. I explained that the project was regarding the congestion on Pine Ridge Road and that we were looking at alternatives for that corridor. I confirmed that this was not related to the Green Blvd. ext. and that was no longer in the current LRTP. He then explained that there was a rumor going around the development that the Clubhouse would have to be relocated because of the interconnect. I stated that I was not aware of any discussion regarding the clubhouse or any impacts to its location. He stated that it was based on emails circulating around and he wanted to hear the facts so he was planning on attending the presentation. Lorraine Lantz 17 1/5/2018 1/5/2018 e-mail e-mail 4:12 PM David Williams dave@trustwilliams.com Mr. Williams, Thank you for your interest in the Pine Ridge Congestion Corridor Study. We look forward to presenting the innovative intersection concepts at your meeting on January 18th. We hope to explain the project in greater detail during the presentation. In the meantime, it may be beneficial to review proposed innovative intersections related to this corridor on our website at: www.Colliergov.net/PineRidgeCorridor Attached is a flyer which includes some of the information available on our website. Please see our responses to your questions below. If you have additional questions, please call me to discuss your concerns at (239) 252-5779. Thank you, Lorraine 1) Am I correct that the connection of Marbella Lakes Dr. with Whippoorwill Lane will only be made if a controlled intersection light is installed at the intersection of Marbella Lakes Dr. and Livingston Rd.? We have received requests for a signal at the intersection of Livingston Road and Marbella Lakes Drive. There are several criteria to review to determine if a traffic signal is warranted, those generally include speed limits, traffic volumes, crash data and the impacts to the existing roadway network. The current traffic counts do not warrant a signal at the intersection of Livingston Road and Marbella Lakes Drive. The County would consider a traffic signal only if the interconnection is constructed. To answer your question, the interconnection of Marbella Lakes Drive and Whippoorwill Lane is not dependent on a traffic signal; however the traffic signal is dependent on the interconnection. Lorraine Lantz Additional comments from Mr. Williams: Dear Lorraine, Thank you for your prompt response to my questions and comments in my Email, to you this morning. I look forward to meeting you in person at the Marbella Lakes Meeting on 1/18/18. In the meanwhile, i was disturbed that you and/or the other planners and/or decision makers involved could give “convenience” a priority over “safety” at the conclusion of your response when you rejected my concern over the safety hazard of the “short cut” to Whippoorwill Lane from the Extension of Marbella Lakes Dr. by stating the overriding “intention” is “to help facilitate more convenient travel options for local are residents”. Please confirm a change in “intention” which gives safety considerations dominance over “convenience” in your planning and decisions. Thank you. Respectfully submitted, David N. Williams, Esq ( Marbella Lakes Homeowner) 2) Am I correct that it is uncertain whether connecting Marbella Lakes Dr. with Whippoorwill Lane will improve traffic flow? We analyzed the innovative intersection concepts for the Pine Ridge Road Corridor with and without the interconnection. Our analyses indicated that an interconnection between Whippoorwill Lane and Marbella Lakes Drive, would have no adverse impact on the operations of our concepts. Further, it was determined that such an interconnection would provide no significant benefit in relieving future congestion on its own (without any other intersection concept). We must make improvements to the intersections within our study area to resolve existing and future congestion problems, regardless of whether an interconnection is made. The interconnection is being considered to help facilitate more convenient travel options for area residents, and is not intended to facilitate “cut-through” traffic. Improving network connectivity will reduce travel time and congestion, and provide a secondary access to residents and first responders in the event of an emergency. Based on my 7 years of observation and experience, the connection of Whippoorwill Lane with Marbella Lakes Dr. including a controlled intersection light at Livingston Rd. would slow down traffic both on Livingston Rd and Pine Ridge Rd. I personally have never encountered any delays more than one signal change at the left turn, straight or right turn lanes at the intersection of Pine Ridge and Livingston Rds. I have also not encountered any delays more than one signal change at the lighted intersection of Whippoorwill Lane and Pine Ridge Rd. after getting gas at the service station there. The 2016 Annual Update and Inventory Report (AUIR) indicated that the segment of Pine Ridge Road from Livingston Road to I-75 is deficient. The AUIR looks to see how much traffic a road facility can accommodate. The volume to capacity ratio of traffic on roads is calculated and evaluated and creates a Level of Service (LOS). The volume is the number of vehicles that use the road. The capacity is the maximum number of vehicles the road can accommodate. The Pine Ridge Road Corridor from Livingston Road to I-75 is currently operating at a LOS F; therefore, we have to start the process of designing improvements as soon as possible. (Continued on next page) PS I am also contacting Penny Taylor, our County Commissioner, who was instrumental in the moratorium on the Whippoorwill Extension a few years ago. Page 3 of 11 \\US1226-F01\workgroup\2158\active\215810479\planning\public_involvement\survey & comments\Copy of Pine Ridge Inquiries and Log 021518.1.xlsx 11.A.3 Packet Pg. 173 Attachment: Public Involvement Report (4893 : Pine Ridge Congestion Corridor Study) #Date Response Date Method of Original Contact Method of Response Time Phone #Name E-Mail Address Description of Issue or Request Contact Person Response Table 3: Pine Ridge Road Corridor Study - Contact Log Currently there is only the traffic light at Wyndemere half way between Golden Gate and Pine Ridge Rd. The traffic on Livingston Rd would be slowed down because the new traffic light at Marbella Lakes Dr. would require all traffic to stop on Livingston Rd. to clear the new traffic coming from Whippoorwill Lane. The traffic on Pine Ridge Rd. would be slowed down because the light on to Ridge Rd. at Whippoorwill Lane would have to be lengthened to clear the new traffic taking a short cut off Livingston Rd. The innovative intersection at Pine Ridge Road and Whippoorwill Lane is a Restricted Crossing U-Turn (RCUT or Superstreet). There will be no change to the traffic pattern on Pine Ridge Road. Traffic patterns for straight and left turn lanes to Pine Ridge Road from Whippoorwill Lane are restricted. Drivers must turn right onto Pine Ridge Road from Whippoorwill Lane and proceed to new signalized intersections beyond the existing intersection to make a U-turn. These additional concurrent movements increase signal efficiency and provide the opportunity for longer green times for all movements. There would also be the danger and safety hazard created by the the short cut traffic speeding past the Marbella Lakes entrance to make a 90 degree left turn to go past the Whippoorwill residential areas to reach Pine Ridge. The interconnection is not intended to facilitate “cut-through” traffic but is being considered to help facilitate more convenient travel options for area residents. Since the connection of Marbella Lakes Dr. to Whippoorwill Lane will cause more problems than it solves, it is not worth the additional investment of the Collier County Taxpayers Money. Respectfully submitted, David N. Williams, Esq.( 6600 Marbella Lane Homeowner) Thank you for your comments. Lorraine 18 1/8/2018 1/8/2018 e-mail e-mail 1:33 PM Dan Ferrell dlf1950@yahoo.com Would a traffic light be a consideration at the entrance of Marbella Lakes if the extension is approved. If there is heavy traffic rerouted then turning left to get to Livingston may be a nightmare. Thank you for any info you may be able to give. REPLY - Thank you for your interest in the Pine Ridge Road Congestion Corridor Study. Yes, the County would consider a traffic signal at the intersection of Livingston Road and Marbella Lakes Drive, if the interconnection of Marbella Lakes Drive and Whippoorwill Lane is constructed. Please let me know if you have any additional questions. Lorraine Lantz Thank you for your interest in the Pine Ridge Road Congestion Corridor Study. Yes, the County would consider a traffic signal at the intersection of Livingston Road and Marbella Lakes Drive, if the interconnection of Marbella Lakes Drive and Whippoorwill Lane is constructed. Please let me know if you have any additional questions. 19 1/8/2018 1/8/2018 e-mail e-mail 1:45 AM Lisa and Joe Rodriguez lisarod@optonline.net Email asking if we would have a live webinar for part-time residents who could not attend the meeting on 1/18/18. No we do not have that capability, however we will be placing the animations on our website once they are complete 20 1/9/2018 1/9/2018 e-mail e-mail 585-781-4230 Bob Eisenhart beisenhart52@gmail.com 6518 Monterey Point #101 Hello Lorraine; I have been following the recent notifications regarding the road extension via Marbella Lakes Drive. I am hopeful the County will reconsider any such road modifications and find and alternate solution to the Livingston/Pine Ridge issues. 6 comments/issues regarding Marbella Lakes interconnect Lorraine Lantz Mr. Fullam, Thank you for your interest in the Pine Ridge Road Corridor Congestion Study. I will add your comments to those we are receiving regarding this project. We have heard from others regarding their desire for a new interchange at I-75 and Vanderbilt Beach Road (VBR). In 1998, Florida Department of Transportation (FDOT) completed an I-75 Master Plan. While FDOT considered the potential interchange location, it ultimately deleted it from the final plan. In addition, the Collier Metropolitan Planning Organization (MPO) determines the long range transportation needs for Collier County. Their current Long Range Transportation Plan (LRTP) includes the needs for the county through 2040. The 2040 LRTP does not include a need for the I-75/VBR interchange. The MPO may consider adding an interchange justification report to their 2045 LRTP Update (to be completed by 2020) and would need to coordinate that effort with FDOT, and their plans for the facility. I will forward your comments regarding a new interchange at I-75/VBR to FDOT and the MPO for their consideration in plan updates and amendments Thank you, Lorraine Page 4 of 11 \\US1226-F01\workgroup\2158\active\215810479\planning\public_involvement\survey & comments\Copy of Pine Ridge Inquiries and Log 021518.1.xlsx 11.A.3 Packet Pg. 174 Attachment: Public Involvement Report (4893 : Pine Ridge Congestion Corridor Study) #Date Response Date Method of Original Contact Method of Response Time Phone #Name E-Mail Address Description of Issue or Request Contact Person Response Table 3: Pine Ridge Road Corridor Study - Contact Log 21 1/10/2018 1/12/2018 e-mail e-mail 12:12 PM Ken Fullam irishkjf@gmail.com Dear Ms. Lantz, I am a homeowner in the Marbella Lakes community. Having attended the public informational meeting at the Naples YMCA in 2017, I engaged in dialogue with representatives regarding the Pine Ridge Corridor as well as Whippoorwill Lane Extension projects. At that time, I specifically sought out more detailed plans for the Whippoorwill Lane Extension project that would directly effect the quality of life for surrounding residents and Marbella Lakes residents in particular. At the YMCA meeting, the W.E. project was downplayed to the point of non-discussion during the video presentation portion of the meeting. I spoke with a representative who insinuated that the W.E. project was NOT a priority for Collier County officials at that time and was all but dormant as a consideration. I then completed a hand-written comment card stating my objection to furtherance of the W.E. project. You have said that the W.E. project has long been considered by Collier County as an interconnection between communities. You have also indicated that studies have shown that this project would neither have a positive or negative impact on reducing traffic congestion in the Pine Ridge Corridor area. Since this project will NEGATIVELY affect the quality of life (for reasons well stated) of it’s surrounding residents, the argument “for the convenience of residents” is not a valid one. It seems that the affected residents are NOT in favor of trading a little bit of “convenience” for the negative impact that would result from the completion of the project. I would be interested to see a quantification of residents’ opinions on this matter (if it is of any concern to the Collier County Board). The process of establishing project priority is of concern as well. It appears that the order of the process is backwards. Stantec develops the project (identified by County officials), sells it to the BCC who votes to move forward with it and THEN goes out to gauge public sentiment by seeking public comment. I would think that the needs of the County’s citizens would be considered earlier in the process. I do understand the emotional connection of residents impacted by infrastructure progress, but when the firm advising the county that the W.E. project would have NO IMPACT on improving the main project’s goal, the public’s opposition should carry more weight in the process (in my opinion). With regards to the Pine Ridge Corridor project designs, there exists several choices to reroute/synchronize traffic but NONE of the designs draw traffic away from an interchange where vehicles are seeking to enter or exit the Interstate (I-75). Lorraine Lantz Thank you for you comments. Having looked at the designs for improvement as well as the surrounding exits, I thought of an alternative. The existing I-75 area on- ramps and exits for east/west traffic in addition to Pine Ridge Road are: Immokalee Road and Golden Gate Parkway. The only major east/west area road without access to I-75 is Vanderbilt Beach Road. Assuming that the majority of Pine Ridge Corridor traffic is caused by vehicles attempting to access/exit the Interstate, would it not be feasible to construct an Interstate interchange at Vanderbilt Beach Road? This would pull a significant amount of traffic away from Pine Ridge Road at I-75 to address the long-term concerns of the County as the indications are of traffic growth. Thank you for your time. Respectfully, Ken Fullam 22 1/12/2018 1/12/2018 e-mail e-mail 3:30 PM Ken Fullam irishkjf@gmail.com Dear Lorraine, Thank you for your response and follow-up action on my behalf. I understand that surveys/planning allow for development justification. However, a Master Plan completed in 1998 doesn’t necessarily apply to today’s issues, as you well know. Since the Collier MPO will be re-evaluating the County’s transportation needs within the next two years, they may find an I-75/VBR interchange to be a timely and viable alternative/solution to the Pine Ridge Corridor’s traffic congestion issues. Thank you for your insight. I look forward to the Marbella Lakes community meeting and our residents’ opportunity to discuss these matters further. Respectfully, Ken Lorraine Lantz 23 43113 43116 e-mail e-mail 2:25 PM Burt Blumkin burtb@bjcc.com 6882 Del Mar Terrace Dear Ms. Lantz, After careful review of the plans for the Livingston-Pine Ridge road upgrades the following should be addressed. The traffic increases are also contributed by those going to retail stores, restaurants, medical offices, the new Honda dealership and more. The traffic to route 75 is minor in comparison to these other places. Hurting these businesses and or creating a traffic confusion to get to these establishments is cost unproductive. Instead of trying to use the cheapest way of traffic routing, a more significant reorganization of the intersection is warranted. New Jersey turns and turnarounds are not a solution. I have traveled these for years. Careful considerations should be given to not using the Whippoorwill Ln extension since it will not significantly reduce traffic to Pine Ridge and Livingston. Respectfully, Burt Blumkin Lorraine Lantz Thank you for your interest in the Pine Ridge Road Corridor Congestion Study. I will add your comments to those we are receiving regarding this project. We look forward to seeing you at the presentation on Thursday. Page 5 of 11 \\US1226-F01\workgroup\2158\active\215810479\planning\public_involvement\survey & comments\Copy of Pine Ridge Inquiries and Log 021518.1.xlsx 11.A.3 Packet Pg. 175 Attachment: Public Involvement Report (4893 : Pine Ridge Congestion Corridor Study) #Date Response Date Method of Original Contact Method of Response Time Phone #Name E-Mail Address Description of Issue or Request Contact Person Response Table 3: Pine Ridge Road Corridor Study - Contact Log 24 43119 43119 phone phone 3:15 PM 239-216-1158 Dale Butterworth Marbella Lakes Mr. Butterworth stated that he attended the meeting on 1/18/18 and had a few additional comments. 1. The Interconnection was one of the last things discussed and several people left before that. He believes if there were 2 additional lights presented with the interconnection more people would be in favor of it for safety - he recommended a light at Marbella Lakes Dr. and the gate house to Marbella Lakes and another one on Whippoorwill in front of Andalucía. He thought this would deter people from using the interconnection as a cut through and be safer for residents of Marbella Lakes making the left out of their development to Marbella Lakes Drive. I stated that I did not think the interconnection would warrant 3 new traffic signals because the volumes were not going to warrant it. I referred him to the MUTCD and stated that the current access point onto Livingston did not meet warrants, therefor it is not likely that these would. I stated that this was not for a concept study to determine but for a road design or after it is installed. He stated that the additional lights for safety would be a option for the residents to vote for the interconnect. He also stated that he believed the HOA was going to hire an attorney to fight this and tie it up in the courts so it did not go through. I thanked him for letting me know. Lorraine Lantz 25 1/19/2018 1/19/2018 e-mail e-mail 4:23 PM 239-262-8382 Jack Hedenstrom jackh@positanoplaceatnaples.com Positano Email to Mr. Hedenstrom - Since Positano previously indicated they did not want to have an individual meeting, I wanted to make sure the community’s opinions were documented in our report. You previously indicated that your residents did not have a preference for or against any of the 5 innovative intersections we were proposing. In addition, you stated that your community was in favor of the Marbella Lakes/Whippoorwill Interconnect and the light at Marbella Lakes. You stated that the new signal would assist residents of Positano by stopping traffic on Livingston so they could exit the community. It would help us document your community’s opinions if you confirmed or corrected my understanding of our conversations. Thank you, Lorraine Yes Loraine…….What you’ve stated is correct and you can place those opinions in your report. To confirm, our community consists of 330 condominium units. Thank you, Lorraine Lantz 26 1/22/2018 1/23/2018 e-mail e-mail 4:30 AM Clive Owens cliveowens@aol.com 6632 Marbella Lane Proposal for Linking of Marbella Lakes Drive & Whippoorwill Lane I write to express my strong objection to the above proposal. The concerns and strong objections of Marbella Lakes Residents to the above proposal were well expressed and documented in the previous study several years ago, and remain valid today. These include:- • Safety of vehicle movements around Marbella Lakes Gatehouse Entrance, especially for school children awaiting pickup as there is no STOP sign • Increased traffic and noise to Marbella Lakes residents, especially from the likely heavy commercial traffic. • Increased security risk requiring expensive security upgrades at gatehouse. • Diminished property values in Marbella Lakes due to increased congestion, noise and safety issues. I appreciated the presentation of the Pine Ridge Corridor Study made by the Collier County consultant at Marbella Lakes on January 18th. It was interesting and reassuring to see the depth of analysis that has gone into exploring the options available for relieving the Pine Ridge congestion issue. The presenter told us that the Marbella Lakes Dr/Whippoorwill Lane connection had no impact either way on any of the Pine Ridge Corridor options, and that the only reason for including it in the study was the suggestion that some Whippoorwill residents with a need to travel South on Livingston might benefit. Under questioning, he admitted that there was no information available on the level of interest in this that there might be among Whippoorwill Lane residents. It seems to me that it is equally valid to assume that some Marbella residents might have a corresponding interest in travelling East on Pine Ridge/N on I75, and thus support the connection. However, when support for the connection was put to the vote during the Jan 18 Marbella meeting, an overwhelming 96% of Marbella residents present opposed the connection, presumably for the reasons summarized above. It would seem reasonable to expect a similar reaction among Whippoorwill Lane residents, who would suffer the same negative impacts of heavier traffic adjacent to their homes as Marbella and already enjoy easy access to I75 for Southbound travel. Lorraine Lantz In summary, connecting Whippoorwill Lane to Marbella Laks Drive would:- • Have no impact on resolving the Pine Ridge Corridor congestion issue • Inflict multiple significant negative impacts on Marbella & Whippoorwill residents, including reduction of property values with consequent reduction in Collier County property tax revenue. • Be contrary to the expressed wishes of the overwhelming majority of Marbella residents, and by extrapolation, likely Whippoorwill residents also. • Require significant capital expenditure of Collier County taxpayers money It would be hard to understand how this could be considered an attractive proposition when presented to the Collier County Commissioners. Yours Truly Clive Owens Page 6 of 11 \\US1226-F01\workgroup\2158\active\215810479\planning\public_involvement\survey & comments\Copy of Pine Ridge Inquiries and Log 021518.1.xlsx 11.A.3 Packet Pg. 176 Attachment: Public Involvement Report (4893 : Pine Ridge Congestion Corridor Study) #Date Response Date Method of Original Contact Method of Response Time Phone #Name E-Mail Address Description of Issue or Request Contact Person Response Table 3: Pine Ridge Road Corridor Study - Contact Log 27 1/23/2018 1/23/2018 phone phone 4:30 PM 239-643-0001 William Confoy Wyndemere Conversation status regarding the PRR project, public opinions gathered and when it will go before the BCC. Lorraine Lantz 28 1/24/2018 2/15/2018 Email email 11:44 AM Jenn Fazio marbellajenn@comcast.net Marbella Lakes Owners Assoc. Hello Lorraine. I just heard from Bill Confoy that the extension is being pulled from the pine ridge study/package. He indicated he spoke with you. Could you kindly confirm that for me? Thank you. Jennifer L Fazio Lorraine Lantz Ms. Fazio, During the presentation to Marbella Lakes HOA on 1/18/18, I thought we made the distinction regarding the Pine Ridge Road Congestion Corridor Study and the possible interconnection of Marbella Lakes Drive and Whippoorwill Lane clear. The County has long considered the potential interconnection between Whippoorwill Lane and Marbella Lakes Drive. Therefore, it was our professional responsibility to consider the potential interconnection during the Pine Ridge Road Congestion Corridor Study to ensure that it did not adversely affect any of the proposed innovative intersections in the corridor we are considering. We are aware that completing the interconnection alone will not relieve all the traffic congestion on Pine Ridge Road. We must make improvements to the intersections within our study area to resolve existing and future congestion problems along Pine Ridge Road, regardless of whether an interconnection is made. As stated during the presentation, the report will make recommendations regarding the innovative intersections and will not make a recommendation regarding the potential interconnection. It is anticipated that at a Board of County Commissioners (BCC) meeting in March, the BCC will decide which innovative intersection concepts to move forward with for design. The potential interconnection is a separate item that will not be presented to the BCC at that March meeting, however the BCC may consider the interconnection separately in the future. Sincerely, Lorraine 29 1/30/2018 1/30/2018 e-mail phone 12:15 PM Michelle Sweet / Pam Howard Mariposa Hi Ladies: Just spoke with one of my friends who lives at Marbella Lakes...the President of Association went to Collier County Board of Commissioners meeting...the new road connection between Marbella & Whippoorwill is off the county's list. I don't know if they made any decision on the Whippoorwill exit to Pine Ridge. In regards to Tom's latest email, we should send out a violation notice to the owner/renter of 1425 Mariposa Circle, #103 (stacked parking) for not keeping the distance of 4-7 feet between the car and garage. Lorraine Lantz Voice Mail message returning his call. Stated that the BCC will be determining which improvement to pursue and then the project will be designed and constructed. Stated that the PRR at Livingston could be constructed within 5 to 10 years, the other intersections are limited access ROW and will require FDOT coordination and direction. Page 7 of 11 \\US1226-F01\workgroup\2158\active\215810479\planning\public_involvement\survey & comments\Copy of Pine Ridge Inquiries and Log 021518.1.xlsx 11.A.3 Packet Pg. 177 Attachment: Public Involvement Report (4893 : Pine Ridge Congestion Corridor Study) #Date Response Date Method of Original Contact Method of Response Time Phone #Name E-Mail Address Description of Issue or Request Contact Person Response Table 3: Pine Ridge Road Corridor Study - Contact Log 30 2/1/2018 2/1/2018 phone phone 3:00 PM 239-593-1300 Tom White Hawthorn Inn Manager 1/31/18 Left full set of concept options and Business Card for Manager and asked him to me call back with questions/to discuss. Mr. White left a message asking about the concepts and when they are going to be constructed. 2/1/18 Spoke through voice mail to Tom White (239) 593-1300 to discuss project timing and status. On 2-6-18 Invited to Business Owner/Operator Meeting on 2/15/18. Lorraine Lantz I spoke to Mr. Frattaroli and asked him if he attended one of the HOA meetings to see the presentation. He said no and that he only heard about it from a neighbor. I tried to explain that the goal of the project was to relieve the congestion on PRR and that the overpass was 1 of the options being considered for PRR and Livingston but all 3 intersections had to work together to achieve the most benefit. He stated that he was against the Whippoorwill option and wanted to know how he could voice his opinions. I stated that he could send me an email. He stated that we should have public input on these designs and I sated that we did go to HOA meetings to present the concepts but that the Reserve of Naples declined to host a meeting. He was very upset to hear that and hung up. 31 2/2/2018 2/2/2018 phone and e- mail phone and e- mail 12:15 PM 239-206-2952 Henry Frattaroli hfrattaroli@gmail.com 1200 Reserve Way, Unit 206 EMAIL - I have just been informed that you are considering making Whippoorwill a cut through Street and making only right turns when leaving onto Pine Ridge. That would cause traffic jams like you would not believe. If that is your intent you will get just that. 90% of the traffic leaving Whippoorwill goes left, not right. It would be a total DISASTER. Please consider the overpass on Livingston. It is where the traffic starts to get heavy and is always slowed down the red light. By only allowing all traffic to go right there will be traffic accidents everyday while people try to get in the left hand lane to pull a u turn. There will be long lines at the lights especially if you make Whippoorwill . a cross through Street from Livingston. Please reconsider this disastrous idea. Pine Ridge traffic is bad enough, please don't make it a lot worse. Try the overpass, it is a much more sensible idea. ADDITIONAL COMMENTS RECEIVED VIA EMAIL ON 2/6/18: Just to add some more of my opinion, the biggest problem on Pine Ridge is at the intersection of Airport & Pine Ridge. An overpass there would greatly alleviate some of the traffic. In addition with all the new construction on Pine Ridge you guys have allowed , including the new car dealerships under construction, and many other building projects over the last few years no wonder there is a problem. Henry Lorraine Lantz Email follow-up with links to the website and flyer as requested. Contacted Aviano to see if they would allow him to attend their meeting. 32 2/8/2018 2/8/2018 phone phone 2:00 PM 239-269-3729 Peter Hewitt afp@hungerinus.org 1130 Reserve Way #104 Mr. Hewitt received the correspondence I previously sent to Raquel and Mr. Frattaroli regarding the intersections. He asked me to explain them to him. I did and he stated that he was against everything we were proposing. He stated that he currently has a hard time turning left out of Whippoorwill and instead turns right to make a U-Turn because it is faster. He stated that he did not like the proposal that forced him to do that even though he does it on his own. He stated that he wanted time to send him a flyer and link to the website. He also stated that he received the invitations to Gusto Bella Vita and Stratford but he was in the hospital and Raquel was sick with the flu and could not attend. He asked if there were any others that he could attend. I stated that the only other one was Aviano and that I would ask if that was OK for 3-5 members of the HOA of Reserve to attend. Lorraine Lantz Contacts with Aviano indicated that it was OK for 3-5 member of the Reserve to attend Page 8 of 11 \\US1226-F01\workgroup\2158\active\215810479\planning\public_involvement\survey & comments\Copy of Pine Ridge Inquiries and Log 021518.1.xlsx 11.A.3 Packet Pg. 178 Attachment: Public Involvement Report (4893 : Pine Ridge Congestion Corridor Study) #Date Response Date Method of Original Contact Method of Response Time Phone #Name E-Mail Address Description of Issue or Request Contact Person Response Table 3: Pine Ridge Road Corridor Study - Contact Log 33 2/9/2018 2/9/2018 e-mail e-mail 2:07 PM 239-269-3729 Peter Hewitt afp@hungerinus.org 1130 Reserve Way #104 I have been in contact with the Aviano Property Manager. She has received approval from the Aviano Board to allow 3-5 members of the Reserve at Naples Condo Association to attend. Their meeting will be in the Aviano Clubhouse on Thursday, February 22nd from 4:30 pm -5:30 pm. REPLY - Thanks for arranging for us to attend the presentation to be held at Aviano on February 22nd. Thanks, also, for the information you sent. The links to your website worked fine. The Flyer is also helpful, and a bit easier to read than the website. Thanks, again. Peter Connie Deane and Lorraine Lantz Thank you for attending the Pine Ridge Corridor Congestion Study presentation to Gusto Bella Vita on 1/30/18. In response to your questions below please allow me to offer the following: It is anticipated that at a Board of County Commissioners (BCC) meeting on March 27th, the BCC will decide which innovative intersection concepts to move forward with for design. The county held a Public Workshop on June 15, 2017 at the YMCA regarding the Pine Ridge Corridor Congestion Study. The Public Workshop was held in an open house format and presented the study findings to date, including the concept alternatives. During the open house, a continuously looping video displayed simulations/animations of the concepts being considered. Display boards were also set up and staffed by team members who talked one-on-one with attendees about the study findings and the alternative concepts under consideration. During this workshop the team was encouraged by those that attended to conduct smaller meetings that would help facilitate better communication between the team and the public. On July 12, 2017, I contacted Heather McPherson of Vision Association Management regarding hosting a community meeting at Gusto Bella Vita. She stated that she would contact the HOA president about a meeting, but believed it would be better during season when more owners were in town. She indicated that I should contact her later in the year. I attempted to contact her again by phone and email several times in December, but was not able to reach her. In January, I contacted Adoni Kokkinos who indicated that he was now representing the HOA. Based on the team and room availability, we scheduled the community meeting. The Reserve declined to host a community meeting. Mariposa hosted a meeting on 1/16/18. Andalucía hosted a meeting on 1/24/18. Stratford hosted a meeting on 1/31/18. The county has long considered the potential interconnection between Whippoorwill Lane and Marbella Lakes Drive. Therefore, it was our team’s professional responsibility to consider the potential interconnection during the Pine Ridge Road Congestion Corridor Study to ensure that it does not adversely affect any of the proposed innovative intersections in the corridor we are considering. We are aware that completing the interconnection alone will not relieve all the traffic congestion on Pine Ridge Road. Improvements to the intersections within our study area are needed to resolve existing and future congestion problems along Pine Ridge Road, regardless of whether an interconnection is made. As noted during the presentation, the report will make recommendations regarding the innovative intersections and will not make a recommendation regarding the potential interconnection. The potential interconnection is a separate item that will not be presented to the BCC at that March meeting, however the BCC may consider the interconnection separately in the future. Please note, as discussed during the presentation, that the Whippoorwill Lane intersection is partially included in the I-75 Limited Access Right-of-Way limits. The recommendations will be for the county to pursue an Interchange Modification Report with the Florida Department of Transportation for the Whippoorwill and I-75 intersections within the corridor. Sincerely, Lorraine Page 9 of 11 \\US1226-F01\workgroup\2158\active\215810479\planning\public_involvement\survey & comments\Copy of Pine Ridge Inquiries and Log 021518.1.xlsx 11.A.3 Packet Pg. 179 Attachment: Public Involvement Report (4893 : Pine Ridge Congestion Corridor Study) #Date Response Date Method of Original Contact Method of Response Time Phone #Name E-Mail Address Description of Issue or Request Contact Person Response Table 3: Pine Ridge Road Corridor Study - Contact Log 34 2/13/2018 2/14/2018 Email e-mail 9:51 AM 763-360-1170 Howard Gilbert howiegilbert@yahoo.com 1263 Strada Milan Lane #2 EMAIL - When is the Commissioner's meeting scheduled for a final decision on this issue? As an owner/resident of Gusto Bella Vita, a community along Whippoorwill, I am very concerned with how this issue has been handled. Of all the planned intersection changes, Livingston, I75 and Whippoorwill, the Whippoorwill intersection plan is the only one that will directly effect the lives of and home values of so many people. And, it was given only one solution. Why was our notification of this and the traffic presentation scheduled only one month before the final decision? Did the Traffic Commission give presentations to the other Whippoorwill communities? The Reserve, Mariposa, Andalucía, Stratford? If so, when were their presentations? Why was the Whippoorwill extension taken off the table before a final decision on the rest of the project? Thank you, Howard Gilbert Connie Deane and Lorraine Lantz We apologize for any confusion. During the presentation to the Stratford HOA on 1/31/18, staff tried to make the distinction regarding the Pine Ridge Road Congestion Corridor Study and the possible interconnection of Marbella Lakes Drive and Whippoorwill Lane clear. Collier County has long considered the potential interconnection between Whippoorwill Lane and Marbella Lakes Drive. Therefore, it was our team’s professional responsibility to consider the potential interconnection during the Pine Ridge Road Congestion Corridor Study to ensure that it does not adversely affect any of the proposed innovative intersections in the corridor we are considering. We are aware that completing the interconnection alone will not relieve all the traffic congestion on Pine Ridge Road. Improvements to the intersections within our study area are needed to resolve existing and future congestion problems along Pine Ridge Road, regardless of whether an interconnection is made. As noted during the presentation, the report will make recommendations regarding the innovative intersections and will not make a recommendation regarding the potential interconnection. It is anticipated that at a Board of County Commissioners (BCC) meeting on March 27th, the BCC will decide which innovative intersection concepts to move forward with for design. The potential interconnection is a separate item that will not be presented to the BCC at that March meeting, however the BCC may consider the interconnection separately in the future. The county is currently considering a County-wide Infrastructure Sales Tax referendum. On 1/23/18, the BCC discussed the enabling ordinance and a draft list of projects that the sales tax could potentially fund. The list of potential projects with additional information and draft ballot/ordinance language is likely to be discussed at the March 13th BCC meeting related to the sales tax referendum. Sincerely, Lorraine 35 2/13/2018 2/14/2018 Email e-mail 3:08 PM Peter De Moose madmoose2@verizon.net EMAIL - To The Collier County Commissioners; This meeting was quite enlightening and the votes on the various projects did reflect the thoughts and feelings of the residents. However, I must point out that in this meeting we were repeatedly told that the WHIPPOORWILL EXTENSION was in no way connected or linked to the Pine Ridge Road Projects, yet in the TV Broadcast when this subject was brought up, the County Manager stated that they were in fact linked. Either we were lied to or the commissioners were lied to, take your pick. Also, I noticed that the county manager was pushing that extension for all he was worth. Does he have a vested interest in this project? Peter de Moose Lorraine Lantz Phone conversation. 36 2/13/2018 2/15/2018 Email email 10:54 AM Allayne Barnum allaynebarnum@aol.com 1267 Strada Milan Ln #2 - Gusto Bella Vita As a resident of Gusto Bella Vita, I am opposed to the proposed RCUT at Whippoorwill and Pine Ridge without the Whippoorwill extension. It appears that the Marbella Lakes association protest against the increased traffic near a few of their backyards is taking precedence over the needs of four other communities, Hospice, a church, and other business on Whippoorwill. Why does this one community carry so much weight? Who do they know? This project needs to be reconsidered before locking a large number of people into a situation which will not only reduce property values but can also pose safety issues for emergency situations and may result in limitations on emergency services. Please give this situation your complete consideration. Allayne Barnum 1267 Strada Milan Ln. #2 Naples, Fl. 13405 Lorraine Lantz Thank you for taking the time to provide your comments as this is a very important study. Your email has been received and will be compiled with the other comments for the Pine Ridge Road Corridor Congestion Study for staff’s review and consideration. 37 2/14/2018 2/14/2018 in-person in-person 10:30 AM D. Nelson dnelson@teds-fl.com Mr. Nelson came to the county for a conditional use amendment for SDP PL20180000284 and PL20180000383 - Certus Senior Living to be located on site 38455000009 which is within the PRR Corridor Study. Informed the representative of the project and provided maps of the intersection concepts. Lorraine Lantz Provided concept maps. 38 2/15/2018 2/15/2018 phone phone 8:45 AM 239-249-9669 Jeff Wright Mr. Wright called to discuss the status of the options at Livingston and PRR. He was interested in the time line and when construction would start. I stated that the Design and ROW were in the budget for FY19 and Advanced construction was planned for FY21 and FY22. I asked him if he was planning on attending the meeting tonight and he stated that his client would. Connie Deane and Lorraine Lantz Thank you for your comments. Page 10 of 11 \\US1226-F01\workgroup\2158\active\215810479\planning\public_involvement\survey & comments\Copy of Pine Ridge Inquiries and Log 021518.1.xlsx 11.A.3 Packet Pg. 180 Attachment: Public Involvement Report (4893 : Pine Ridge Congestion Corridor Study) #Date Response Date Method of Original Contact Method of Response Time Phone #Name E-Mail Address Description of Issue or Request Contact Person Response Table 3: Pine Ridge Road Corridor Study - Contact Log 39 2/21/2018 2/21/2018 Email email 5:00 PM JD Brakefield Please note my comments below regarding corridor congestion options for Pine Ridge Road and Livingston Road. I represent the owner of the Marquesa Plaza Shopping Center. Right off the bat, I can tell you that any proposal for an Overpass/Flyover would be highly contested. We have already had a handful of Tenants approach us to let us know that if the flyover is approved they will be leaving our shopping center. The Flyover option would not only reduce property values, it would create a disincentive for future investment. Not to mention the obstacles of right of way takeaways, noise pollution, massive costs for construction and potential lawsuits. Out of the 3 options the Continuous Flow Intersection would be the primary option to move forward with. Construction costs are lower, minimal right of way takeaways, and minimizes property/business damage. Best Regards, Lorraine Lantz 40 2/26/2018 2/26/2018 Phone Phone 4:30 PM 617-974-4337 Henry Frattaroli 1200 Reserve Way, Unit 206 Mr. Frattaroli attended the meeting at Aviano last week. He had a suggestion regarding elimination of a phase of the signals on Pine Ridge Road to save time and allow for the left out of Whippoorwill. His suggestion was to restrict all left hand turning movements on Pine Ridge onto Whippoorwill. His suggestion was that by eliminating the left turn movements, traffic would move straight or right only and thereby becoming more efficient and allowing time for a left out of Whippoorwill onto Pine Ridge. Those that passed through the intersection and were restricted from turning left would proceed to a U turn facility near Naples Nissan or farther west and make an unprotected U-turn. They would then merge into traffic and finally complete their movement by turning right at Whippoorwill. He also proposed this for eastbound traffic as they would also have a restricted left and would have to move straight through Pine Ridge Road and Whippoorwill and make a U-Turn at Napa beyond I-75. He believed that this diversion would only inconvenience 10% of the traffic and that he himself did this regularly to avoid the light at Pine Ridge and Whippoorwill. He travels through the intersection about 5 times a day and he does this regularly to avoid the light and stopping. He thought it was not inconvenient for the Pine Ridge traffic to go a few 100 feet more to make the U-Turn but thought it was highly inconvenient for the Whippoorwill traffic to make a protected and signalized U-Turn in the RCIT that we presented. I asked if he envisioned his scenario having signals for safety features, he said no these U-turns would be unprotected and would move when there was a gap in traffic . He is also recommending the elimination of all straight and right turn movements onto Pine Ridge from Whippoorwill. Movements that would have proceeded north to Pine Ridge from Whippoorwill and turn right would be allowed to use Dudley. He had no suggestion for right turning movements heading south to Pine Ridge from Whippoorwill. I asked about cars leaving the Racetrack and he said they could be inconvenienced. He wanted to have someone from Traffic Operations call him because he believes it could be completed easily and without much funds and if it did not work after a test period then he might agree to the RCUT. He also said that he has spoken to several people that are interested in contacting an attorney to sue regarding their potential loss of property values and investments. Lorraine Lantz I stated that I would talk to our traffic operations department and consultant about this. I also stated that he was free to contact an attorney about his rights. Page 11 of 11 \\US1226-F01\workgroup\2158\active\215810479\planning\public_involvement\survey & comments\Copy of Pine Ridge Inquiries and Log 021518.1.xlsx 11.A.3 Packet Pg. 181 Attachment: Public Involvement Report (4893 : Pine Ridge Congestion Corridor Study) Pine Ridge Road Corridor Congestion Study – Public Involvement Report Page | 32 CONCLUSION Executing a successful public involvement process is a critical element in any planning study. Providing information about potential concepts, and creating opportunities to explain the proposals, is key to the public’s understanding of complex solutions. Success follows when an engaged public provides input, comments, and opinions about the proposals presented from an informed perspective. During the course of the Pine Ridge Corridor Congestion Study, opportunities to “get the message out” included presentations at public agency committee meetings, a public workshop (promoted by variable message boards and press releases), video presentations and concept animations, interactive presentations at individual stakeholder meetings, project website coverage, etc. Input, comments, and preferential survey votes, were gathered at public engagement opportunities and included survey/comment forms, and opinion polling (electronic voting) during interactive presentations at stakeholder meetings. At a public workshop in June 2017, 118 residents and business representatives reviewed the exhibits of the different concepts being proposed, watched video simulations, had the opportunity to speak with study team members about the proposed improvements, and many took the opportunity to provide written comments. Over a period of 4 months during the peak season that followed, 9 additional stakeholder meetings were held that attracted 294 attendees. A total of 81 written survey/comment forms were returned to the team (from the public workshop and the stakeholder events). During the stakeholder meetings, detailed descriptions of the concepts were provided, and animations/simulations based on each concept’s traffic engineering analyses were developed to help attendees visualize the performance of the different concepts. Attendees’ questions were answered, and participants were given the opportunity to cast votes for the different concepts presented. Today, more than 55,000 motorists travel the corridor each day, and that number is expected to increase to over 75,000 by 2040. The purpose of the study was to find reasonable, cost effective solutions that would add capacity and return the LOS within the corridor to acceptable levels. While not everyone will favor a single solution, and some proposals may attract more negative opinions than favorable ones, it is important the public be given every opportunity to thoroughly understand the options being presented to them, so they may make informed judgements. It is equally important for decision-makers to be assured the comments/opinions received are being expressed by residents and business-people who have been given the opportunity to fully understand the proposals being made. While a concerted effort was made to engage the local public within the study area, it is important to remember, the opinions of the majority of the 55,000 of motorists that drive through the corridor each day are not represented in the public involvement data and analyses. 11.A.3 Packet Pg. 182 Attachment: Public Involvement Report (4893 : Pine Ridge Congestion Corridor Study) Pine Ridge Road Corridor Congestion Study – Public Involvement Report Page | 33 APPENDICES 11.A.3 Packet Pg. 183 Attachment: Public Involvement Report (4893 : Pine Ridge Congestion Corridor Study) STANTEC CONSULTING SERVICES INCORPORATED Pine Ridge Road Corridor Congestion Study TECHNICAL REPORT MARCH 27, 2018 Collier County Capital Projects, Planning, Impact Fees & Program Management Pine Ridge Road Corridor Congestion Study – Technical Report Page | 1 Contents OVERVIEW ............................................................................................................................ 2 STUDY SUMMARY & RECOMMENDATIONS ....................................................................... 2 PROJECT APPROACH .......................................................................................................... 4 STUDY AREA ........................................................................................................................ 5 LAND USE ANALYSIS ........................................................................................................... 6 TRAFFIC DATA COLLECTION .............................................................................................. 9 EXISTING CONDITIONS ANALYSIS ....................................................................................12 FUTURE YEAR TRAFFIC ESTIMATION ...............................................................................13 FUTURE YEAR “NO-BUILD” ANALYSIS ...............................................................................19 2040 BUILD ANALYSIS .........................................................................................................22 • Conventional Intersection Analysis .........................................................................22 • Innovative Intersection Analysis ..............................................................................23 • Whippoorwill Lane to Marbella Lakes Drive Interconnection Analysis .....................30 INNOVATIVE INTERSECTION CONCEPT DEVELOPMENT ................................................31 • Livingston Road Continuous Flow Intersection (CFI) (a.k.a., Displaced Left Turn Intersection) ............................................................................................................31 • Livingston Road Jug-Handle (JH) Intersection ........................................................34 • Livingston Road Single Point Urban Interchange (SPUI, a.k.a. Overpass)..............36 • Whippoorwill Lane Restricted Crossing U-Turn (RCUT) Intersection (a.k.a. “Superstreet”) .........................................................................................................38 • I-75 Diverging Diamond Interchange (DDI) .............................................................46 CONCLUSIONS & RECOMMENDATIONS ...........................................................................49 APPENDICES .......................................................................................................................50 Pine Ridge Road Corridor Congestion Study – Technical Report Page | 2 OVERVIEW Pine Ridge Road (CR-896) between US 41 and Collier Boulevard serves as one of only four major east/west arterial corridors serving commuters and providing direct connection to one of four I- 75 interchanges within the urban area. High peak period traffic volumes experience excessive delay along the entire length of the corridor from US 41 to I-75. 2016 existing volumes between Livingston Road and I-75 plus committed “trip bank” trips from committed developments exceed the adopted level of service (LOS) standard set by the Board of County Commissioners in the Collier County Growth Management Plan (GMP). To examine this segment of the corridor more closely in hopes of identifying potential countermeasures to the increasing volumes projected in the 2016 Annual Update and Inventory Report (AUIR), the Capital Project Planning, Impact Fees & Program Management Division initiated the Corridor Congestion Study to evaluate existing and future traffic conditions and to identify potential improvements within the corridor that would relieve congestion and improve the LOS. The Pine Ridge Road Corridor Congestion Study documentation is divided into three reports, an Executive Summary Report , this Technical Report, and a Public Involvement Report. This Technical Report is a compendium of the data collection and analysis phase of the study. It also includes the recommendations analysis that identified the preferred alternative concepts for consideration by the Board of County Commissioners. STUDY SUMMARY & RECOMMENDATIONS During the course of the planning study, a future traffic forecast was prepared and analyzed, and potential improvements were developed and evaluated. The “conventional” improvements that would add the capacity needed to relieve future congestion and achieve the adopted LOS standard included increasing the number of through lanes on Pine Ridge Road from 6 to 8 lanes from west of Livingston Road to east of Napa Boulevard, and adding additional left turn lanes at the intersections. Recognizing that the “capacity deficiencies” being forecast primarily occur at the intersections within the corridor, three potential “innovative intersection” improvements were identified and Pine Ridge Road Corridor Congestion Study – Technical Report Page | 3 evaluated for the Pine Ridge Road/Livingston Road intersection that were found to improve the operating efficiency of the intersection. The improvements evaluated included a partial- Continuous Flow Intersection (CFI), a Jug-Handle (JH) or quadrant intersection, and Single Point Urban Interchange (SPUI) or overpass/underpass. At Pine Ridge Road and Whippoorwill Lane, a Restricted Crossing U-Turn (RCUT) Intersection was evaluated. A Diverging Diamond Interchange (DDI) concept was considered and evaluated at the I-75 Interchange. Unlike the conventional roadway widening by adding through lanes and additional turn lanes that would require the acquisition of additional right-of-way, the innovative designs minimize the need to acquire additional right-of-way. A performance evaluation of the innovative improvements indicates that based on an average of the percent increase in capacity at each intersection along Pine Ridge Road, the CFI, RCUT and DDI combination results in a 30% increase in capacity, the JH, RCUT, DDI combination results in a 29% increase, and the SPUI, RCUT, DDI combination results in a 26% increase in system capacity. This is comparable to the 34% increase in capacity gained by widening to 8-lanes through the entire corridor based upon the Florida Department of Transportation (FDOT) Generalized LOS Tables. At the conclusion of the concept development/analysis phase of work, the preliminary findings were presented to the Metropolitan Planning Organization (MPO), the MPO’s Technical and Citizens Advisory Committees, the Development Services Advisory Committee (DSAC), and to the general public in a variety of settings. Consultation with other public agencies, e.g., Florida Department of Transportation (FDOT), North Collier Fire Control & Rescue District, Collier County School District, Collier County Sheriff’s Office, etc., rounded out the vetting process. After consideration of the study findings and public comments, a recommended set of improvements was developed for consideration by the Collier County Board of County Commissioners. The recommended improvements include the following: • A partial-Continuous Flow Intersection (CFI) at Pine Ridge Road and Livingston Road, • A Restricted Crossing U-Turn (RCUT) Intersection at Pine Ridge Road at Whippoorwill Lane, and • A Diverging Diamond Interchange (DDI) at the Pine Ridge Road/I-75 interchange The study recommends the County conduct a preliminary engineering and environmental assessment to further evaluate the design features, right-of-way needs, and costs of the CFI concept for the intersection of Pine Ridge Road and Livingston Road. Because the Whippoorwill Lane intersection is in close proximity, and partially included in the I-75 Limited Access Right-of-Way Limits, the study recommends the County pursue an Interchange Modification Report (IMR) with FDOT for the DDI & RCUT portion of the corridor. Pine Ridge Road Corridor Congestion Study – Technical Report Page | 4 PROJECT APPROACH Conducting a study of this type involves a systematic approach to identify existing and future conditions, to develop and evaluate options, to engage the public in presenting the study findings and take input, and to develop recommendations to guide decision-makers in advancing future improvements. The Pine Ridge Road Corridor Congestion Study effort consisted of the following tasks, each of which will be discussed further detail in this report, and in the supporting Public Involvement Report: Study Area – The study area defines the limits of the study and includes the infrastructure being evaluated as well as the lands adjacent to the corridor that have a direct impact on the corridor Traffic Data Collection – Collecting 2016 seasonal traffic volume data over a 24-hour period and during the a.m. and p.m. peak periods on the mainline segments between intersections and turning movements at major intersections. Existing traffic data is used to establish a baseline LOS condition, and is used to prepare forecast estimates for future year LOS analyses. Land Use Analysis – A review of the current land use conditions within the study area revealed several undeveloped sites that would directly, or indirectly, impact the corridor roadway segments and intersections. The study evaluating the future land uses within the corridor to ensure that currently undeveloped lands that would directly impact the corridor were properly accounted for in the traffic forecasts. Forecast Travel Estimation – To evaluate future LOS conditions, with and without improvements, a traffic volumes forecast for two horizon years, 2021 and 2040, was developed for the mainline segments between intersections, and the turning movement volumes at major intersections. Forecast Travel Operating Conditions - The LOS operating conditions within the corridor for the existing and future horizon years were analyzed for the a.m. and p.m. peak periods. This is essentially the “do nothing” alternative, which reveals the LOS operating conditions if no further improvements are made within the corridor. Improvement Concept Development & Evaluation – After evaluating the LOS operating conditions with future traffic with no improvement, various conventional and innovative alternative improvements/countermeasures were evaluated to assess their impact on the LOS operating conditions during the a.m. and p.m. peak periods for the future horizon years. Public Involvement/Outreach – Following the analysis phase, the concepts and study findings were presented to the public in several formats, including Metropolitan Planning Organization (M PO) Board and MPO Committee meetings, a public workshop, and individualized meetings and/or presentations with stakeholders, area residents and business owners/operators. Pine Ridge Road Corridor Congestion Study – Technical Report Page | 5 STUDY AREA The study area for the Pine Ridge Road Corridor Congestion Study was established in consultation with Capital Project Planning, Impact Fees & Program Management Division staff, and includes the roadways and intersections shown in Figure 1. In addition to the mainline segments of Pine Ridge Road from west of Livingston Road to east of Napa Boulevard, the following signalized intersections within the corridor were included in the analysis: • Pine Ridge Road at Livingston Road • Pine Ridge Road at Whippoorwill Lane • Pine Ridge Road at I-75 Southbound ramps • Pine Ridge Road at I-75 Northbound Ramps • Pine Ridge Road at Napa Boulevard Although technically not part of the Pine Ridge Road infrastructure, a potential interconnection of Whippoorwill Lane and Marbella Lakes Drive was examined during the evaluation of alternatives to determine what, if any, impacts such a connection would have on any of the improvements being considered. All the concepts considered during the evaluation phase were evaluated with and without the potential interconnection. As a component of the potential interconnection, a traffic signal was included at the intersection of Marbella Lakes Drive and Livingston Road. Figure 1: Study Area Pine Ridge Road Corridor Congestion Study – Technical Report Page | 6 The study area boundary also defined the lands that were directly impacting the corridor, and facilitated the gathering of land use data associated with undeveloped lands that could directly impact the corridor in the future. LAND USE ANALYSIS While existing traffic volumes provide the study with an excellent 2016 baseline condition, to fully understand the potential future traffic conditions (i.e., 2021 and 2040), it is important to recognize the potential impact of lands directly adjacent to the study area roadways and intersections. All currently undeveloped parcels within the study area, with the potential for future development, were identified from aerial photographic imagery and analyzed for potential future trip generation. Land use data for future developments was acquired from a variety of sources, including Traffic Impact Statements collected by the County’s Development Services Division for rezone and site development applications, PUD Monitoring Reports, Zoning Maps, the Future Land Use Map, etc. All remaining undeveloped lands with the potential for future development were catalogued for evaluation. Vacant lands that were found to be open space/preserves, or otherwise not considered developable, were excluded. Figure 2 illustrates the vacant lands that were identified within the study area. Table 1 reflects the land use analysis of undeveloped parcels, sorted by impact area. The potential future traffic impact was developed based upon current zoning or comprehensive plan entitlement categories, generally at the maximum residential density or non-residential intensity allowed by the entitlement instrument (e.g., PUD document) or land use category/designation (e.g., zoning district or Future Land Use Map designation). Potential trips were identified for daily traffic (AADT), and during the a.m. and p.m. peak hour conditions, and included estimates of traffic entering and exiting each site. Trip generation rates from the Institute of Traffic Engineer’s Trip Generation Manual, Ed. 9 were used in the analysis. The resulting trip generation values were evaluated later as part of the traffic forecasting phase to ensure the potential impacts of the undeveloped lands that would have a direct impact on the corridor were properly accounted for. What is important to note here is the additional peak hour traffic volumes from potential development on currently undeveloped parcels that must use Whippoorwill Lane north and south of Pine Ridge Road that will have a direct impact on the operation of the Whippoorwill Lane/Pine Ridge Road intersection. FIGURE 2: Vacant Lands with Development Potential Maximum Approved Realistic Name Zoning ORD#Acreage Sq.Ft.GFA Sq.Ft.GFA Other Land Use Assumed Notes AADT Enter Exit Enter Exit AADT Enter Exit Enter Exit Ragge (part of)PUD 01-07 2.57 5,000 Retail 969 16 9 39 43 25%727 12 7 29 32 Suncoast CU (part of Ragge)PUD 01-07 1.79 4,469 4 Drive-Thru Bank Data from SDP Application 557 23 15 64 68 47%295 12 8 34 36 Angileri (part of)PUD 97-16 2.57 NA 30,000 Self-Storage PUD allows 208,025 sqft on entire +/- 5ac 75 2 2 4 4 0%75 2 2 4 4 1 Owner E-Estates 4.54 NA 12,000 (3) (4)Retail 1,712 27 16 69 76 25%1,284 20 12 52 57 Pine Ridge Corners PUD 98-61 4.38 12,000 12,000 (3) (4)Retail 1,712 27 16 69 76 25%1,284 20 12 52 57 Clesen PUD 05-48 4.19 40,000 12,000 (1) (4)Retail (1) +/- 175 H/M Units (FAR 0.60)1,712 27 16 69 76 25%1,284 20 12 52 57 1 Owner E-Estates 4.03 NA 12,000 (3) (4)Retail 1,712 27 16 69 76 25%1,284 20 12 52 57 1 Owner E-Estates 2.30 NA 6,000 (3) (4)Retail 1,091 17 11 44 47 25%818 13 8 33 35 Total 9,540 165 101 428 465 7,051 119 73 308 335 Pine View (part of)CPUD 07-06 6.70 NA 100,000 (2)Office No rcent activity on the 25,743 sq ft Auto Dealership (Infinity) SDP last year. Worst case 100,000 sq ft office (15,000 sq ft per acre)1,313 168 23 32 158 0%1,313 168 23 32 158 Seagate Baptist Church A-CU 15.72 NA 235,800 office 10 ac. of Vacant 15.75 Ac.: 150,000 sq ft office (15,000 sq ft /ac)1,787 233 32 42 204 0%1,787 233 32 42 204 1 Owner A-CU 6.96 NA Existing SF Home Under CST 2.61 land + 4.35 water within AC Density band = 7 DU/ac (land are dictate +/- 20 DUs)10 1 1 1 1 0%10 1 1 1 1 1 Owner A-CU 6.96 NA Existing SF Home 2.61 land + 4.35 water w/house within AC Density band = 7 DU/ac (land area dictates +/- 20 DUs)- - - - - 0%- - - - - Cayo Whippoorwill RMF-6 06-81 10.00 60 MF Dwelling Units 412 6 28 27 13 0%412 6 28 27 13 Stratford Place Master Assoc PUD 6.03 NA NA Open Space - - - - - 0%- - - - - Andalucia HOA PUD 33.00 NA NA Open Space - - - - - 0%- - - - - Total 3,522 408 84 102 376 3,522 408 84 102 376 Brynwood Center CPUD 12-37 13.65 145,000 145,000 25k sq ft Retail 60 K Sq Ft Gen. Office 60 K Sq Ft Med. Uses Group Housing FAR = 0.60 and H/M 20u/ac, both reduce comm'l GFA by 12,083 sq ft/ac of GA or H/M 5,886 267 70 191 376 25% (Only Retail) 5,197 256 64 162 346 Pine Ridge Center West (part of)PUD 01-09 2.59 40,000 62,630 Office PUD allows 40 K Sq Ft on this parcel SDP Submitted for 62,630 (plus parking garage)643 75 9 11 65 0%643 75 9 11 65 Total 6,529 342 79 202 441 5,840 331 73 173 411 Hiwasse CPUD 04-75 12.55 91,000 60,000 Self-Storage Maximum 91,000 sq ft Prof/Medical Office or maximum 200,000 sq ft self- storage; a mix exchange ratio of 1 sq ft office = 2 sq ft self-storage (SDP for 60,000 S-S leaves 61,000 Office avilable - Pre-App notes not clear if this SDP consumes entire parcel) 150 4 4 8 8 0%150 4 4 8 8 Evans CPUD 07-48 5.23 52,000 52,000 Mixed office and non- comm'l storage uses 799 99 14 23 114 0%799 99 14 23 114 Evans A 13.35 NA 132,700 Mixed office and non- comm'l storage uses Future GMPA and rezoning to Office/Self-Storage probable (same ratio of sq ft/ac as Evans PUD 1,628 211 29 39 188 0%1,628 211 29 39 188 3 Owners A 10.00 NA 70 MF Dwelling Units 5 @ 2ac. Lots (1 lot w/house); May be within Density band @ 7 Du/ac = 70 DUs 472 7 32 30 15 0%472 7 32 30 15 Naples Chruch of Christ MPUD 08-62 19.10 200 ALF DUs Existing Church (22,097 sq ft + 2 DUs); PUD also allows for 200 ALF DUs 454 24 12 29 29 0%454 24 12 29 29 Total 3,503 345 91 129 354 3,503 345 91 129 354 West Germain Honda CPUD 15-43 10.44 60,000 40,054 Auto Dealership Data from SDP Application 999 37 (2) 28 40 0%999 37 (2) 28 40 East Astron Plaza PUD 98-10 8.56 115,000 90,000 Medical Office 3,465 113 30 52 132 0%3,465 113 30 52 132 (1) 4.19ac @ 0.60 FAR = 109,510 sq ft X .65 setaside for H/M rooms = 71,182 sq ft 71,182 sq ft / 400sq ft per room = +/- 178 H/M rooms (2) PUD Monitoring Report confirms 51,343 sq ft built but does not indicate what the maximum over the entire site is (3) Discussions re: 296 MF residential development over entrie parcel (4) Could be combined together for single +/- 19.44 acre shopping center (+/- 150,000 sq ft)Whippoorwill Intersection North of Pine Ridge RoadWhippoorwill Intersection South of Pine Ridge RoadPine Ridge RoadLivingston Road195,819 AM PkHr PM PkHr Net New Trips (Less Pass-By Capture)Pass-ByNew Trips (Driveway Volumes) AM PkHr PM PkHr Pine Ridge Road Corridor Congestion Study – Technical Report Page | 9 TRAFFIC DATA COLLECTION To establish a solid baseline of traffic data, a.m. and p.m. peak hour turning movement counts (TMCs) were collected at the six study area intersections. The a.m. and p.m. turning movement counts were conducted on Thursday March 10, 2016. The turning movement counts were taken during the a.m. peak period (7:00 a.m. to 9:00 a.m. and the p.m. peak period (4:00 p.m. to 6:00 p.m.) to quantify existing a.m. and p.m. peak-hour conditions. The turning movement counts at the intersections were then adjusted to peak-season volumes using the Florida Department of Transportation’s (FDOT) peak-season conversion factors for Collier County. Mainline volumes on Pine Ridge Road were “smoothed” between upstream and downstream intersections where no mid-block driveway connections are present. This was done for the westbound direction between Whippoorwill Lane and Napa Boulevard and the eastbound direction between the I-75 SB Ramps and Napa Boulevard. The existing AM peak-hour peak- season traffic volumes are shown in Figure 3 and the PM peak-hour peak-season traffic volumes are shown in Figure 4. The peak-season factors and turning movement counts are attached in Appendix A. Additionally, 24-hour machine counts were collected at four locations on Pine Ridge Road and one location on Livingston Road. The machine counts were used to establish daily traffic volumes and used as a check that the turning movement volumes were recording demand and not saturated flow. The daily and peak-hour volumes are shown are summarized in Table 2 and the 24-hour counts are attached in Appendix B. As shown in Table 2, the turning movement count volumes are in line with the machine count peak-hour volumes, and in the majority of the cases greater than the machine count peak-hour volumes, indicating that the turning movement counts were collecting demand volumes and not saturated flow at the intersection. The video recordings of the turning movement counts were also reviewed and confirmed this. Table 2: Daily and Peak-Hour Volume Summary 1. Adjusted to peak-season volumes 2. Average of approaching and departing traffic volumes From Machine Count1 From TMC12 From Machine Count1 From TMC2 AM Peak-Hour 932 908 2,269 2,376 PM Peak-Hour 2,148 2,220 1,352 1,419 AM Peak-Hour 1,202 1,211 2,724 2,779 PM Peak-Hour 2,531 2,654 1,726 1,801 AM Peak-Hour 1,234 1,258 2,966 2,739 PM Peak-Hour 2,611 2,695 1,961 1,933 AM Peak-Hour 1,092 1,120 2,463 2,603 PM Peak-Hour 2,314 2,328 1,725 1,867 AM Peak-Hour 1,197 1,162 1,476 1,496 PM Peak-Hour 1,507 1,572 1,121 1,179 44,200 55,500 60,000 55,200 31,400Livingston Rd north of Eatonwood Ln Pine Ridge Rd west of Kraft Rd Pine Ridge Rd west of La Costa Cir Pine Ridge Rd b/t Napa Blvd and I-75 NB Ramps Pine Ridge Rd west of I-75 SB Ramps Location 2016 ADT EB/NB Peak-Hour Volume Time Period WB/SB Peak-Hour Volume \1)0\N) L283 \ell)"< """""" J�L ----1815 ,435 217_J 1tr 738---"-\0"< 1657 00lt)C:, "'>\Cl'< 0\ c:, "'--"' �L FIGURE 3 NTS \I) L13s c:, c:, ::::l.t)l.t) J�L ----2426 ,218 78_J 1tr 1005----o- 1737 �""� 0\ L88 ,36 tr °'"' oo-0\ $PINE RIDGE ROAD CORRIDOR CONGESTION STUDY 2016 AM PEAK HOUR TRAFFIC VOLUMES chunt "'\I) 0\ " \I) "' JL 873---3197 348_J 803--- ----2087 ,195 L48o ----1896 1r 2/7/2018 12:34:43 PM c:, c:, c:, 'Stlt)N) L192 J�L ----1957 ,12 296_J 587---257 1tr �CO"- PEAK HOUR TRAFFIC VOLUMES SIGNALIZED INTERSECT/ON UNSIGNALIZED INTERSECTION () Stantec C:\e\projects\Traff ic\215810479 _PineRidgeRoad\Tr af f ic _ Volumes.dgn CO>"'> L344 \0\0'1" "'\I)"" J�L ---1318 ,220 235 _J 1tr 1719----C)"'\I) C:0\0-3747 "'co"' °' "''I" �\I) �L FIGURE 4 NTS \I) C) "' 'I" to L102 r--..r--..:::: J�L ---1543 ,156 169 _J 1tr 2324----CQ'l"O> c:o-c 3197 "' "' "' to :'!: L45 ,28 tr°' " """" :'!: $ PINE RIDGE ROAD CORRIDOR CONGESTION STUDY 2016 PM PEAK HOUR TRAFFIC VOLUMES chunt "'°' \I) \I) "''I" JL 2226----4157 " "' 617 _J 2081---- ---1236 ,115 °' " °' L365 ---1054 1r 'I" °'°' "" "' - 2/7/2018 12:34:47 PM 342 _J 1 tr 1859----197 PEAK HOUR TRAFFIC VOLUMES SIGNALIZED INTERSECT/ON UNSIGNALIZED INTERSECTION () Stantec C:\e\projects\Traff ic\215810479 _PineRidgeRoad\Tr af f ic _ Volumes.dgn Pine Ridge Road Corridor Congestion Study – Technical Report Page | 12 EXISTING CONDITIONS ANALYSIS Using the peak-hour turning movement volumes shown in Figure 3 and Figure 4, an existing conditions analysis was performed. The analysis was performed using Trafficware’s Synchro 9 Software. As part of the analysis, existing lane geometry and signal timing data was used. The signal timing data is attached in Appendix C. Collier County has adopted an overall intersection level-of-service standard of ‘E’. In addition to the overall delay, the approach level of service at the intersection must be ‘E’ or better with each movement having a volume to capacity (v/c) ratio less than 1.0. The results of the Synchro intersection analysis are summarized in Table 3 and the Synchro intersection worksheets are attached in Appendix D. Table 3: 2016 Existing Intersection Conditions 1. Delay shown for the worst approach 2. No left-turn movement for approach 3. Left-turn movement level-of-service As shown in Table 3, the following deficiencies were identified: • Pine Ridge Road & Livingston Road o During the a.m. peak-hour the SB through movement is operating at LOS F with a v/c ratio of 1.0. o During the p.m. peak-hour the NB through movement is operating at LOS F with a v/c ratio of 1.05. • Pine Ridge Road & Napa Boulevard o During the a.m. peak-hour the SB right movement is operating at LOS F with a v/c ratio of 1.20. Standard Existing EB WB NB SB AM Peak-Hour E D 53.5 1.00 D D E E PM Peak-Hour E E 55.3 1.05 D D E E AM Peak-Hour E D 35.6 0.89 C C E D PM Peak-Hour E C 24.7 0.82 B C E E AM Peak-Hour E D 35.4 0.91 D C E PM Peak-Hour E C 29.3 0.87 C C D AM Peak-Hour E C 29.9 0.92 C C E PM Peak-Hour E C 25.1 0.70 B D D AM Peak-Hour E D 39.8 1.20 D B D F PM Peak-Hour E C 21.4 0.88 B B D D AM Peak-Hour E n/a 26.21 0.34 D --2 C3 PM Peak-Hour E n/a 57.91 0.51 F --2 D3 Pine Ridge Rd & Livingston Rd Approach LOSIntersectionTime Period Overall Intersection LOS Delay (sec/veh) Max v/c Ratio Pine Ridge Rd & Whippoorwill Ln Pine Ridge Rd & I-75 SB Ramp Pine Ridge Rd & I-75 NB Ramp Pine Ridge Rd & Napa Blvd Livingston Rd & Marbella Lakes Dr Pine Ridge Road Corridor Congestion Study – Technical Report Page | 13 • Livingston Road & Marbella Lakes Drive o During the p.m. peak-hour the WB approach has an LOS of F, but the v/c ratio is only 0.51, indicating available capacity still exists. FUTURE YEAR TRAFFIC ESTIMATION Early in the study, to quickly understand the traffic growth that could be expected within the study area, the 2016 AUIR seasonal traffic count data (Station #628) was compared to the Collier MPO’s 2040 model peak season daily volume forecast. The comparison revealed between 2016 and 2040, 24-hour traffic volumes on Pine Ridge Road would grow from 55,100 to 75,200, a 37% increase in daily volumes. The 2-way p.m. peak hour traffic (i.e., during evening rush hour) is expected to increase by 25%, from 4,650 to 5,813 over the same period. Future year traffic volumes were then developed for the interim year 2021, and the horizon year 2040, using the MPO’s travel demand model, the Collier County 2016 AUIR’s short range forecasts, and historical growth trends. The growth in traffic within the corridor is a combination of traffic heading to and from the interstate, through traffic traveling to from points east and west of the study area, and traffic from additional development within the study area. Future- year volumes were developed for the mainline segments (approaches to the intersections) and for the turning movements at the study area intersections for the year 2021 and the horizon year of 2040. FDOT has nine count stations within the study area, three on Pine Ridge Road, two on Livingston Road, and one at each of the on/off ramps at the I-75/Pine Ridge Road interchange. Historic growth within the study area indicates an average growth rate of 0.45% annually. Using the FDOT Traffic Trends Analysis Tool, the historic count data in conjunction with the FDOT District 1 Regional Planning Model (D1RPM) 2040 future year forecasts indicate an average growth rate of 1.46% annually. The historic and future growth rates are summarized in Table 4 and the supporting data is attached in Appendix E. Table 4: Historic and Future Growth Rate Summary 1. Converted to AADT using a model output conversion factor of 0.88 Pine Ridge Rd, E of Airport Rd 030160 52,500 57,000 46,000 55,500 57,700 0.40%0.24% Pine Ridge Rd, E of Livingston Rd 034628 58,500 56,000 62,000 -0.62%0.56% Pine Ridge Rd, W of Logan Blvd 034526 39,500 38,500 49,600 -0.37%1.30% Livingston Rd, N of Pine Ridge Rd 034575 27,000 24,500 52,200 -1.38%3.22% Livingston Rd, N of Golden Gate Pkwy 034690 26,000 23,000 49,300 -1.74%3.25% I-75 SB Off-Ramp at Pine Ridge Rd 037024 8,700 9,200 12,000 12,400 3.27%1.16% I-75 SB On-Ramp at Pine Ridge Rd 037022 3,300 4,600 5,900 6,400 5.98%0.81% I-75 NB On-Ramp at Pine Ridge Rd 037023 8,300 8,700 10,500 15,800 2.38%2.22% I-75 NB Off-Ramp at Pine Ridge Rd 037021 3,200 4,200 4,900 5,500 4.35%0.68% 52,500 80,500 223,700 230,800 310,900 0.45%1.46% Historic Growth Rate Future Growth Rate 2040 FSUTMS AADT1 2008 TOTAL 2015LocationStation20012005 Pine Ridge Road Corridor Congestion Study – Technical Report Page | 14 A base growth rate of 1.0% annually was used to estimate future traffic volumes. During the land use analyses phase of the study, trip generation values were developed for all vacant developable land that would have a direct impact on the corridor. This data was used to ensure that the future year forecasts adequately accounted for that additional direct traffic growth, especially at the intersections within the study area. It was assumed that by 2021, 20% of the vacant land trip generation would be present within the study area and by 2040 100% of the vacant land trip generation would be present within the study area. In cases where the trip generation from the vacant land was greater than the forecast with the 1.0% annual growth rate for a specific intersection movement, the annual growth rate was increased to represent the additional growth from the vacant land. The equivalent future year growth rates from vacant land trip generation at each intersection are attached in Appendix F. The 2021 AM peak-hour traffic volumes are shown in Figure 5, the 2021 PM peak-hour traffic volumes are shown in Figure 6, the 2040 AM peak-hour traffic volumes are shown in Figure 7, and the 2040 PM peak-hour traffic volumes are shown in Figure 8. The intersection volume tables showing how the volumes were developed are attached in Appendix G. Collier County has long considered a potential interconnection between Marbella Lakes Drive and Whippoorwill Lane. For the context of this study, it was important to understand the impacts, if any, the interconnection would have on future traffic volumes within the study area. The MPO’s travel demand model was used to simulate the impacts of interconnecting Marbella Lakes Drive and Whippoorwill Lane. With an interconnection, the model predicts an increase of approximately 2,000 vehicles per day on Marbella Lakes Drive, and Whippoorwill Lane and Livingston Road are estimated to have a decrease in traffic of approximately 7% and 9%, respectively. Based on the modeling, it estimated there will be 10% shift of traffic from the Pine Ridge Road/Whippoorwill Lane intersection to the Livingston Road/Marbella Lakes Drive intersection. The following adjustments were made to future traffic volumes for testing the alternatives with the interconnection in place: Pine Ridge Road/Whippoorwill Lane • Northbound Left: 10% decrease • Eastbound Right: 10% decrease • Westbound Left: 10% increase Livingston Road/Marbella Lakes Drive • Northbound Right: 10% increase • Southbound Left: 10% decrease • Westbound Left: 10% increase The model plots with and without the interconnection are attached in Appendix E. ll'I"'>"'> L291 0::,C::,'!-""°'"" J�L ----1908 ,457 228_J 1tr 787---"-0..lt'I oo::,-1737 'I-IC "' � t IC 0::, lt'I--"'�L FIGURE 5 NTS "' 'I-IC L153 �"Ii) J�L ----2525 ,263 90 _J 1tr 1056---C::,lt)O, O"'>ll'I 2117 'I-- °' Laa ,36 tr°' lt) r,-,- $ PINE RIDGE ROAD CORRIDOR CONGESTION STUDY 2021 AM PEAK HOUR TRAFFIC VOLUMES chunt 0::, " 'I-°'" "' JL 920---3357 0::, "" lt) c::, 0::, 0::, L511 ----1993 375 _J 1 r 844---"'>"' °' "'"" - ----2193 ,205 2/7/2018 12:34:48 PM c::, L202 "' "' '1-0:l"'> J�L ----2067 ,18 311_J 617---387 1tr r\jC::,O, "'- PEAK HOUR TRAFFIC VOLUMES SIGNALIZED INTERSECT/ON UNSIGNALIZED INTERSECTION () Stantec C:\e\projects\Traff ic\215810479 _PineRidgeRoad\Tr af f ic _ Volumes.dgn "1"10 L362 "-OIC "<"-"1 J�L ----1385 ,231 247_J 1tr 1807 ----'StlC"< 3937 O>O'St ""°'"' &:;'St �IC �L FIGURE 6 NTS 0> 0> �S!� L133 J�L ----1622 ,164 225 _J 1tr 2443----'St OO 3447 "1"<'St "1 "" "' L4s ,28 tr"" " �tY') $ PINE RIDGE ROAD CORRIDOR CONGESTION STUDY 2021 PM PEAK HOUR TRAFFIC VOLUMES chunt " "' - C) IC II'\ JL 2363----4417 C) IC 665_J 2208---- ----1302 ,122 L393 ----1108 2/7/2018 12:34:49 PM 359 _J 1 tr 1973----327 PEAK HOUR TRAFFIC VOLUMES SIGNALIZED INTERSECT/ON UNSIGNALIZED INTERSECTION () Stantec C:\e\projects\Traff ic\215810479 _PineRidgeRoad\Tr af f ic _ Volumes.dgn "'-c L359 <o °'"' �Q� J�L ----2305 ,552 276_J 1tr 983-----"'10\ 210 7 °'"'l<o 't oo"' <o o;--"'�L FIGURE 7 NTS ::i,.,.."'--oo J�L 138_J 1276----3687 <o Laa ,36 tr<o "' "'- "'I 0\ "'I L22a ----2968 ,443 1tr 't'tl'\j OOlt'\O\ 'St - $ PINE RIDGE ROAD CORRIDOR CONGESTION STUDY 2040 AM PEAK HOUR TRAFFIC VOLUMES chunt 0\ "' 00 0\ 0\ "'I JL 1120----405 7 497_J 1020---- ----2650 ,248 § L6a6 ----2407 00 L244 C oo OO "'-"'I J�L ----2550 ,44 376_J 745----92 7 1tr 'tlt'\"'l ,.,.. __ PEAK HOUR TRAFFIC VOLUMES SIGNALIZED INTERSECTION UNSIGNALIZED INTERSECTION () Stantec 2/7/2018 12:34:50 PM C:\e\projects\Traff ic\215810479 _PineRidgeRoad\Tr af f ic _ Volumes.dgn C,0,\1) L431 "'l"t"'l "'lCO"t J�L ----1674 ,219 298_J 1tr 2183----\l)lt)lt) lt)O,lt) 4757 l"r"JQl.0 "' c,"t �\I) �L FIGURE 8 NTS I\') "' � L45 ,28 tr"'"'"'I\') � I\') co lt)"l-0> "<"<"'l J�L 454_J 2951----4407 \I) co \I) L266 ----1913 ,198 1tr -<n<n "-'<t\O lt) I\') $ PINE RIDGE ROAD CORRIDOR CONGESTION STUDY 2040 PM PEAK HOUR TRAFFIC VOLUMES chunt co C, C, "' co \I) JL 2896----5407 882_J 2689---- ----1569 ,146 L534 ----1339 2/7/2018 12:34:51 PM �\I) "t l.t)C'\I� L1n J�L ----1228 ,13 434_J 2382----497 1tr "t"'--QC'\I� PEAK HOUR TRAFFIC VOLUMES SIGNALIZED INTERSECT/ON UNSIGNALIZED INTERSECTION () Stantec C:\e\projects\Traff ic\215810479 _PineRidgeRoad\Tr af f ic _ Volumes.dgn Pine Ridge Road Corridor Congestion Study – Technical Report Page | 19 FUTURE YEAR “NO-BUILD” ANALYSIS A “no-build” analysis was conducted with the forecasted 2021 and 2040 traffic volumes for each intersection within the study area to better understand the level of congestion in the future if no improvements were made. This analysis serves as the starting point for determining what improvements are needed to return the LOS to acceptable levels. The intersection analysis was again performed using Trafficware’s Synchro 9 Software. The future conditions analysis used the same geometry and signal timing as the existing conditions. The results of the 2021 no-build intersection analysis are summarized in Table 5 and the Synchro intersection worksheets are attached in Appendix H1. Table 5: 2021 No-Build Intersection Conditions 1. Delay shown for the worst approach 2. No left-turn movement for approach 3. Left-turn movement level-of-service As shown in Table 5, the following deficiencies were identified: • Pine Ridge Road & Livingston Road o During the a.m. peak-hour the SB through movement is operating at LOS F with a v/c ratio of 1.0. o During the p.m. peak-hour the NB through movement is operating at LOS F with a v/c ratio of 1.05. Standard Future EB WB NB SB AM Peak-Hour E E 58.7 1.09 D D E F PM Peak-Hour E E 58.6 1.13 D D F E AM Peak-Hour E D 38.7 0.92 D C E D PM Peak-Hour E C 32.6 0.97 C C E F AM Peak-Hour E D 37.4 0.99 C C E PM Peak-Hour E C 33.2 0.93 C C D AM Peak-Hour E C 34.0 0.97 C C E PM Peak-Hour E C 26.8 0.74 B D E AM Peak-Hour E D 46.1 1.34 D B E F PM Peak-Hour E C 23.1 0.89 B B D D AM Peak-Hour E n/a 29.01 0.38 D --2 C3 PM Peak-Hour E n/a 72.91 0.61 F --2 D3 Intersection Time Period Overall Intersection LOS Delay (sec/veh) Max v/c Ratio Approach LOS Pine Ridge Rd & I-75 NB Ramp Pine Ridge Rd & Napa Blvd Livingston Rd & Marbella Lakes Dr Pine Ridge Rd & Livingston Rd Pine Ridge Rd & Whippoorwill Ln Pine Ridge Rd & I-75 SB Ramp Pine Ridge Road Corridor Congestion Study – Technical Report Page | 20 • Pine Ridge Road & Whippoorwill Lane o During the p.m. peak-hour the SB left movement is operating at LOS F which causes the southbound approach to fail. The v/c ratio is 0.97 indicating that the movement is at capacity. • Pine Ridge Road & Napa Boulevard o During the a.m. peak-hour the SB right movement is operating at LOS F with a v/c ratio of 1.34. • Livingston Road & Marbella Lakes Drive o During the p.m. peak-hour the WB approach has an LOS of F, but the v/c ratio is only 0.61, indicating available capacity still exists. The deficiencies identified in the 2021 no-build intersection analysis can be mitigated by implementing signal timing adjustments. They include changing the cycle length to 140 seconds, optimizing the phase splits, and optimizing cycle offsets. The results of the changes are shown in Table 6 and indicate that all intersections are anticipated to operate at acceptable level-of- service standards. The Synchro intersection worksheets with signal timing adjustments are attached in Appendix H2. Table 6: 2021 No-Build Intersection Conditions with Optimized Signal Timing The results of the 2040 no-build intersection analysis are summarized in Table 7. As shown in Table 7, the following deficiencies were identified: • Pine Ridge Road & Livingston Road o During the a.m. peak-hour the overall intersection, WB through, NB left, NB through, SB through, and SB right movements are operating at LOS F with v/c ratios greater than 1.0. o During the p.m. peak-hour the overall intersection, EB through, NB through, SB left, and SB through movements are operating at LOS F with v/c ratios greater than 1.0. Standard Future EB WB NB SB AM Peak-Hour E D 48.3 0.96 D C E E PM Peak-Hour E D 45.2 0.95 D C E E AM Peak-Hour E C 28.7 0.96 B C E D PM Peak-Hour E C 31.7 0.93 C B E E AM Peak-Hour E C 24.8 0.87 A C D PM Peak-Hour E C 20.6 0.93 A C D AM Peak-Hour E C 23.2 0.92 C B E PM Peak-Hour E C 21.3 0.92 B C E AM Peak-Hour E D 36.2 0.97 D C D E PM Peak-Hour E C 22.2 0.90 B B D D Pine Ridge Rd & I-75 NB Ramp Pine Ridge Rd & Napa Blvd Pine Ridge Rd & Livingston Rd Pine Ridge Rd & Whippoorwill Ln Pine Ridge Rd & I-75 SB Ramp Intersection Time Period Overall Intersection LOS Delay (sec/veh) Max v/c Ratio Approach LOS Pine Ridge Road Corridor Congestion Study – Technical Report Page | 21 • Pine Ridge Road & Whippoorwill Lane o During the a.m. peak-hour the WB left, WB through, and NB left movements are operating at LOS F with v/c ratios greater than 1.0. o During the p.m. peak-hour the overall intersection, EB left, EB through, NB left, NB through, and SB left movements are operating at LOS F with v/c ratios greater than 1.0. • Pine Ridge Road & I-75 SB Ramp o During the a.m. peak-hour the SB right movement is operating at LOS F with a v/c ratio of 1.31. o During the p.m. peak-hour the EB through and SB right movements are operating at LOS F with v/c ratios greater than 1.0. • Pine Ridge Road & I-75 NB Ramp o During the a.m. peak-hour the overall intersection, WB through, and NB left movements are operating at LOS F with v/c ratios greater than 1.0. • Pine Ridge Road & Napa Boulevard o During the a.m. peak-hour the EB left and SB right movements are operating at LOS F with v/c ratios greater than 1.0. • Livingston Road & Marbella Lakes Drive o During the p.m. peak-hour the WB approach has an LOS of F, but the v/c ratio is only 0.61, indicating available capacity still exists. o During the p.m. peak-hour the WB approach is operating at LOS F with a v/c ration of 1.35. Table 7: 2040 No-Build Intersection Conditions 1. Delay shown for the worst approach 2. No left-turn movement for approach 3. Left-turn movement level-of-service Standard Future EB WB NB SB AM Peak-Hour E F 94.8 1.32 D E F F PM Peak-Hour E F 87.4 1.37 E D F F AM Peak-Hour E E 73.6 1.12 D E F E PM Peak-Hour E F 107.0 2.22 F D F F AM Peak-Hour E E 55.9 1.31 C C F PM Peak-Hour E E 70.9 1.14 F C E AM Peak-Hour E F 92.4 1.20 C F F PM Peak-Hour E D 36.6 0.92 B E E AM Peak-Hour E E 69.4 1.74 D C E F PM Peak-Hour E C 34.7 0.98 C C E E AM Peak-Hour E n/a 50.51 0.61 F --2 C3 PM Peak-Hour E n/a 236.31 1.35 F --2 F3 Intersection Time Period Overall Intersection LOS Delay (sec/veh) Max v/c Ratio Approach LOS Pine Ridge Rd & I-75 NB Ramp Pine Ridge Rd & Napa Blvd Livingston Rd & Marbella Lakes Dr Pine Ridge Rd & Livingston Rd Pine Ridge Rd & Whippoorwill Ln Pine Ridge Rd & I-75 SB Ramp Pine Ridge Road Corridor Congestion Study – Technical Report Page | 22 Unlike the 2021 no-build conditions, the deficiencies identified in the 2040 no-build analysis will require major capacity improvements to mitigate the deficiencies. The Synchro intersection worksheets are attached in Appendix I. 2040 BUILD ANALYSIS By first analyzing future no-build conditions, the future operating conditions establish a baseline condition from which to work. Potential solutions/countermeasures to remedy the LOS deficiencies in the year 2040 were identified and divided into “conventional” improvements and “innovative” improvements for evaluation and analysis. Conventional Intersection Analysis Conventional improvements are those types of alternatives customarily associated with increasing highway capacity. The conventional improvements considered included expanding Pine Ridge Road from 6-lanes to 8-lanes from west of Livingston Road to east of Napa Boulevard, and adding additional left turn lanes as needed at the intersections. In addition to adding a fourth eastbound and westbound through lane on Pine Ridge Road, at study area intersections the following additional improvements were identified as being needed to add sufficient capacity to restore an acceptable LOS: • Pine Ridge Road & Livingston Road o none • Pine Ridge Road & Whippoorwill Lane o Dual EB left turn lanes o Dual SB left turn lanes o NB right turn lane • Pine Ridge Road & I-75 SB Ramp o none • Pine Ridge Road & I-75 NB Ramp o none • Pine Ridge Road & Napa Boulevard o EB through lane becomes the outside dual left turn lane o Added SB right turn overlap phase • Livingston Road & Marbella Lakes Drive o Signalize The intersection analysis was again performed using Trafficware’s Synchro 9 Software. The results of the conventional intersection improvements are shown in Table 8 and indicate that all intersections are anticipated to operate at acceptable level-of-service standards. While the northbound approach at the Pine Ridge Road/Napa Boulevard intersection is operating at level-of-service F during the p.m. peak-hour, the v/c ratio is 0.82 indicating available capacity still exists. The Synchro intersection worksheets are attached in Appendix J. Pine Ridge Road Corridor Congestion Study – Technical Report Page | 23 Table 8: 2040 Intersection Conditions with Conventional Improvements In evaluating these alternatives, it was clear that adding additional travel lanes to the mainline, and adding additional turn lanes to the intersections will require a substantial amount of additional right-of-way, impact businesses, and require the expansion of the existing bridge structures over Pine Ridge Road at I-75. Innovative Intersection Analysis To find solutions to minimize impacts to adjacent property owners, the team developed several “innovative intersection” approaches that would reduce the congestion at the intersections and improve overall level-of-service throughout the corridor beyond the 2040 horizon year. Innovative intersections enhance the operational efficiency of the major intersection by reducing or eliminating some of the traffic signal phases that “steal” green time from the main street through movements. A signal’s cycle length is the amount of time, e.g., 120 seconds, it takes to serve all protected phases. At a conventional multi-phased signal, the largest volumes of traffic (the main street through movements) are stopped while the protected major street left turn phases and minor street left turn and through phases are served. As an example, at an intersection like Pine Ridge Road (PRR) and Livingston Road (LR), if a signal with 120 second cycle length had to serve only north/south and east/west through movements (no turns allowed), each through movement direction would be given almost a full minute of green time plus yellow, as shown in Figure 9. Standard Future EB WB NB SB AM Peak-Hour E E 60.0 0.99 E D E E PM Peak-Hour E D 54.6 0.97 E C E E AM Peak-Hour E D 44.0 0.92 D D E E PM Peak-Hour E D 44.9 0.98 D C E E AM Peak-Hour E D 37.6 0.99 B D E PM Peak-Hour E C 28.8 0.96 B C D AM Peak-Hour E C 29.9 0.98 D B E PM Peak-Hour E C 24.8 0.90 B C E AM Peak-Hour E D 38.3 0.91 C D E E PM Peak-Hour E C 25.2 0.82 B C F D AM Peak-Hour E A 6.1 0.53 B A A PM Peak-Hour E A 6.4 0.51 B A A Pine Ridge Rd & I-75 NB Ramp Pine Ridge Rd & Napa Blvd Livingston Rd & Marbella Lakes Dr Pine Ridge Rd & Livingston Rd Pine Ridge Rd & Whippoorwill Ln Pine Ridge Rd & I-75 SB Ramp Intersection Time Period Overall Intersection LOS Delay (sec/veh) Max v/c Ratio Approach LOS Pine Ridge Road Corridor Congestion Study – Technical Report Page | 24 Figure 9: Example 2-Phase Traffic Signal Cycle However, to accommodate protected left turns, green time is “stolen” from the through movement phases, in this example shown in Figure 10, reducing the time given to each through movement’s green phase by as much as 30%. It is this stolen green time for the major movements that leads to congestion. Additionally, the more phases during a signal, the more lost time that is experienced by vehicles. Lost time is the time during which no vehicles can pass through an intersection and is made up of two separate elements; start-up lost time and clearance lost time. Recovering that stolen green time and reducing the lost time is the value in the innovative intersection concept. Pine Ridge Road Corridor Congestion Study – Technical Report Page | 25 Figure 10: Example 4-Phase Traffic Signal Cycle While these innovative intersection concepts may be new to Florida, they have demonstrated operational success at locations throughout the Country, and are recognized by State Departments of Transportation and the Federal Highway Administration as viable solutions to the congestion problems faced in urban and suburban areas. Additionally, the innovative concepts generally improve the safety profile of the intersections for motorists and pedestrians/cyclist by reducing the number of conflict points where vehicular (and pedestrian) travel paths cross. The innovative intersections evaluated include: 1. Pine Ridge Road at Livingston Road Intersection • Livingston Road Continuous Flow Intersection (CFI) (aka, Displaced Left Turn Intersection) • Partial CFI with advance intersections on Livingston Road north and south of the main intersection. • Livingston Road Jug Handle Intersection (aka, Quadrant Intersection) • Jug Handle created in the southwest quadrant of the intersection with advance intersections on Livingston Road south of the main intersection, and on Pine Ridge Road west of the main intersection. Pine Ridge Road Corridor Congestion Study – Technical Report Page | 26 • Livingston Road Single Point Urban Interchange (SPUI) (aka, Overpass or Underpass) • Livingston Road through traffic passes over/under Pine Ridge Road to avoid stopping. 2. Pine Ridge Road at Whippoorwill Lane • Restricted Crossover U-Turn (RCUT) Intersection (aka, Superstreet), with advance U-turn intersections on Pine Ridge Road east and west of the main intersection. 3. Pine Ridge Road at I-75 SB and NB Ramps • Diverging Diamond Interchange (DDI) Continuous Flow Intersection The first innovative solution evaluated included a partial CFI at the Pine Ridge Road/Livingston Road intersection in conjunction with the RCUT and DDI. Because additional through lanes on Pine Ridge Road are not being proposed as part of the innovative solutions, the only improvement evaluated at the Pine Ridge Road/Napa Boulevard intersection was the SB right turn overlap phase. The intersection analysis was again performed using Trafficware’s Synchro 9 Software. The results for the innovative intersection set including the CFI, RCUT and DDI are shown in Table 9, and indicate that all intersections are anticipated to operate at acceptable level-of-service standards. Like the conventional intersection analysis, the northbound approach at the Pine Ridge Road/Napa Boulevard intersection is operating at level-of-service F during the p.m. peak-hour, but the v/c ratio is 0.85, indicating available capacity still exists. It should be noted that the U-turn movement at the advance RCUT intersection east of Whippoorwill Lane is at capacity during the a.m. peak-hour. The Synchro intersection worksheets are attached in Appendix K1 and K2. Pine Ridge Road Corridor Congestion Study – Technical Report Page | 27 Table 9: 2040 Intersection Conditions with Innovative Improvements (CFI, RCUT, DDI) 1. U-turn movement level-of-service; through movement is free-flow Jug-Handle The second innovative solution includes a Jug Handle at the Pine Ridge Road/Livingston Road intersection in conjunction with the RCUT and DDI. The results of the Jug Handle analysis are shown in Table 10 and indicate that the intersection is anticipated to operate at acceptable level-of-service standards. The Synchro intersection worksheets are attached in Appendix K3. Standard Future EB WB NB SB AM Peak-Hour E B 10.2 0.77 D A A PM Peak-Hour E B 11.6 0.78 D A B AM Peak-Hour E D 47.6 0.95 D D D E PM Peak-Hour E D 46.6 0.94 D D E D AM Peak-Hour E A 9.6 0.53 D B A PM Peak-Hour E B 10.5 0.82 D A A AM Peak-Hour E A 2.0 0.77 A E1 PM Peak-Hour E C 34.1 0.96 D E1 AM Peak-Hour E B 16.5 0.92 B A E E PM Peak-Hour E D 46.2 0.99 E B E E AM Peak-Hour E C 24.5 1.00 F1 C PM Peak-Hour E A 6.7 0.79 D1 A AM Peak-Hour E C 27.8 0.96 D C D PM Peak-Hour E B 19.5 0.89 C B C AM Peak-Hour E B 11.9 0.84 C B D PM Peak-Hour E C 25.4 0.90 B D C AM Peak-Hour E D 43.3 0.98 C D E E PM Peak-Hour E C 30.9 0.85 C C F D Pine Ridge Rd & Napa Blvd Pine Ridge Rd & I-75 SB Ramp Pine Ridge Rd & I-75 NB Ramp Advance RCUT Int. W. of Whippoorwill Ln Advance RCUT Int. E. of Whippoorwill Ln Pine Ridge Rd & Whippoorwill Ln Advance CFI Int. S. of Pine Ridge Rd Pine Ridge Rd & Livingston Rd Approach LOSIntersectionTime Period Overall Intersection LOS Delay (sec/veh) Max v/c Ratio Advance CFI Int. N. of Pine Ridge Rd Pine Ridge Road Corridor Congestion Study – Technical Report Page | 28 Table 10: 2040 Intersection Conditions with Innovative Improvements (Jug Handle) Single Point Urban Interchange The third innovative solution includes a SPUI at the Pine Ridge Road/Livingston Road intersection in conjunction with the RCUT and DDI. It was assumed that 10% of the Livingston Road northbound/southbound would utilize the SPUI to access the businesses at the corner of the intersection instead of bypassing the intersection on the overpass/underpass. The results of the SPUI analysis are shown in Table 11 and indicate that the intersection is anticipated to operate at acceptable level-of-service standards. The Synchro intersection worksheets are attached in Appendix K4. Table 11: 2040 Intersection Conditions with Innovative Improvements (SPUI) 1. Level-for-service for at grade approach A summary of the percent reduction in delay and maximum v/c ratios at each intersection for the various 2040 build alternatives over the 2040 no-build alternative is shown in Table 12 through Table 14. As shown in Table 12, of the four alternatives evaluated at the Pine Ridge Road/Livingston Road intersection, the Jug Handle has the largest reduction during the a.m. peak-hour and the CFI has the largest reduction during the p.m. peak-hour. The conventional widening was the least effective improvement during both the a.m. and p.m. peak hours. Standard Future EB WB NB SB AM Peak-Hour E B 18.6 0.87 B B D PM Peak-Hour E C 23.2 0.74 C A E AM Peak-Hour E D 45.3 0.95 D D D E PM Peak-Hour E D 49.0 0.97 D D E E AM Peak-Hour E B 11.7 0.75 E B A PM Peak-Hour E B 11.4 0.85 D A A Intersection Time Period Overall Intersection LOS Delay (sec/veh) Max v/c Ratio Approach LOS Jughandle Int. S. of Pine Ridge Rd Jughandle Int. W. of Livingston Rd Pine Ridge Rd & Livingston Rd Standard Future EB WB NB1 SB1 AM Peak-Hour E D 53.2 0.98 D D E E PM Peak-Hour E D 50.5 0.94 D D E E Pine Ridge Rd & Livingston Rd Intersection Time Period Overall Intersection LOS Delay (sec/veh) Max v/c Ratio Approach LOS Pine Ridge Road Corridor Congestion Study – Technical Report Page | 29 Table 12: Pine Ridge Road/Livingston Road Percent Reduction in Delay and v/c Ratio As shown in Table 13, of the two alternatives evaluated at the Pine Ridge Road/Whippoorwill Lane intersection, the RCUT has a substantially larger reduction in delay and v/c ratio during the a.m. peak-hour, while the conventional widening has a slightly larger reduction in delay and v/c ratio during the p.m. peak-hour. Taking into consideration both the a.m. and p.m. peak-hour reductions, the RCUT has the greater overall reduction in delay and maximum v/c ratios. Table 13: Pine Ridge Road/Whippoorwill Lane Percent Reduction in Delay and v/c Ratio As shown in Table 14, of the two alternatives evaluated at the Pine Ridge Road/I-75 interchange, the DDI has a substantially larger reduction in delay and v/c ratios at the SB Ramp intersection during the a.m. and p.m. peak-hour, and during the a.m. peak-hour at the NB Ramp intersection. The conventional widening has a slightly larger reduction during the p.m. peak-hour at the NB Ramp intersection. Taking into consideration both intersection and time period reductions, the DDI has the greater overall reduction. Table 14: Pine Ridge Road/I-75 Percent Reduction in Delay and v/c Ratio Delay (sec/veh) Max v/c Ratio % Delay Reduction % v/c Reduction % Delay Reduction % v/c Reduction % Delay Reduction % v/c Reduction % Delay Reduction % v/c Reduction AM Peak-Hour 94.8 1.32 36.7%25.0%49.8%28.0%52.2%28.0%43.6%25.8% PM Peak-Hour 87.4 1.37 37.5%29.2%46.7%31.4%43.9%29.2%41.1%30.7% Intersection Time Period No-Build Conventional Imp.SPUIJug Handle Pine Ridge Rd & Livingston Rd CFI Delay (sec/veh) Max v/c Ratio % Delay Reduction % v/c Reduction % Delay Reduction % v/c Reduction AM Peak-Hour 73.6 1.12 40.2%17.9%77.6%17.9% PM Peak-Hour 107.0 2.22 58.0%55.9%56.8%55.4% Pine Ridge Rd & Whippoorwill Ln Intersection Time Period No-Build Conventional Imp.RCUT Delay (sec/veh) Max v/c Ratio % Delay Reduction % v/c Reduction % Delay Reduction % v/c Reduction AM Peak-Hour 55.9 1.31 32.7%24.4%50.3%26.7% PM Peak-Hour 70.9 1.14 59.4%15.8%72.5%21.9% AM Peak-Hour 92.4 1.20 67.6%18.3%87.1%30.0% PM Peak-Hour 36.6 0.92 32.2%2.2%30.6%2.2% Pine Ridge Rd & I-75 NB Ramp Pine Ridge Rd & I-75 SB Ramp Intersection Time Period No-Build Conventional Imp.DDI Pine Ridge Road Corridor Congestion Study – Technical Report Page | 30 Whippoorwill Lane to Marbella Lakes Drive Interconnection Analysis While evaluating the conventional and innovative improvements, consideration was given to the impacts of interconnecting Whippoorwill Lane to Marbella Lakes Drive. The County has long considered this potential interconnection, and in the context of this study, it was important to understand what, if any, impacts the interconnection would have, if constructed, on any of the concepts being considered on Pine Ridge Road. All conceptual improvements were evaluated with and without the Whippoorwill Lane/Marbella Lakes Drive Connection. The analyses indicated that an interconnection between Whippoorwill Lane and Marbella Lakes Drive, would have no adverse impact on the operations of any of the concepts. Further, it was determined that such an interconnection would provide no significant benefit in relieving future congestion within the Pine Ridge Road corridor on its own. Improvements to all the study area intersections on Pine Ridge Road west of I-75 are needed to resolve existing and future congestion problems, regardless of whether an interconnection is made. The summary tables for the various interconnection scenarios as well as the Synchro intersection worksheets are attached in Appendix L. Whippoorwill Lane-Marbella Lakes Drive Potential Interconnection Marbella Lakes Drive Whippoorwill Lane Pine Ridge Road Corridor Congestion Study – Technical Report Page | 31 INNOVATIVE INTERSECTION CONCEPT DEVELOPMENT Evaluating “conventional” improvements, e.g., adding additional thru-lanes and turn-lanes at intersections, revealed an improvement in the LOS to acceptable levels in managing 2040 traffic. However, as demonstrated in the 2040 level-of-service analysis, the innovative intersections provide a greater reduction in delay compared to the no-build conditions than the conventional improvements do. That benefit in conjunction with the cost benefit afforded by the innovative concepts (less right-of-way impacts and construction costs), concept plans for the innovative intersection improvements/countermeasures were developed. The following potential innovative intersection solutions were reviewed internally by Collier County transportation agencies and preliminarily with FDOT, have been vetted in numerous public forums, and are being presented to the Board of County Commissioners for consideration and direction. Livingston Road Continuous Flow Intersection (CFI) (a.k.a., Displaced Left Turn Intersection) The Continuous Flow Intersection (CFI), shown in Figure 11, recovers the stolen green time at the main intersection by moving the Livingston Road northbound and southbound left-turning vehicles to the left side of the approaching through vehicles at a protected left turn signal in advance of the main intersection. By shifting the left-turn vehicles prior to the main intersection, they may proceed through the intersection, turning left at the same time as the north/southbound through movements are occurring. Because there is no longer a protected left-turn phase dedicated to the northbound and southbound left turning vehicles, the recovered green time is distributed to the other movements, increasing the intersections thru-put and operational efficiency. Because the new advance signal allows the advanced left turns at the same time as the east-west through movements are occurring, there is no additional delay experienced by the northbound and southbound through traffic. In this implementation, the improvement is considered a partial-CFI because it is only deployed on the Livingston Road approaches. All the Pine Ridge Road movements, right, left, and through movements, occur exactly as the do today with no change. Only the Livingston Road northbound and southbound left turns on to Pine Ridge Road are affected by the design. Like all innovative design concepts, advance signage and lane markings are important to the safe operation of this design. An additional feature of this design, added after learning of an issue at the first public workshop, was the incorporation of a northbound Livingston Road U-turn lane at the new advance signal south of the main intersection. This feature allows motorists exiting the shopping center in the south-east quadrant to make a U-turn to proceed south on Livingston Road, a movement that today is problematic. Pedestrian and bicycle features are included in the design. An added benefit to this intersection design, is the potential reduction in crashes, by reducing the total number of conflict points for both motorists and pedestrians. The advantages and disadvantages to the CFI concept are summarized in Table 15 and the cost estimate is attached in Appendix M. Pine Ridge Road Corridor Congestion Study – Technical Report Page | 32 TABLE 15: Continuous Flow Intersection – Advantages and Disadvantages 1. Cost estimates shown are basic construction costs developed using FDOT unit cost factors, to establish a relative cost that allows the cost of the different concepts to be compared. The construction costs do not include the cost of any right-of-way that might be needed, or costs associated with design, permitting, mitigation, etc. CFI - Construction Cost: $6.6 Million1 Advantages Disadvantages Minimizes Right-of-Way Takes Unusual Traffic Pattern May Be Confusing to Some Drivers and Visitors Minimizes Business Damages Advance Signals Control NB & SB Left Turns without Additional Delay Accommodates Shopping Center U-Turns Accommodates Bicycle & Pedestrian Movements Reduces Delay Increases Thru-Put Reduces Travel Time Improves Safety by Reducing Conflict Points FIGURE 11 Pine Ridge Road Corridor Congestion Study – Technical Report Page | 34 Livingston Road Jug-Handle (JH) Intersection The Jug-handle Intersection (JH), shown in Figure 12, similarly eliminates the Livingston Road left- turns from the main intersection. Two new advance signals are deployed, one on Livingston Road south of the main intersection to handle northbound left turns, and one on Pine Ridge Road, west of the main intersection. Motorists traveling south on Livingston Road that want to make a left turn to go east, are directed by advance signage to travel through the main intersection and enter a loop ramp in the south-west quadrant that will take them around to the new signal at the Pine Ridge Road, where they will turn right to head east through the main intersection. Northbound Livingston Road traffic will turn left at the new advance signal and travel along the ramp to the Pine Ridge Road advance signal before turning left, effectively by- passing the main intersection in its entirety. This “quadrant loop” concept is not unlike the type of movement that motorist use at interstate clover-leaf interchanges where the motorist passes under the interstate to enter a quadrant loop ramp that takes them around to the right, to enter the mainline travel stream. Like the CFI, advance signage and lane markings are important to the safe operation of this design. As with the CFI, all Pine Ridge Road through and turning movements remain unchanged, this design only affects the Livingston Road left-turns. Also, as with the CFI, the removal of the protected left-turn phase at the main intersection allows the recovered green time to be redistributed to the remaining movements, increasing the overall efficiency of the intersection. An identical northbound Livingston Road U-turn feature is also included in this design to allow motorists existing the shopping center to make a U-turn to return south on Livingston Road. Pedestrian and bicycle features are included in the design. An added benefit to this intersection design, is the potential reduction in the number of crashes, by reducing the total number of conflict points for both motorists and pedestrians. The advantages and disadvantages to the JH concept are summarized in Table 16 and the cost estimate is attached in Appendix M. TABLE 16: Jug-Handle Intersection – Advantages and Disadvantages JH - Construction Cost: $7.3 Million1 Advantages Disadvantages Minimizes Right-of-Way Takes Unusual Traffic Pattern may be Confusing to Some Drivers and Visitors Minimizes Business Damages Not favored by North Collier Fire Control & Rescue District (NCFCRD) because of Additional Signal on Pine Ridge Road – Potential to Negatively Impact Response Times Advance Signals Control Northbound & Southbound Left Turns without Additional Delay Accommodates Shopping Center U-Turns Accommodates Bicycle & Pedestrian Movements Reduces Delay Increases Thru-Put Reduces Travel Time Improves Safety by Reducing Conflict Points 1. Cost estimates shown are basic construction costs developed using FDOT unit cost factors, to establish a relative cost that allows the cost of the different concepts to be compared. The construction costs do not include the cost of any right-of-way that might be needed, or costs associated with design, permitting, mitigation, etc. FIGURE 12 Pine Ridge Road Corridor Congestion Study – Technical Report Page | 36 Livingston Road Single Point Urban Interchange (SPUI, a.k.a. Overpass) The SPUI concept developed for the Livingston Road intersection at Pine Ridge Road shown in Figure 13, carries four (4) lanes of through-traffic up and over Pine Ridge Road. Unlike the CFI and JHI, which remove left turns from the main intersection, the SPUI removes the majority of the Livingston Road through movements from the intersection, reducing the amount of time the phase requires and shifting the “north/south green time” to the remaining phases. All the Pine Ridge Road through and turning movements, and all the Livingston Road turning movements would occur at grade just as they do today, albeit under the Livingston Road through travel lanes. This concept is the same design that was deployed with success at the Golden Gate Parkway and Airport-Pulling Road intersection. At the Pine Ridge Road-Livingston Road intersection, the decision to take Livingston Road over Pine Ridge Road was made in large part because only four (4) through lanes were needed to handle the Livingston Road 2040 through volumes, and the resulting 4-lane overpass footprint minimized the need to acquire additional right-of way. Additionally, the lack of driveway connections and traffic signals on Livingston Road up-stream and down-stream of the main intersection creates less impedance that would otherwise affect the free-flow conditions of the north/south through movements. If the County wishes to pursue this option, a follow-up evaluation can evaluate the cost benefits of 4-lanes vs. 6-lanes, as well as the alternative of taking Pine Ridge Road over Livingston Road. Pedestrian and bicycle features are included in the design concept. An added benefit to this intersection design, is the potential reduction in the number of crashes, by reducing the total number of conflict points for both motorists and pedestrians. The advantages and disadvantages to the SPUI concept are summarized in Table 17 and the cost estimate is attached in Appendix M. TABLE 17: Single Point Urban Interchange – Advantages and Disadvantages SPUI - Construction Cost: $13.3 Million (4-lanes)1 Advantages Disadvantages 4-Lane Overpass Minimizes Right-of-Way Takes 6-Lane Overpass – Additional R/W Cost 4-Lane Overpass Minimizes Business Damages 6-Lane Overpass – Additional Business Damages Traffic Pattern is Not Unusual 6-Lane Overpass – Additional Construction Cost ($4.3m) Accommodates Shopping Center U-Turns May Involve Adjacent Land Access Limitations Accommodates Bicycle & Pedestrian Movements Not favored by North Collier Fire Control & Rescue District (NCFCRD) because of Crash Location Description Problem – Potential to Negatively Impact Response Times Reduces Delay Generally Considered “Unfriendly” by Adjacent Businesses Increases Thru-Put May Increase Noise Impacts to Adjacent/Nearby Properties Reduces Travel Time 1. cost estimates shown are basic construction costs developed using FDOT unit cost factors, to establish a relative cost that allows the cost of the different concepts to be compared. The construction costs do not include the cost of any right-of-way that might be needed, or costs associated with design, permitting, mitigation, etc. FIGURE 13 Pine Ridge Road Corridor Congestion Study – Technical Report Page | 38 Source: FDOT Reduced Left-Turn Conflict Intersections Presentation (by FHWA) Figure 14: Restricted Left Turns Whippoorwill Lane Restricted Crossing U-Turn (RCUT) Intersection (a.k.a. “Superstreet”) The Whippoorwill Lane – Pine Ridge Road intersection, located approximately midway between Livingston Road and the I-75 ramps, serves residential and commercial/non-residential land uses on the two dead-end local streets, north and south of Pine Ridge Road. Access into and out of Whippoorwill is frequently constrained in large part by the need to service the mainline Pine Ridge Road through movement with sufficient signal green time to try to minimize back-ups at the I-75 southbound ramps and Livingston Road as much as possible. Finding a solution requires close coordination with the proposed improvements at Livingston Road and at the I-75 ramp terminals. At the Pine Ridge Road and Whippoorwill Lane intersection, a Restricted Crossing U-Turn (RCUT) concept, shown in Figure 15, was developed, and tested. In this concept, all Pine Ridge Road through movements, and the right/left turn movements from Pine Ridge Road to Whippoorwill Lane are handled at the traffic signal exactly as they are today. This concept removes the Whippoorwill through and left turn movements from the intersection, requiring all left turning vehicles approaching Pine Ridge Road to turn right and proceed downstream to a U-turn lane at a protected U-turn traffic signal (Figure 14). FIGURE 15 Pine Ridge Road Corridor Congestion Study – Technical Report Page | 40 Figure 16: Restricted Left Turns By removing the through and left turn phases from the signal, nearly doubles the green time allocated to the through movements. Since the right- turns exiting Whippoorwill Lane occur at the same time as the Pine Ridge Road left-turns are occurring, no additional delay is added to the through movements. The advanced U-turn signals upstream of the main intersection only affect a single Pine Ridge Road approach, and are coordinated with the main signal to minimize any additional delay of the through movements. The phase plan for the RCUT is shown in Figure 16. Some additional right-of-way may be necessary to accommodate the U-turn lanes, however, unlike the conventional improvements of adding through lanes and additional turn lanes at intersections, the RCUT minimizes the need for additional right-of-way at the intersection of Whippoorwill Lane. The RCUT, or “superstreet”, intersection design was first developed in the United States in the mid- 1980s, and according to the Federal Highway Administration’s Restricted Crossing U-Turn Intersection Informational Guide (August 2014) this concept has been successfully deployed in Texas, Alabama, North Carolina, Maryland, Ohio, Indiana, Michigan, and Minnesota. The RCUT intersection signal requires only two phases (Figure 17), which minimizes the loss time at the intersection. More green time is recovered by eliminating the left turn and the minor street through phases from the signal cycle. When coordinated with other signals within the corridor, the signalized RCUT intersection can provide favorable progression along Pine Ridge Road. Efficient progression can be provided in both directions with any speed or signal spacing. Pine Ridge Road Corridor Congestion Study – Technical Report Page | 41 Source: FDOT Reduced Left-Turn Conflict Intersections Presentation (by FHWA) Figure 17: Conventional vs. RCUT Signal Phases The conventional improvement alternative, in this instance, would require the addition of one through lane in each direction on Pine Ridge Road to increase the Pine Ridge Road through-put, plus additional left turn lanes at all the approaches to the Whippoorwill intersection to increase the left turn capacity without stealing more green time from the major street. Given the existing right-of-way constraints, this would necessitate the acquisition of additional right-of-way, not only along the mainline segment of Pine Ridge (to accommodate the two new through lanes) but would also require the acquisition of the additional right-of way needed at the intersection to accommodate the new turn lanes. Right-of-way acquisition and the likely assessment of business damages make the conventional improvements an extremely expensive alternative. Pine Ridge Road Corridor Congestion Study – Technical Report Page | 42 FDOT Reduced Left-Turn Conflict Intersections Presentation (by FHWA) While improving the operation efficiency and adding capacity to the intersection is the primary objective, another important benefit to this innovative design is the improvement in the safety profile of the intersection. A conventional signalized intersection has a total of 32 conflict points, 16 of which are “crossing conflicts” which contribute to the most severe type of crash (Figure 18). Figure 18: Crossing Conflicts – Conventional Intersection Pine Ridge Road Corridor Congestion Study – Technical Report Page | 43 Source: FDOT Reduced Left-Turn Conflict Intersections Presentation (by FHWA) Source: FDOT Reduced Left-Turn Conflict Intersections Presentation (by FHWA) The RCUT intersection reduces the total number of conflict points from 32 to 24, and reduces the number of the most dangerous crossing-type conflicts from 16 to 4 (Figure 19). Figure 19: Crossing Conflicts – RCUT Intersection An analysis of 4-years of crash data of 93 RCUT locations across North Carolina, revealed an 88% reduction in fatal and sever injury crashes, and a 59% decrease in total crashes. Pine Ridge Road Corridor Congestion Study – Technical Report Page | 44 Source: FDOT Reduced Left-Turn Conflict Intersections Presentation (by FHWA) Pedestrian and bicycle features are included in the design. To cross Pine Ridge Road, pedestrians and cyclists cross Whippoorwill Lane and Pine Ridge Road in a “Z” pattern (Figure 20). An added benefit to this intersection design, is the potential reduction in the most serious type of crashes, by reducing the total number of conflict points for both motorists and pedestrians. Figure 20: “Z” Pedestrian Crossing Pattern "Z" Pattern Crosswalk at an RCUT Pine Ridge Road Corridor Congestion Study – Technical Report Page | 45 The advantages and disadvantages to the RCUT concept are summarized in Table 18 and the cost estimate is attached in Appendix M. TABLE 18: Restricted Crossing U-Turn Intersection – Advantages and Disadvantages RCUT - Construction Cost: $4.8 Million1 Advantages Disadvantages Increases Thru-Put - achieve similar service levels as adding additional through lanes Generally considered “unfriendly” by adjacent businesses Provides potential for shorter signal cycle lengths Generally considered “unfriendly” by area residents Reduces side street delay Requires some right-turning vehicles to weave across lanes to enter the U-Turn lane Reduces delay and travel time for arterial through traffic Increases travel distance (and potentially travel time) for minor street left turn and through movements Improves pedestrian safety by reducing conflict points by using “Z” pattern to cross Provisions for bicycle facilities may be very different from conventional intersections, and may result in reduced convenience. Minimizes the need for additional right-of-way Requires pedestrians to cross in two stages in some cases, which could add delay and reduce convenience Creates the possibility for the largest possible progression bands in both directions of the arterial at any speed with any signal spacing Creates longer pedestrian crossing distances for some movements, which could add delay and reduce convenience Improves safety by reducing conflict points; turning crashes reduced; angle conflicts are completely eliminated Increased potential for sideswipe crashes Each direction of a superstreet may operate independently allowing for: different cycle lengths in each direction, progression of traffic at different speeds, and signal spacing Allows larger portion of signal cycle to be allocated to the arterial through movement 1. Cost estimates shown are basic construction costs developed using FDOT unit cost factors, to establish a relative cost that allows the cost of the different concepts to be compared. The construction costs do not include the cost of any right-of-way that might be needed, or costs associated with design, permitting, mitigation, etc. Pine Ridge Road Corridor Congestion Study – Technical Report Page | 46 I-75 Diverging Diamond Interchange (DDI) At the easternmost edge of the study area, the I-75/Pine Ridge Road interchange serves as one of the two central-most access points from the interstate highway serving the greater Naples Area. The expected increase in traffic volumes entering and exiting the Interstate from Pine Ridge Road, plus the anticipated growth in through traffic serving points east and west of the interstate, threatens the integrity of the interchange. As revealed in the “no build” analysis” the two signalized intersections will be unable to adequately handle the expected increase in traffic with motorist incurring substantial delays during peak periods. While converting the current “tight diamond” to “conventional” cloverleaf interchange to gain ramp access capacity is possible, the amount of additional right-of-way and business damages that would be required would likely make the project cost prohibited (absent any “better” solutions). Adding additional through lanes and turn lanes at the signals to increase capacity, would require additional right-of-way and require the reconstruction of the existing overpass, likewise increasing the cost of this alternative. A less expensive alternative, finding success throughout the Country, and recently in Sarasota County at University Parkway and I-75, is the Diverging Diamond Interchange (DDI). The DDI concept, shown in Figure 22, retains the same two traffic signals, but they no longer required to manage left turning vehicles that would otherwise have to cross opposing streams of traffic. As the motorist approaches the traffic signal, they are directed to diverge to the left side of the median as they travel under the overpass lanes of I-75. After passing under I-75, the motorist reaches the other signal and is diverted back to the right side of the median. Between the two traffic signals, the through lanes are now adjacent to the interstate ramp terminals, so I-75 ramp traffic enters to or exits from Pine Ridge Road without interrupting the opposing through movements. Signals at the end of the ramp ensure the safe merging of I-75 ramp traffic to Pine Ridge Road. Because the two main traffic signals no longer need the left-turn phases to accommodate the ramp traffic, it allows for the signals to be operated with only two phases creating a substantial improvement in the thru-put and operational efficiency. The phase plan for the DDI is shown in Figure 21. Advance signage and lane markings assist in managing the proper flow through the intersections. Figure 21: DDI Phase Plan Pine Ridge Road Corridor Congestion Study – Technical Report Page | 47 Additionally, the DDI’s footprint will fit within the existing right-of-way, and the new lane configuration will fit beneath the existing overpass, avoiding the need to reconstruct the bridges. Sufficient existing right-of-way will permit pedestrian and bicycle features to be included in the design. An added benefit to this intersection design, is the potential reduction in crashes, by reducing the total number of conflict points for both motorists and pedestrians. The advantages and disadvantages to the DDI concept are summarized in Table 19 and the cost estimate is attached in Appendix M. TABLE 19: Diverging Diamond Interchange – Advantages and Disadvantages DDI - Construction Cost: $8.8 Million1 Advantages Disadvantages Eliminates Turn Lane Phases from the Signalized Intersection Unusual Traffic Pattern may be Confusing to Some Drivers and Visitors Reduces Through Movement Delay Increases Thru-Put Reduces Travel Time Improves Safety by Reducing Conflict Points Accommodates Bicycle & Pedestrian Movements Eliminates the Need for Additional Right-of-Way 1. Cost estimates shown are basic construction costs developed using FDOT unit cost factors, to establish a relative cost that allows the cost of the different concepts to be compared. The construction costs do not include the cost of any right-of-way that might be needed, or costs associated with design, permitting, mitigation, etc. FIGURE 22 Pine Ridge Road Corridor Congestion Study – Technical Report Page | 49 CONCLUSIONS & RECOMMENDATIONS The level of service within the Pine Ridge Road Corridor between I-75 and Livingston Road currently exceeds the County’s adopted standard (2016 and 2017), and with traffic volumes expected to increase 35% by 2040, steps must be taken to mitigate the exiting failing conditions in a way that expands the capacity of the existing network as much as possible. During the planning study, the future traffic forecast was developed and analyzed, and potential improvements to resolve deficiencies were developed and evaluated. The “conventional” improvements that would add the capacity needed to relieve future congestion and achieve the adopted LOS standard included increasing the number of through lanes on Pine Ridge Road from 6 to 8 lanes from west of Livingston Road to east of Napa Boulevard, and adding additional left turn lanes at the intersections. Three “innovative” intersection improvements were identified and evaluated for the Pine Ridge Road-Livingston Road intersection that were found to improve the operating efficiency of the intersection. When taken collectively with a Restricted Crossing U-Turn (RCUT) Intersection at Pine Ridge Road and Whippoorwill Lane, and a Diverging Diamond Interchange (DDI) concept at the I-75 Interchange, the set of innovative improvements generally performed better than their conventional counterparts at reducing delay and the v/c ratios throughout the corridor. The evaluation also revealed, unlike the conventional roadway widening by adding through lanes and additional turn lanes requiring the acquisition of additional right-of-way, the innovative designs minimize the need to acquire additional right-of-way, while generally providing a better level of service. After consideration of the study findings and public input received, a recommended set of improvements for consideration by the Collier County Board of County Commissioners includes the following: • A partial-Continuous Flow Intersection (CFI) at Pine Ridge Road and Livingston Road, • A Restricted Crossing U-Turn (RCUT) Intersection at Pine Ridge Road at Whippoorwill Lane, and • A Diverging Diamond Interchange (DDI) at the Pine Ridge Road/I-75 interchange The study recommends the County conduct a preliminary engineering and environmental assessment to further evaluate the design features, right-of-way needs, and costs of the CFI concept for the intersection of Pine Ridge Road and Livingston Road. While the intersection of Pine Ridge Road and Whippoorwill Lane is considered a County maintained intersection, because the recommended improvement at Whippoorwill Lane is partially within the I-75 Limited Access (LA) right-of-way Limits, the study recommends the County pursue an Interchange Modification Report (IMR) with FDOT for the DDI and the RCUT portion of the corridor. Pine Ridge Road Corridor Congestion Study – Technical Report Page | 50 APPENDICES Appendix A Peak-Season Factors and Turning Movement Counts 2015 Peak Season Factor Category Report - Report Type: ALL Category: 0300 COLLIER COUNTYWIDE MOCF: 0.90 Week Dates SF PSCF ================================================================================ 1 01/01/2015 - 01/03/2015 0.96 1.07 2 01/04/2015 - 01/10/2015 0.94 1.04 * 3 01/11/2015 - 01/17/2015 0.93 1.03 * 4 01/18/2015 - 01/24/2015 0.92 1.02 * 5 01/25/2015 - 01/31/2015 0.91 1.01 * 6 02/01/2015 - 02/07/2015 0.89 0.99 * 7 02/08/2015 - 02/14/2015 0.88 0.98 * 8 02/15/2015 - 02/21/2015 0.88 0.98 * 9 02/22/2015 - 02/28/2015 0.88 0.98 *10 03/01/2015 - 03/07/2015 0.88 0.98 *11 03/08/2015 - 03/14/2015 0.88 0.98 *12 03/15/2015 - 03/21/2015 0.89 0.99 *13 03/22/2015 - 03/28/2015 0.90 1.00 *14 03/29/2015 - 04/04/2015 0.91 1.01 *15 04/05/2015 - 04/11/2015 0.92 1.02 16 04/12/2015 - 04/18/2015 0.94 1.04 17 04/19/2015 - 04/25/2015 0.96 1.07 18 04/26/2015 - 05/02/2015 0.98 1.09 19 05/03/2015 - 05/09/2015 1.00 1.11 20 05/10/2015 - 05/16/2015 1.02 1.13 21 05/17/2015 - 05/23/2015 1.05 1.17 22 05/24/2015 - 05/30/2015 1.08 1.20 23 05/31/2015 - 06/06/2015 1.11 1.23 24 06/07/2015 - 06/13/2015 1.14 1.27 25 06/14/2015 - 06/20/2015 1.15 1.28 26 06/21/2015 - 06/27/2015 1.16 1.29 27 06/28/2015 - 07/04/2015 1.16 1.29 28 07/05/2015 - 07/11/2015 1.17 1.30 29 07/12/2015 - 07/18/2015 1.16 1.29 30 07/19/2015 - 07/25/2015 1.15 1.28 31 07/26/2015 - 08/01/2015 1.13 1.26 32 08/02/2015 - 08/08/2015 1.12 1.24 33 08/09/2015 - 08/15/2015 1.11 1.23 34 08/16/2015 - 08/22/2015 1.11 1.23 35 08/23/2015 - 08/29/2015 1.12 1.24 36 08/30/2015 - 09/05/2015 1.12 1.24 37 09/06/2015 - 09/12/2015 1.13 1.26 38 09/13/2015 - 09/19/2015 1.11 1.23 39 09/20/2015 - 09/26/2015 1.10 1.22 40 09/27/2015 - 10/03/2015 1.08 1.20 41 10/04/2015 - 10/10/2015 1.07 1.19 42 10/11/2015 - 10/17/2015 1.06 1.18 43 10/18/2015 - 10/24/2015 1.04 1.16 44 10/25/2015 - 10/31/2015 1.02 1.13 45 11/01/2015 - 11/07/2015 1.00 1.11 46 11/08/2015 - 11/14/2015 0.99 1.10 47 11/15/2015 - 11/21/2015 0.98 1.09 48 11/22/2015 - 11/28/2015 0.97 1.08 49 11/29/2015 - 12/05/2015 0.96 1.07 50 12/06/2015 - 12/12/2015 0.96 1.07 51 12/13/2015 - 12/19/2015 0.95 1.06 52 12/20/2015 - 12/26/2015 0.94 1.04 53 12/27/2015 - 12/31/2015 0.93 1.03 * Peak Season Page 1 of 7 Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume Report generated on 3/21/2016 8:16 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212 LOCATION:Livingston Rd -- Pine Ridge Rd QC JOB #:13739803 CITY/STATE:Naples, FL DATE:Thu, Mar 10 2016 15-Min Count Period Beginning At Livingston Rd (Northbound) Livingston Rd (Southbound) Pine Ridge Rd (Eastbound) Pine Ridge Rd (Westbound) Total Hourly Totals Left Thru Right U R*Left Thru Right U R*Left Thru Right U R*Left Thru Right U R* 7:00 AM 53 42 15 0 17 42 121 8 0 22 21 144 15 4 14 86 409 32 0 37 1082 7:15 AM 47 121 26 0 26 53 214 26 0 25 26 126 20 6 10 149 455 40 0 44 1414 7:30 AM 83 190 23 1 28 70 236 42 0 33 43 171 20 12 12 115 425 47 0 37 1588 7:45 AM 102 157 23 0 35 71 225 62 1 43 49 158 20 9 18 111 528 39 0 38 1689 5773 8:00 AM 95 163 27 1 18 94 226 74 2 47 48 173 25 9 23 113 432 34 0 37 1641 6332 8:15 AM 112 159 31 1 21 92 190 34 0 38 43 251 29 8 21 105 467 25 0 32 1659 6577 8:30 AM 81 151 48 0 29 53 217 47 0 36 47 184 25 14 13 113 464 33 0 30 1585 6574 8:45 AM 97 156 45 1 20 85 178 45 1 49 48 182 32 5 10 94 425 30 0 40 1543 6428 Peak 15-Min Northbound Southbound Eastbound Westbound TotalFlowratesLeftThruRightUR*Left Thru Right U R*Left Thru Right U R*Left Thru Right U R* All Vehicles 408 628 92 0 140 284 900 248 4 172 196 632 80 36 72 444 2112 156 0 152 6756 Heavy Trucks 4 40 12 0 28 8 8 56 12 36 88 12 304 Pedestrians 0 0 0 0 0 Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0 Railroad Stopped Buses Comments: R* = RTOR Peak-Hour: 7:30 AM -- 8:30 AM Peak 15-Min: 7:45 AM -- 8:00 AM 395 669 206 330877373 221 753 168 444 1852 289 1270 1580 1142 2585 1144 1492 1286 2655 0.97 3.8 6.4 5.3 2.44.43.2 5.0 6.4 2.4 9.5 5.4 4.5 5.4 3.7 5.5 6.0 5.9 5.7 5.2 4.8 0 3 1 0 0 0 0 100 0 0 0 0 0 0 NA NA NA NA NA NA NA NA Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume Report generated on 3/21/2016 8:16 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212 LOCATION:Livingston Rd -- Pine Ridge Rd QC JOB #:13739804 CITY/STATE:Naples, FL DATE:Thu, Mar 10 2016 15-Min Count Period Beginning At Livingston Rd (Northbound) Livingston Rd (Southbound) Pine Ridge Rd (Eastbound) Pine Ridge Rd (Westbound) Total Hourly Totals Left Thru Right U R*Left Thru Right U R*Left Thru Right U R*Left Thru Right U R* 4:00 PM 60 171 95 0 17 92 152 14 0 43 66 442 38 2 63 61 332 52 0 15 1715 4:15 PM 79 216 80 0 24 105 163 38 0 36 57 402 41 5 54 64 326 43 0 33 1766 4:30 PM 74 153 84 1 22 93 160 14 0 49 67 521 46 5 36 45 305 48 0 27 1750 4:45 PM 69 226 102 1 15 73 177 33 0 31 37 409 43 3 46 60 383 66 0 30 1804 7035 5:00 PM 59 237 107 0 26 94 153 24 0 46 63 472 62 2 42 59 280 57 0 34 1817 7137 5:15 PM 67 205 122 0 20 86 145 16 0 50 64 493 55 2 44 60 372 40 0 40 1881 7252 5:30 PM 90 212 110 0 25 96 208 43 1 22 66 380 39 3 51 45 310 43 0 41 1785 7287 5:45 PM 76 138 62 1 18 98 135 23 0 37 68 502 59 2 45 55 303 47 0 29 1698 7181 Peak 15-Min Northbound Southbound Eastbound Westbound TotalFlowratesLeftThruRightUR*Left Thru Right U R*Left Thru Right U R*Left Thru Right U R* All Vehicles 268 820 488 0 80 344 580 64 0 200 256 1972 220 8 176 240 1488 160 0 160 7524 Heavy Trucks 0 12 16 12 32 0 8 48 0 4 52 4 188 Pedestrians 8 8 4 0 20 Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0 Railroad Stopped Buses Comments: R* = RTOR Peak-Hour: 4:45 PM -- 5:45 PM Peak 15-Min: 5:15 PM -- 5:30 PM 286 880 527 350683265 240 1754 382 224 1345 351 1693 1298 2376 1920 1462 1290 2630 1905 0.97 2.1 3.3 4.0 2.63.50.8 1.3 2.5 1.0 3.6 2.5 1.7 3.3 2.7 2.1 2.5 2.6 2.8 2.8 2.2 4 13 3 2 0 0 0 000 0 0 0 0 0 0 NA NA NA NA NA NA NA NA Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume Report generated on 3/21/2016 8:16 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212 LOCATION:Whippoorwill Ln -- Pine Ridge Rd QC JOB #:13739805 CITY/STATE:Naples, FL DATE:Thu, Mar 10 2016 15-Min Count Period Beginning At Whippoorwill Ln (Northbound) Whippoorwill Ln (Southbound) Pine Ridge Rd (Eastbound) Pine Ridge Rd (Westbound) Total Hourly Totals Left Thru Right U R*Left Thru Right U R*Left Thru Right U R*Left Thru Right U R* 7:00 AM 70 1 10 0 22 13 0 14 0 13 8 188 20 3 14 30 488 31 4 6 935 7:15 AM 66 2 13 0 26 15 0 7 0 11 7 224 21 6 7 32 731 37 6 5 1216 7:30 AM 81 25 25 0 25 9 2 13 0 28 6 239 14 6 2 22 611 24 6 10 1148 7:45 AM 111 21 21 0 19 10 1 18 0 22 16 223 18 6 6 43 607 22 4 8 1176 4475 8:00 AM 87 6 12 0 33 12 2 19 0 10 6 252 28 10 16 50 622 26 8 8 1207 4747 8:15 AM 101 4 4 0 31 10 0 14 0 12 17 261 37 8 14 53 585 32 10 8 1201 4732 8:30 AM 90 0 2 0 32 19 2 9 0 8 14 290 40 3 18 50 638 30 2 3 1250 4834 8:45 AM 64 6 14 0 25 13 3 16 0 17 17 271 32 14 17 27 567 23 5 8 1139 4797 Peak 15-Min Northbound Southbound Eastbound Westbound TotalFlowratesLeftThruRightUR*Left Thru Right U R*Left Thru Right U R*Left Thru Right U R* All Vehicles 360 0 8 0 128 76 8 36 0 32 56 1160 160 12 72 200 2552 120 8 12 5000 Heavy Trucks 8 0 0 4 0 0 4 108 12 4 160 20 320 Pedestrians 0 0 4 0 4 Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0 Railroad Stopped Buses Comments: R* = RTOR Peak-Hour: 7:45 AM -- 8:45 AM Peak 15-Min: 8:30 AM -- 8:45 AM 389 31 154 515112 80 1026 177 220 2452 137 574 168 1283 2809 221 378 1255 2980 0.97 2.3 0.0 0.0 9.80.07.1 5.0 7.3 3.4 0.9 6.6 10.2 1.6 7.7 6.6 6.3 8.1 2.1 6.4 6.0 0 2 3 0 0 0 0 000 0 0 0 0 0 0 NA NA NA NA NA NA NA NA Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume Report generated on 3/21/2016 8:16 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212 LOCATION:Whippoorwill Ln -- Pine Ridge Rd QC JOB #:13739806 CITY/STATE:Naples, FL DATE:Thu, Mar 10 2016 15-Min Count Period Beginning At Whippoorwill Ln (Northbound) Whippoorwill Ln (Southbound) Pine Ridge Rd (Eastbound) Pine Ridge Rd (Westbound) Total Hourly Totals Left Thru Right U R*Left Thru Right U R*Left Thru Right U R*Left Thru Right U R* 4:00 PM 61 1 10 0 19 26 1 5 0 13 24 496 47 14 40 31 376 17 2 11 1194 4:15 PM 58 2 18 0 19 32 2 10 0 17 24 557 42 16 43 33 378 15 3 7 1276 4:30 PM 65 2 21 0 17 23 2 6 0 15 18 638 52 20 33 33 402 26 3 6 1382 4:45 PM 83 5 22 0 18 33 0 2 0 18 24 510 43 25 30 32 390 13 8 4 1260 5112 5:00 PM 83 4 45 0 25 33 1 5 0 13 24 625 56 15 40 30 386 25 3 7 1420 5338 5:15 PM 63 3 45 0 20 31 4 11 0 5 27 598 59 19 13 51 413 17 1 6 1386 5448 5:30 PM 64 1 29 0 19 24 1 2 0 21 27 566 51 19 43 39 336 19 4 6 1271 5337 5:45 PM 49 2 22 0 15 23 2 10 0 14 41 602 45 19 38 31 389 10 4 7 1323 5400 Peak 15-Min Northbound Southbound Eastbound Westbound TotalFlowratesLeftThruRightUR*Left Thru Right U R*Left Thru Right U R*Left Thru Right U R* All Vehicles 332 16 180 0 100 132 4 20 0 52 96 2500 224 60 160 120 1544 100 12 28 5680 Heavy Trucks 0 0 4 16 0 4 4 80 0 4 20 8 140 Pedestrians 0 4 0 0 4 Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0 Railroad Stopped Buses Comments: R* = RTOR Peak-Hour: 4:30 PM -- 5:30 PM Peak 15-Min: 5:00 PM -- 5:15 PM 294 14 213 120775 172 2371 326 161 1591 104 521 202 2869 1856 211 479 2719 2039 0.96 1.4 0.0 2.3 6.70.02.7 3.5 3.4 0.3 1.9 3.4 3.8 1.7 5.0 3.0 3.3 4.7 0.8 3.4 2.9 1 2 3 0 0 0 0 000 0 0 0 0 0 0 NA NA NA NA NA NA NA NA Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume Report generated on 3/21/2016 8:16 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212 LOCATION:I-75 SB Ramps -- Pine Ridge Rd QC JOB #:13739807 CITY/STATE:Naples, FL DATE:Thu, Mar 10 2016 15-Min Count Period Beginning At I-75 SB Ramps (Northbound) I-75 SB Ramps (Southbound) Pine Ridge Rd (Eastbound) Pine Ridge Rd (Westbound) Total Hourly Totals Left Thru Right U R*Left Thru Right U R*Left Thru Right U R*Left Thru Right U R* 7:00 AM 0 0 0 0 0 68 0 123 0 40 0 185 65 0 0 27 403 0 0 0 911 7:15 AM 0 0 0 0 0 73 0 135 0 45 0 181 77 0 0 38 609 0 0 0 1158 7:30 AM 0 0 0 0 0 80 0 164 0 31 0 231 82 0 0 43 583 0 0 0 1214 7:45 AM 0 0 0 0 0 77 1 114 0 10 0 212 71 0 0 36 527 0 0 0 1048 4331 8:00 AM 0 0 0 0 0 56 0 145 0 31 0 236 82 0 0 45 539 0 1 0 1135 4555 8:15 AM 0 0 0 0 0 83 0 195 0 44 0 256 90 0 0 45 481 0 1 0 1195 4592 8:30 AM 0 0 0 0 0 80 0 185 0 43 0 242 73 0 0 47 420 0 2 0 1092 4470 8:45 AM 0 0 0 0 0 75 0 94 0 68 0 284 59 0 0 37 442 0 0 0 1059 4481 Peak 15-Min Northbound Southbound Eastbound Westbound TotalFlowratesLeftThruRightUR*Left Thru Right U R*Left Thru Right U R*Left Thru Right U R* All Vehicles 0 0 0 0 0 320 0 656 0 124 0 924 328 0 0 172 2332 0 0 0 4856 Heavy Trucks 0 0 0 16 0 48 0 76 8 8 124 0 280 Pedestrians 0 4 0 0 4 Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0 Railroad Stopped Buses Comments: R* = RTOR Peak-Hour: 7:30 AM -- 8:30 AM Peak 15-Min: 7:30 AM -- 7:45 AM 0 0 0 2961734 0 935 325 171 2130 0 0 1031 1260 2301 0 495 1233 2864 0.95 0.0 0.0 0.0 10.50.06.7 0.0 6.8 2.8 3.5 5.4 0.0 0.0 7.8 5.8 5.3 0.0 3.0 7.7 5.8 0 1 0 0 0 0 0 000 0 0 0 0 0 0 NA NA NA NA NA NA NA NA Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume Report generated on 3/21/2016 8:16 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212 LOCATION:I-75 SB Ramps -- Pine Ridge Rd QC JOB #:13739808 CITY/STATE:Naples, FL DATE:Thu, Mar 10 2016 15-Min Count Period Beginning At I-75 SB Ramps (Northbound) I-75 SB Ramps (Southbound) Pine Ridge Rd (Eastbound) Pine Ridge Rd (Westbound) Total Hourly Totals Left Thru Right U R*Left Thru Right U R*Left Thru Right U R*Left Thru Right U R* 4:00 PM 0 0 0 0 0 94 0 103 0 51 0 502 93 0 0 20 290 0 0 0 1153 4:15 PM 0 0 0 0 0 100 0 60 0 82 0 538 113 0 0 23 296 0 0 0 1212 4:30 PM 0 0 0 0 0 113 0 83 0 71 0 552 102 0 0 23 304 0 1 0 1249 4:45 PM 0 0 0 0 0 93 0 69 0 66 0 526 110 0 0 20 333 0 0 0 1217 4831 5:00 PM 0 0 0 0 0 124 0 71 0 64 0 594 112 0 0 33 272 0 0 0 1270 4948 5:15 PM 0 0 0 0 0 144 0 72 0 74 0 581 99 0 0 36 326 0 2 0 1334 5070 5:30 PM 0 0 0 0 0 101 0 50 0 64 0 610 88 0 0 25 310 0 1 0 1249 5070 5:45 PM 0 0 0 0 0 106 0 56 0 66 0 535 77 0 0 19 284 0 1 0 1144 4997 Peak 15-Min Northbound Southbound Eastbound Westbound TotalFlowratesLeftThruRightUR*Left Thru Right U R*Left Thru Right U R*Left Thru Right U R* All Vehicles 0 0 0 0 0 576 0 288 0 296 0 2324 396 0 0 144 1304 0 8 0 5336 Heavy Trucks 0 0 0 40 0 8 0 92 16 4 28 0 188 Pedestrians 0 0 0 0 0 Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0 Railroad Stopped Buses Comments: R* = RTOR Peak-Hour: 4:30 PM -- 5:30 PM Peak 15-Min: 5:15 PM -- 5:30 PM 0 0 0 4740570 0 2253 423 115 1235 0 0 1044 2676 1350 0 535 2730 1805 0.95 0.0 0.0 0.0 4.40.01.6 0.0 3.3 2.6 1.7 3.1 0.0 0.0 2.9 3.2 3.0 0.0 2.4 3.5 2.6 0 2 0 0 0 0 0 000 0 0 0 0 0 0 NA NA NA NA NA NA NA NA Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume Report generated on 3/21/2016 8:16 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212 LOCATION:I-75 NB Ramps -- Pine Ridge Rd QC JOB #:13739809 CITY/STATE:Naples, FL DATE:Thu, Mar 10 2016 15-Min Count Period Beginning At I-75 NB Ramps (Northbound) I-75 NB Ramps (Southbound) Pine Ridge Rd (Eastbound) Pine Ridge Rd (Westbound) Total Hourly Totals Left Thru Right U R*Left Thru Right U R*Left Thru Right U R*Left Thru Right U R* 7:00 AM 68 0 5 0 7 0 0 0 0 0 78 177 0 0 0 0 385 75 0 0 795 7:15 AM 103 0 3 0 17 0 0 0 0 0 69 179 0 0 0 0 532 115 0 0 1018 7:30 AM 102 0 9 0 17 0 0 0 0 0 96 210 0 4 0 0 518 138 0 0 1094 7:45 AM 117 0 6 0 29 0 0 0 0 0 85 200 0 4 0 0 470 120 0 0 1031 3938 8:00 AM 74 0 8 0 18 0 0 0 0 0 76 189 0 4 0 0 468 117 0 0 954 4097 8:15 AM 81 0 6 0 17 0 0 0 0 0 101 241 0 1 0 1 450 106 0 0 1004 4083 8:30 AM 83 0 5 0 15 0 0 0 0 0 99 222 0 1 0 0 375 102 0 0 902 3891 8:45 AM 62 0 10 0 24 0 0 0 0 0 86 254 0 2 0 0 388 97 0 0 923 3783 Peak 15-Min Northbound Southbound Eastbound Westbound TotalFlowratesLeftThruRightUR*Left Thru Right U R*Left Thru Right U R*Left Thru Right U R* All Vehicles 408 0 36 0 68 0 0 0 0 0 384 840 0 16 0 0 2072 552 0 0 4376 Heavy Trucks 32 0 0 0 0 0 48 76 0 0 80 32 268 Pedestrians 0 4 0 0 4 Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0 Railroad Stopped Buses Comments: R* = RTOR Peak-Hour: 7:15 AM -- 8:15 AM Peak 15-Min: 7:30 AM -- 7:45 AM 396 0 107 000 338 778 0 0 1988 490 503 0 1116 2478 816 0 885 2396 0.94 5.3 0.0 0.0 0.00.00.0 9.5 8.0 0.0 0.0 5.2 5.1 4.2 0.0 8.4 5.2 7.0 0.0 7.0 5.2 0 1 0 0 0 0 0 000 0 0 0 0 0 0 NA NA NA NA NA NA NA NA Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume Report generated on 3/21/2016 8:16 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212 LOCATION:I-75 NB Ramps -- Pine Ridge Rd QC JOB #:13739810 CITY/STATE:Naples, FL DATE:Thu, Mar 10 2016 15-Min Count Period Beginning At I-75 NB Ramps (Northbound) I-75 NB Ramps (Southbound) Pine Ridge Rd (Eastbound) Pine Ridge Rd (Westbound) Total Hourly Totals Left Thru Right U R*Left Thru Right U R*Left Thru Right U R*Left Thru Right U R* 4:00 PM 49 0 12 0 25 0 0 0 0 0 128 457 0 0 0 0 260 64 0 0 995 4:15 PM 82 0 7 0 21 0 0 0 0 0 159 465 0 1 0 0 232 76 0 0 1043 4:30 PM 70 0 11 0 24 0 0 0 0 0 164 499 0 1 0 0 262 81 0 0 1112 4:45 PM 67 0 12 0 23 0 0 0 0 0 140 479 0 3 0 0 287 97 0 0 1108 4258 5:00 PM 73 0 9 0 22 0 0 0 0 0 196 518 0 0 0 0 248 105 0 0 1171 4434 5:15 PM 83 0 12 0 18 0 0 0 0 0 140 580 0 0 0 0 284 78 0 0 1195 4586 5:30 PM 77 0 10 0 24 0 0 0 0 0 156 564 0 0 0 0 256 77 0 0 1164 4638 5:45 PM 57 0 3 0 23 0 0 0 0 0 138 491 0 1 0 0 241 80 0 0 1034 4564 Peak 15-Min Northbound Southbound Eastbound Westbound TotalFlowratesLeftThruRightUR*Left Thru Right U R*Left Thru Right U R*Left Thru Right U R* All Vehicles 332 0 48 0 72 0 0 0 0 0 560 2320 0 0 0 0 1136 312 0 0 4780 Heavy Trucks 8 0 0 0 0 0 60 88 0 0 36 12 204 Pedestrians 0 0 0 0 0 Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0 Railroad Stopped Buses Comments: R* = RTOR Peak-Hour: 4:45 PM -- 5:45 PM Peak 15-Min: 5:15 PM -- 5:30 PM 300 0 130 000 635 2141 0 0 1075 357 430 0 2776 1432 989 0 2271 1378 0.97 2.3 0.0 0.8 0.00.00.0 5.2 2.8 0.0 0.0 2.4 4.2 1.9 0.0 3.4 2.9 4.9 0.0 2.7 2.4 0 2 0 0 0 0 0 000 0 0 0 0 0 0 NA NA NA NA NA NA NA NA Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume Report generated on 3/21/2016 8:16 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212 LOCATION:Napa Blvd -- Pine Ridge Rd QC JOB #:13739811 CITY/STATE:Naples, FL DATE:Thu, Mar 10 2016 15-Min Count Period Beginning At Napa Blvd (Northbound) Napa Blvd (Southbound) Pine Ridge Rd (Eastbound) Pine Ridge Rd (Westbound) Total Hourly Totals Left Thru Right U R*Left Thru Right U R*Left Thru Right U R*Left Thru Right U R* 7:00 AM 3 1 0 0 0 6 2 37 1 33 42 149 0 0 0 2 451 37 0 11 775 7:15 AM 3 1 1 0 0 11 1 51 0 48 50 132 6 0 0 1 517 42 0 11 875 7:30 AM 5 0 0 0 2 7 0 36 0 53 72 159 7 0 0 1 573 43 1 7 966 7:45 AM 1 3 0 0 1 10 2 45 0 62 89 129 6 0 0 5 467 39 0 12 871 3487 8:00 AM 9 3 2 0 1 8 0 47 0 48 70 155 8 0 0 3 470 40 0 5 869 3581 8:15 AM 3 2 0 0 1 6 3 50 0 67 82 181 4 1 2 2 451 39 0 11 905 3611 8:30 AM 3 3 1 0 0 19 5 57 0 66 65 175 4 1 2 12 376 29 0 10 828 3473 8:45 AM 2 2 0 0 0 4 2 22 0 73 72 217 11 2 0 9 393 44 0 3 856 3458 Peak 15-Min Northbound Southbound Eastbound Westbound TotalFlowratesLeftThruRightUR*Left Thru Right U R*Left Thru Right U R*Left Thru Right U R* All Vehicles 20 0 0 0 8 28 0 144 0 212 288 636 28 0 0 4 2292 172 4 28 3864 Heavy Trucks 4 0 0 4 0 12 12 64 0 0 100 24 220 Pedestrians 0 4 0 4 8 Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0 Railroad Stopped Buses Comments: R* = RTOR Peak-Hour: 7:30 AM -- 8:30 AM Peak 15-Min: 7:30 AM -- 7:45 AM 18 8 7 315408 314 624 27 12 1961 196 33 444 965 2169 517 43 663 2388 0.93 5.6 0.0 0.0 6.50.02.7 2.2 11.5 0.0 0.0 5.5 6.1 3.0 2.9 8.2 5.5 3.7 0.0 11.2 5.0 0 3 0 3 0 0 0 000 0 0 0 0 0 0 NA NA NA NA NA NA NA NA Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume Report generated on 3/21/2016 8:16 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212 LOCATION:Napa Blvd -- Pine Ridge Rd QC JOB #:13739812 CITY/STATE:Naples, FL DATE:Thu, Mar 10 2016 15-Min Count Period Beginning At Napa Blvd (Northbound) Napa Blvd (Southbound) Pine Ridge Rd (Eastbound) Pine Ridge Rd (Westbound) Total Hourly Totals Left Thru Right U R*Left Thru Right U R*Left Thru Right U R*Left Thru Right U R* 4:00 PM 6 3 0 0 0 18 1 23 1 79 67 424 3 4 0 0 223 17 0 3 872 4:15 PM 5 0 0 0 2 16 2 29 0 64 78 413 3 5 0 2 228 13 0 8 868 4:30 PM 4 5 3 0 0 20 4 56 1 55 99 446 5 0 2 0 219 17 0 4 940 4:45 PM 5 1 0 0 0 15 2 31 0 67 71 427 5 2 0 2 274 26 0 7 935 3615 5:00 PM 10 1 3 0 2 30 2 59 1 72 78 467 5 1 0 2 239 16 0 1 989 3732 5:15 PM 5 1 0 0 4 26 4 39 0 66 99 514 6 0 0 0 241 25 0 3 1033 3897 5:30 PM 3 3 0 0 0 28 2 39 0 64 100 502 3 0 0 0 245 19 1 2 1011 3968 5:45 PM 5 0 2 0 0 12 0 59 0 46 87 434 3 2 0 1 218 22 1 2 894 3927 Peak 15-Min Northbound Southbound Eastbound Westbound TotalFlowratesLeftThruRightUR*Left Thru Right U R*Left Thru Right U R*Left Thru Right U R* All Vehicles 20 4 0 0 16 104 16 156 0 264 396 2056 24 0 0 0 964 100 0 12 4132 Heavy Trucks 0 0 0 0 0 0 0 80 0 0 40 4 124 Pedestrians 0 0 0 0 0 Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0 Railroad Stopped Buses Comments: R* = RTOR Peak-Hour: 4:45 PM -- 5:45 PM Peak 15-Min: 5:15 PM -- 5:30 PM 23 6 9 10010437 351 1910 19 5 999 99 38 547 2280 1103 454 33 2019 1462 0.96 0.0 0.0 0.0 3.00.00.2 0.3 2.9 0.0 0.0 4.0 1.0 0.0 0.7 2.5 3.7 0.4 0.0 2.9 2.8 0 3 0 0 0 0 0 000 0 0 0 0 0 0 NA NA NA NA NA NA NA NA Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume Report generated on 3/21/2016 8:16 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212 LOCATION:Livingston Rd -- Marbella Lakes Dr QC JOB #:13739801 CITY/STATE:Naples, FL DATE:Thu, Mar 10 2016 15-Min Count Period Beginning At Livingston Rd (Northbound) Livingston Rd (Southbound) Marbella Lakes Dr (Eastbound) Marbella Lakes Dr (Westbound) Total Hourly Totals Left Thru Right U R*Left Thru Right U R*Left Thru Right U R*Left Thru Right U R* 7:00 AM 0 130 2 0 0 2 269 0 0 0 0 0 0 0 0 9 0 11 0 0 423 7:15 AM 0 188 3 0 0 5 329 0 0 0 0 0 0 0 0 18 0 11 0 0 554 7:30 AM 0 254 3 0 0 5 417 0 1 0 0 0 0 0 0 13 0 26 0 0 719 7:45 AM 0 257 3 0 0 2 405 0 0 0 0 0 0 0 0 6 0 26 0 0 699 2395 8:00 AM 0 241 4 0 0 4 351 0 0 0 0 0 0 0 0 11 0 20 0 0 631 2603 8:15 AM 0 257 5 0 0 8 367 0 1 0 0 0 0 0 0 7 0 18 0 0 663 2712 8:30 AM 0 244 8 0 0 6 324 0 0 0 0 0 0 0 0 8 0 15 0 0 605 2598 8:45 AM 0 237 4 0 0 11 315 0 0 0 0 0 0 0 0 12 0 13 0 0 592 2491 Peak 15-Min Northbound Southbound Eastbound Westbound TotalFlowratesLeftThruRightUR*Left Thru Right U R*Left Thru Right U R*Left Thru Right U R* All Vehicles 0 1016 12 0 0 20 1668 0 4 0 0 0 0 0 0 52 0 104 0 0 2876 Heavy Trucks 0 32 8 0 64 0 0 0 0 4 0 0 108 Pedestrians 0 0 0 8 8 Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0 Railroad Stopped Buses Comments: R* = RTOR Peak-Hour: 7:30 AM -- 8:30 AM Peak 15-Min: 7:30 AM -- 7:45 AM 0 1009 15 2115400 0 0 0 37 0 90 1024 1561 0 127 1101 1577 34 0 0.94 0.0 3.7 20.0 0.03.80.0 0.0 0.0 0.0 8.1 0.0 0.0 3.9 3.8 0.0 2.4 3.4 3.9 8.8 0.0 0 0 0 6 0 0 0 000 0 0 0 0 0 0 NA NA NA NA NA NA NA NA Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume Report generated on 3/21/2016 8:16 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212 LOCATION:Livingston Rd -- Marbella Lakes Dr QC JOB #:13739802 CITY/STATE:Naples, FL DATE:Thu, Mar 10 2016 15-Min Count Period Beginning At Livingston Rd (Northbound) Livingston Rd (Southbound) Marbella Lakes Dr (Eastbound) Marbella Lakes Dr (Westbound) Total Hourly Totals Left Thru Right U R*Left Thru Right U R*Left Thru Right U R*Left Thru Right U R* 4:00 PM 0 317 5 0 0 22 268 0 0 0 0 0 0 0 0 5 0 12 0 0 629 4:15 PM 0 307 8 0 0 22 267 0 0 0 0 0 0 0 0 7 0 8 0 0 619 4:30 PM 0 360 5 0 0 14 268 0 0 0 0 0 0 0 0 7 0 14 0 0 668 4:45 PM 0 319 8 1 0 12 264 0 0 0 0 0 0 0 0 6 0 11 0 0 621 2537 5:00 PM 0 395 15 0 0 16 272 0 1 0 0 0 0 0 0 6 0 14 0 0 719 2627 5:15 PM 0 394 10 0 0 22 246 0 0 0 0 0 0 0 0 10 0 7 0 0 689 2697 5:30 PM 0 318 9 0 0 14 267 0 0 0 0 0 0 0 0 6 0 23 0 0 637 2666 5:45 PM 0 241 7 0 0 14 249 0 0 0 0 0 0 0 0 5 0 14 0 0 530 2575 Peak 15-Min Northbound Southbound Eastbound Westbound TotalFlowratesLeftThruRightUR*Left Thru Right U R*Left Thru Right U R*Left Thru Right U R* All Vehicles 0 1580 60 0 0 64 1088 0 4 0 0 0 0 0 0 24 0 56 0 0 2876 Heavy Trucks 0 20 0 0 56 0 0 0 0 0 0 0 76 Pedestrians 0 0 0 0 0 Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0 Railroad Stopped Buses Comments: R* = RTOR Peak-Hour: 4:30 PM -- 5:30 PM Peak 15-Min: 5:00 PM -- 5:15 PM 1 1468 38 6510500 0 0 0 29 0 46 1507 1115 0 75 1515 1080 102 0 0.94 0.0 2.2 0.0 0.03.80.0 0.0 0.0 0.0 0.0 0.0 2.2 2.2 3.6 0.0 1.3 2.2 3.7 0.0 0.0 0 0 0 2 0 0 0 000 0 0 0 0 0 0 NA NA NA NA NA NA NA NA Appendix B 24-Hour Machine Counts Type of report: Tube Count - Volume Data SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) LOCATION:Pine Ridge Rd Btwn Napa Blvd & I-75 NB Ramps QC JOB #:13739813 SPECIFIC LOCATION:Pine Ridge Rd Btwn Napa Blvd & I-75 NB Ramps CITY/STATE:Naples, FL DIRECTION:EB DATE:Mar 10 2016 - Mar 10 2016 Start Time Mon Tue Wed Thu 10-Mar-16 Fri Average Weekday Hourly Traffic Sat Sun Average Week Hourly Traffic Average Week Profile 12:00 AM 58 58 58 12:15 AM 43 43 43 12:30 AM 55 55 55 12:45 AM 35 35 35 1:00 AM 41 41 41 1:15 AM 24 24 24 1:30 AM 12 12 12 1:45 AM 17 17 17 2:00 AM 24 24 24 2:15 AM 24 24 24 2:30 AM 11 11 11 2:45 AM 20 20 20 3:00 AM 15 15 15 3:15 AM 9 9 9 3:30 AM 10 10 10 3:45 AM 12 12 12 4:00 AM 12 12 12 4:15 AM 16 16 16 4:30 AM 16 16 16 4:45 AM 21 21 21 5:00 AM 29 29 29 5:15 AM 24 24 24 5:30 AM 45 45 45 5:45 AM 63 63 63 Day Total % Weekday Average % Week Average AM Peak Volume PM Peak Volume Comments: Page 1 of 4 Report generated on 3/21/2016 8:19 PM Type of report: Tube Count - Volume Data SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) LOCATION:Pine Ridge Rd Btwn Napa Blvd & I-75 NB Ramps QC JOB #:13739813 SPECIFIC LOCATION:Pine Ridge Rd Btwn Napa Blvd & I-75 NB Ramps CITY/STATE:Naples, FL DIRECTION:EB DATE:Mar 10 2016 - Mar 10 2016 Start Time Mon Tue Wed Thu 10-Mar-16 Fri Average Weekday Hourly Traffic Sat Sun Average Week Hourly Traffic Average Week Profile 6:00 AM 54 54 54 6:15 AM 113 113 113 6:30 AM 131 131 131 6:45 AM 173 173 173 7:00 AM 177 177 177 7:15 AM 209 209 209 7:30 AM 224 224 224 7:45 AM 219 219 219 8:00 AM 251 251 251 8:15 AM 257 257 257 8:30 AM 258 258 258 8:45 AM 299 299 299 9:00 AM 232 232 232 9:15 AM 239 239 239 9:30 AM 258 258 258 9:45 AM 242 242 242 10:00 AM 280 280 280 10:15 AM 273 273 273 10:30 AM 254 254 254 10:45 AM 257 257 257 11:00 AM 269 269 269 11:15 AM 283 283 283 11:30 AM 284 284 284 11:45 AM 272 272 272 Day Total % Weekday Average % Week Average AM Peak Volume PM Peak Volume Comments: Page 2 of 4 Report generated on 3/21/2016 8:19 PM Type of report: Tube Count - Volume Data SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) LOCATION:Pine Ridge Rd Btwn Napa Blvd & I-75 NB Ramps QC JOB #:13739813 SPECIFIC LOCATION:Pine Ridge Rd Btwn Napa Blvd & I-75 NB Ramps CITY/STATE:Naples, FL DIRECTION:EB DATE:Mar 10 2016 - Mar 10 2016 Start Time Mon Tue Wed Thu 10-Mar-16 Fri Average Weekday Hourly Traffic Sat Sun Average Week Hourly Traffic Average Week Profile 12:00 PM 293 293 293 12:15 PM 311 311 311 12:30 PM 345 345 345 12:45 PM 353 353 353 1:00 PM 308 308 308 1:15 PM 319 319 319 1:30 PM 340 340 340 1:45 PM 336 336 336 2:00 PM 352 352 352 2:15 PM 335 335 335 2:30 PM 399 399 399 2:45 PM 413 413 413 3:00 PM 376 376 376 3:15 PM 449 449 449 3:30 PM 427 427 427 3:45 PM 488 488 488 4:00 PM 472 472 472 4:15 PM 482 482 482 4:30 PM 525 525 525 4:45 PM 490 490 490 5:00 PM 513 513 513 5:15 PM 624 624 624 5:30 PM 565 565 565 5:45 PM 492 492 492 Day Total % Weekday Average % Week Average AM Peak Volume PM Peak Volume Comments: Page 3 of 4 Report generated on 3/21/2016 8:19 PM Type of report: Tube Count - Volume Data SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) LOCATION:Pine Ridge Rd Btwn Napa Blvd & I-75 NB Ramps QC JOB #:13739813 SPECIFIC LOCATION:Pine Ridge Rd Btwn Napa Blvd & I-75 NB Ramps CITY/STATE:Naples, FL DIRECTION:EB DATE:Mar 10 2016 - Mar 10 2016 Start Time Mon Tue Wed Thu 10-Mar-16 Fri Average Weekday Hourly Traffic Sat Sun Average Week Hourly Traffic Average Week Profile 6:00 PM 517 517 517 6:15 PM 427 427 427 6:30 PM 393 393 393 6:45 PM 358 358 358 7:00 PM 343 343 343 7:15 PM 363 363 363 7:30 PM 341 341 341 7:45 PM 273 273 273 8:00 PM 250 250 250 8:15 PM 257 257 257 8:30 PM 283 283 283 8:45 PM 229 229 229 9:00 PM 244 244 244 9:15 PM 229 229 229 9:30 PM 206 206 206 9:45 PM 165 165 165 10:00 PM 159 159 159 10:15 PM 175 175 175 10:30 PM 146 146 146 10:45 PM 141 141 141 11:00 PM 99 99 99 11:15 PM 120 120 120 11:30 PM 76 76 76 11:45 PM 53 53 53 Day Total 21998 21998 21998 % Weekday Average 100.0% % Week Average 100.0%100.0% AM Peak 8:45 AM 8:45 AM 8:45 AM Volume 299 299 299 PM Peak 5:15 PM 5:15 PM 5:15 PM Volume 624 624 624 Comments: Page 4 of 4 Report generated on 3/21/2016 8:19 PM Type of report: Tube Count - Volume Data SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) LOCATION:Pine Ridge Rd Btwn Napa Blvd & I-75 NB Ramps QC JOB #:13739813 SPECIFIC LOCATION:Pine Ridge Rd Btwn Napa Blvd & I-75 NB Ramps CITY/STATE:Naples, FL DIRECTION:WB DATE:Mar 10 2016 - Mar 10 2016 Start Time Mon Tue Wed Thu 10-Mar-16 Fri Average Weekday Hourly Traffic Sat Sun Average Week Hourly Traffic Average Week Profile 12:00 AM 17 17 17 12:15 AM 17 17 17 12:30 AM 24 24 24 12:45 AM 21 21 21 1:00 AM 10 10 10 1:15 AM 9 9 9 1:30 AM 9 9 9 1:45 AM 7 7 7 2:00 AM 13 13 13 2:15 AM 11 11 11 2:30 AM 14 14 14 2:45 AM 15 15 15 3:00 AM 16 16 16 3:15 AM 13 13 13 3:30 AM 41 41 41 3:45 AM 32 32 32 4:00 AM 33 33 33 4:15 AM 29 29 29 4:30 AM 56 56 56 4:45 AM 91 91 91 5:00 AM 79 79 79 5:15 AM 88 88 88 5:30 AM 127 127 127 5:45 AM 149 149 149 Day Total % Weekday Average % Week Average AM Peak Volume PM Peak Volume Comments: Page 1 of 4 Report generated on 3/21/2016 8:19 PM Type of report: Tube Count - Volume Data SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) LOCATION:Pine Ridge Rd Btwn Napa Blvd & I-75 NB Ramps QC JOB #:13739813 SPECIFIC LOCATION:Pine Ridge Rd Btwn Napa Blvd & I-75 NB Ramps CITY/STATE:Naples, FL DIRECTION:WB DATE:Mar 10 2016 - Mar 10 2016 Start Time Mon Tue Wed Thu 10-Mar-16 Fri Average Weekday Hourly Traffic Sat Sun Average Week Hourly Traffic Average Week Profile 6:00 AM 181 181 181 6:15 AM 329 329 329 6:30 AM 414 414 414 6:45 AM 533 533 533 7:00 AM 469 469 469 7:15 AM 627 627 627 7:30 AM 605 605 605 7:45 AM 623 623 623 8:00 AM 563 563 563 8:15 AM 524 524 524 8:30 AM 497 497 497 8:45 AM 472 472 472 9:00 AM 364 364 364 9:15 AM 405 405 405 9:30 AM 406 406 406 9:45 AM 369 369 369 10:00 AM 352 352 352 10:15 AM 329 329 329 10:30 AM 331 331 331 10:45 AM 318 318 318 11:00 AM 308 308 308 11:15 AM 373 373 373 11:30 AM 359 359 359 11:45 AM 316 316 316 Day Total % Weekday Average % Week Average AM Peak Volume PM Peak Volume Comments: Page 2 of 4 Report generated on 3/21/2016 8:19 PM Type of report: Tube Count - Volume Data SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) LOCATION:Pine Ridge Rd Btwn Napa Blvd & I-75 NB Ramps QC JOB #:13739813 SPECIFIC LOCATION:Pine Ridge Rd Btwn Napa Blvd & I-75 NB Ramps CITY/STATE:Naples, FL DIRECTION:WB DATE:Mar 10 2016 - Mar 10 2016 Start Time Mon Tue Wed Thu 10-Mar-16 Fri Average Weekday Hourly Traffic Sat Sun Average Week Hourly Traffic Average Week Profile 12:00 PM 310 310 310 12:15 PM 322 322 322 12:30 PM 311 311 311 12:45 PM 338 338 338 1:00 PM 303 303 303 1:15 PM 297 297 297 1:30 PM 306 306 306 1:45 PM 294 294 294 2:00 PM 303 303 303 2:15 PM 295 295 295 2:30 PM 332 332 332 2:45 PM 334 334 334 3:00 PM 337 337 337 3:15 PM 333 333 333 3:30 PM 353 353 353 3:45 PM 331 331 331 4:00 PM 311 311 311 4:15 PM 312 312 312 4:30 PM 336 336 336 4:45 PM 355 355 355 5:00 PM 353 353 353 5:15 PM 363 363 363 5:30 PM 309 309 309 5:45 PM 348 348 348 Day Total % Weekday Average % Week Average AM Peak Volume PM Peak Volume Comments: Page 3 of 4 Report generated on 3/21/2016 8:19 PM Type of report: Tube Count - Volume Data SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) LOCATION:Pine Ridge Rd Btwn Napa Blvd & I-75 NB Ramps QC JOB #:13739813 SPECIFIC LOCATION:Pine Ridge Rd Btwn Napa Blvd & I-75 NB Ramps CITY/STATE:Naples, FL DIRECTION:WB DATE:Mar 10 2016 - Mar 10 2016 Start Time Mon Tue Wed Thu 10-Mar-16 Fri Average Weekday Hourly Traffic Sat Sun Average Week Hourly Traffic Average Week Profile 6:00 PM 306 306 306 6:15 PM 284 284 284 6:30 PM 264 264 264 6:45 PM 272 272 272 7:00 PM 261 261 261 7:15 PM 257 257 257 7:30 PM 228 228 228 7:45 PM 161 161 161 8:00 PM 128 128 128 8:15 PM 154 154 154 8:30 PM 142 142 142 8:45 PM 117 117 117 9:00 PM 104 104 104 9:15 PM 104 104 104 9:30 PM 115 115 115 9:45 PM 108 108 108 10:00 PM 89 89 89 10:15 PM 92 92 92 10:30 PM 63 63 63 10:45 PM 55 55 55 11:00 PM 42 42 42 11:15 PM 41 41 41 11:30 PM 38 38 38 11:45 PM 30 30 30 Day Total 22229 22229 22229 % Weekday Average 100.0% % Week Average 100.0%100.0% AM Peak 7:15 AM 7:15 AM 7:15 AM Volume 627 627 627 PM Peak 5:15 PM 5:15 PM 5:15 PM Volume 363 363 363 Comments: Page 4 of 4 Report generated on 3/21/2016 8:19 PM Type of report: Tube Count - Volume Data SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) LOCATION:Pine Ridge Rd Btwn Napa Blvd & I-75 NB Ramps QC JOB #:13739813 SPECIFIC LOCATION:Pine Ridge Rd Btwn Napa Blvd & I-75 NB Ramps CITY/STATE:Naples, FL DIRECTION:EB/WB DATE:Mar 10 2016 - Mar 10 2016 Start Time Mon Tue Wed Thu 10-Mar-16 Fri Average Weekday Hourly Traffic Sat Sun Average Week Hourly Traffic Average Week Profile 12:00 AM 75 75 75 12:15 AM 60 60 60 12:30 AM 79 79 79 12:45 AM 56 56 56 1:00 AM 51 51 51 1:15 AM 33 33 33 1:30 AM 21 21 21 1:45 AM 24 24 24 2:00 AM 37 37 37 2:15 AM 35 35 35 2:30 AM 25 25 25 2:45 AM 35 35 35 3:00 AM 31 31 31 3:15 AM 22 22 22 3:30 AM 51 51 51 3:45 AM 44 44 44 4:00 AM 45 45 45 4:15 AM 45 45 45 4:30 AM 72 72 72 4:45 AM 112 112 112 5:00 AM 108 108 108 5:15 AM 112 112 112 5:30 AM 172 172 172 5:45 AM 212 212 212 Day Total % Weekday Average % Week Average AM Peak Volume PM Peak Volume Comments: Page 1 of 4 Report generated on 3/21/2016 8:19 PM Type of report: Tube Count - Volume Data SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) LOCATION:Pine Ridge Rd Btwn Napa Blvd & I-75 NB Ramps QC JOB #:13739813 SPECIFIC LOCATION:Pine Ridge Rd Btwn Napa Blvd & I-75 NB Ramps CITY/STATE:Naples, FL DIRECTION:EB/WB DATE:Mar 10 2016 - Mar 10 2016 Start Time Mon Tue Wed Thu 10-Mar-16 Fri Average Weekday Hourly Traffic Sat Sun Average Week Hourly Traffic Average Week Profile 6:00 AM 235 235 235 6:15 AM 442 442 442 6:30 AM 545 545 545 6:45 AM 706 706 706 7:00 AM 646 646 646 7:15 AM 836 836 836 7:30 AM 829 829 829 7:45 AM 842 842 842 8:00 AM 814 814 814 8:15 AM 781 781 781 8:30 AM 755 755 755 8:45 AM 771 771 771 9:00 AM 596 596 596 9:15 AM 644 644 644 9:30 AM 664 664 664 9:45 AM 611 611 611 10:00 AM 632 632 632 10:15 AM 602 602 602 10:30 AM 585 585 585 10:45 AM 575 575 575 11:00 AM 577 577 577 11:15 AM 656 656 656 11:30 AM 643 643 643 11:45 AM 588 588 588 Day Total % Weekday Average % Week Average AM Peak Volume PM Peak Volume Comments: Page 2 of 4 Report generated on 3/21/2016 8:19 PM Type of report: Tube Count - Volume Data SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) LOCATION:Pine Ridge Rd Btwn Napa Blvd & I-75 NB Ramps QC JOB #:13739813 SPECIFIC LOCATION:Pine Ridge Rd Btwn Napa Blvd & I-75 NB Ramps CITY/STATE:Naples, FL DIRECTION:EB/WB DATE:Mar 10 2016 - Mar 10 2016 Start Time Mon Tue Wed Thu 10-Mar-16 Fri Average Weekday Hourly Traffic Sat Sun Average Week Hourly Traffic Average Week Profile 12:00 PM 603 603 603 12:15 PM 633 633 633 12:30 PM 656 656 656 12:45 PM 691 691 691 1:00 PM 611 611 611 1:15 PM 616 616 616 1:30 PM 646 646 646 1:45 PM 630 630 630 2:00 PM 655 655 655 2:15 PM 630 630 630 2:30 PM 731 731 731 2:45 PM 747 747 747 3:00 PM 713 713 713 3:15 PM 782 782 782 3:30 PM 780 780 780 3:45 PM 819 819 819 4:00 PM 783 783 783 4:15 PM 794 794 794 4:30 PM 861 861 861 4:45 PM 845 845 845 5:00 PM 866 866 866 5:15 PM 987 987 987 5:30 PM 874 874 874 5:45 PM 840 840 840 Day Total % Weekday Average % Week Average AM Peak Volume PM Peak Volume Comments: Page 3 of 4 Report generated on 3/21/2016 8:19 PM Type of report: Tube Count - Volume Data SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) LOCATION:Pine Ridge Rd Btwn Napa Blvd & I-75 NB Ramps QC JOB #:13739813 SPECIFIC LOCATION:Pine Ridge Rd Btwn Napa Blvd & I-75 NB Ramps CITY/STATE:Naples, FL DIRECTION:EB/WB DATE:Mar 10 2016 - Mar 10 2016 Start Time Mon Tue Wed Thu 10-Mar-16 Fri Average Weekday Hourly Traffic Sat Sun Average Week Hourly Traffic Average Week Profile 6:00 PM 823 823 823 6:15 PM 711 711 711 6:30 PM 657 657 657 6:45 PM 630 630 630 7:00 PM 604 604 604 7:15 PM 620 620 620 7:30 PM 569 569 569 7:45 PM 434 434 434 8:00 PM 378 378 378 8:15 PM 411 411 411 8:30 PM 425 425 425 8:45 PM 346 346 346 9:00 PM 348 348 348 9:15 PM 333 333 333 9:30 PM 321 321 321 9:45 PM 273 273 273 10:00 PM 248 248 248 10:15 PM 267 267 267 10:30 PM 209 209 209 10:45 PM 196 196 196 11:00 PM 141 141 141 11:15 PM 161 161 161 11:30 PM 114 114 114 11:45 PM 83 83 83 Day Total 44227 44227 44227 % Weekday Average 100.0% % Week Average 100.0%100.0% AM Peak 7:45 AM 7:45 AM 7:45 AM Volume 842 842 842 PM Peak 5:15 PM 5:15 PM 5:15 PM Volume 987 987 987 Comments: Page 4 of 4 Report generated on 3/21/2016 8:19 PM Type of report: Tube Count - Volume Data SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) LOCATION:Pine Ridge Rd Just West of I-75 SB Ramps QC JOB #:13739814 SPECIFIC LOCATION:Pine Ridge Rd Just West of I-75 SB Ramps CITY/STATE:Naples, FL DIRECTION:EB DATE:Mar 10 2016 - Mar 10 2016 Start Time Mon Tue Wed Thu 10-Mar-16 Fri Average Weekday Hourly Traffic Sat Sun Average Week Hourly Traffic Average Week Profile 12:00 AM 62 62 62 12:15 AM 43 43 43 12:30 AM 65 65 65 12:45 AM 47 47 47 1:00 AM 46 46 46 1:15 AM 31 31 31 1:30 AM 14 14 14 1:45 AM 33 33 33 2:00 AM 35 35 35 2:15 AM 24 24 24 2:30 AM 13 13 13 2:45 AM 17 17 17 3:00 AM 13 13 13 3:15 AM 14 14 14 3:30 AM 22 22 22 3:45 AM 13 13 13 4:00 AM 17 17 17 4:15 AM 29 29 29 4:30 AM 39 39 39 4:45 AM 32 32 32 5:00 AM 40 40 40 5:15 AM 43 43 43 5:30 AM 72 72 72 5:45 AM 86 86 86 Day Total % Weekday Average % Week Average AM Peak Volume PM Peak Volume Comments: Page 1 of 4 Report generated on 3/21/2016 8:19 PM Type of report: Tube Count - Volume Data SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) LOCATION:Pine Ridge Rd Just West of I-75 SB Ramps QC JOB #:13739814 SPECIFIC LOCATION:Pine Ridge Rd Just West of I-75 SB Ramps CITY/STATE:Naples, FL DIRECTION:EB DATE:Mar 10 2016 - Mar 10 2016 Start Time Mon Tue Wed Thu 10-Mar-16 Fri Average Weekday Hourly Traffic Sat Sun Average Week Hourly Traffic Average Week Profile 6:00 AM 91 91 91 6:15 AM 139 139 139 6:30 AM 174 174 174 6:45 AM 163 163 163 7:00 AM 228 228 228 7:15 AM 275 275 275 7:30 AM 277 277 277 7:45 AM 307 307 307 8:00 AM 329 329 329 8:15 AM 314 314 314 8:30 AM 341 341 341 8:45 AM 335 335 335 9:00 AM 291 291 291 9:15 AM 310 310 310 9:30 AM 326 326 326 9:45 AM 366 366 366 10:00 AM 331 331 331 10:15 AM 401 401 401 10:30 AM 375 375 375 10:45 AM 406 406 406 11:00 AM 373 373 373 11:15 AM 385 385 385 11:30 AM 442 442 442 11:45 AM 420 420 420 Day Total % Weekday Average % Week Average AM Peak Volume PM Peak Volume Comments: Page 2 of 4 Report generated on 3/21/2016 8:19 PM Type of report: Tube Count - Volume Data SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) LOCATION:Pine Ridge Rd Just West of I-75 SB Ramps QC JOB #:13739814 SPECIFIC LOCATION:Pine Ridge Rd Just West of I-75 SB Ramps CITY/STATE:Naples, FL DIRECTION:EB DATE:Mar 10 2016 - Mar 10 2016 Start Time Mon Tue Wed Thu 10-Mar-16 Fri Average Weekday Hourly Traffic Sat Sun Average Week Hourly Traffic Average Week Profile 12:00 PM 422 422 422 12:15 PM 434 434 434 12:30 PM 453 453 453 12:45 PM 498 498 498 1:00 PM 431 431 431 1:15 PM 443 443 443 1:30 PM 454 454 454 1:45 PM 447 447 447 2:00 PM 457 457 457 2:15 PM 521 521 521 2:30 PM 522 522 522 2:45 PM 521 521 521 3:00 PM 550 550 550 3:15 PM 521 521 521 3:30 PM 608 608 608 3:45 PM 620 620 620 4:00 PM 552 552 552 4:15 PM 632 632 632 4:30 PM 616 616 616 4:45 PM 577 577 577 5:00 PM 716 716 716 5:15 PM 674 674 674 5:30 PM 632 632 632 5:45 PM 619 619 619 Day Total % Weekday Average % Week Average AM Peak Volume PM Peak Volume Comments: Page 3 of 4 Report generated on 3/21/2016 8:19 PM Type of report: Tube Count - Volume Data SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) LOCATION:Pine Ridge Rd Just West of I-75 SB Ramps QC JOB #:13739814 SPECIFIC LOCATION:Pine Ridge Rd Just West of I-75 SB Ramps CITY/STATE:Naples, FL DIRECTION:EB DATE:Mar 10 2016 - Mar 10 2016 Start Time Mon Tue Wed Thu 10-Mar-16 Fri Average Weekday Hourly Traffic Sat Sun Average Week Hourly Traffic Average Week Profile 6:00 PM 602 602 602 6:15 PM 511 511 511 6:30 PM 458 458 458 6:45 PM 441 441 441 7:00 PM 403 403 403 7:15 PM 443 443 443 7:30 PM 398 398 398 7:45 PM 330 330 330 8:00 PM 324 324 324 8:15 PM 307 307 307 8:30 PM 316 316 316 8:45 PM 306 306 306 9:00 PM 269 269 269 9:15 PM 292 292 292 9:30 PM 258 258 258 9:45 PM 223 223 223 10:00 PM 182 182 182 10:15 PM 195 195 195 10:30 PM 155 155 155 10:45 PM 151 151 151 11:00 PM 123 123 123 11:15 PM 143 143 143 11:30 PM 95 95 95 11:45 PM 69 69 69 Day Total 28163 28163 28163 % Weekday Average 100.0% % Week Average 100.0%100.0% AM Peak 11:30 AM 11:30 AM 11:30 AM Volume 442 442 442 PM Peak 5:00 PM 5:00 PM 5:00 PM Volume 716 716 716 Comments: Page 4 of 4 Report generated on 3/21/2016 8:19 PM Type of report: Tube Count - Volume Data SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) LOCATION:Pine Ridge Rd Just West of I-75 SB Ramps QC JOB #:13739814 SPECIFIC LOCATION:Pine Ridge Rd Just West of I-75 SB Ramps CITY/STATE:Naples, FL DIRECTION:WB DATE:Mar 10 2016 - Mar 10 2016 Start Time Mon Tue Wed Thu 10-Mar-16 Fri Average Weekday Hourly Traffic Sat Sun Average Week Hourly Traffic Average Week Profile 12:00 AM 50 50 50 12:15 AM 36 36 36 12:30 AM 39 39 39 12:45 AM 26 26 26 1:00 AM 27 27 27 1:15 AM 34 34 34 1:30 AM 24 24 24 1:45 AM 16 16 16 2:00 AM 13 13 13 2:15 AM 11 11 11 2:30 AM 15 15 15 2:45 AM 24 24 24 3:00 AM 21 21 21 3:15 AM 13 13 13 3:30 AM 41 41 41 3:45 AM 33 33 33 4:00 AM 29 29 29 4:15 AM 34 34 34 4:30 AM 50 50 50 4:45 AM 105 105 105 5:00 AM 71 71 71 5:15 AM 102 102 102 5:30 AM 130 130 130 5:45 AM 165 165 165 Day Total % Weekday Average % Week Average AM Peak Volume PM Peak Volume Comments: Page 1 of 4 Report generated on 3/21/2016 8:19 PM Type of report: Tube Count - Volume Data SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) LOCATION:Pine Ridge Rd Just West of I-75 SB Ramps QC JOB #:13739814 SPECIFIC LOCATION:Pine Ridge Rd Just West of I-75 SB Ramps CITY/STATE:Naples, FL DIRECTION:WB DATE:Mar 10 2016 - Mar 10 2016 Start Time Mon Tue Wed Thu 10-Mar-16 Fri Average Weekday Hourly Traffic Sat Sun Average Week Hourly Traffic Average Week Profile 6:00 AM 214 214 214 6:15 AM 316 316 316 6:30 AM 447 447 447 6:45 AM 619 619 619 7:00 AM 511 511 511 7:15 AM 742 742 742 7:30 AM 749 749 749 7:45 AM 663 663 663 8:00 AM 646 646 646 8:15 AM 722 722 722 8:30 AM 619 619 619 8:45 AM 614 614 614 9:00 AM 423 423 423 9:15 AM 427 427 427 9:30 AM 411 411 411 9:45 AM 369 369 369 10:00 AM 382 382 382 10:15 AM 432 432 432 10:30 AM 446 446 446 10:45 AM 441 441 441 11:00 AM 430 430 430 11:15 AM 480 480 480 11:30 AM 488 488 488 11:45 AM 464 464 464 Day Total % Weekday Average % Week Average AM Peak Volume PM Peak Volume Comments: Page 2 of 4 Report generated on 3/21/2016 8:19 PM Type of report: Tube Count - Volume Data SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) LOCATION:Pine Ridge Rd Just West of I-75 SB Ramps QC JOB #:13739814 SPECIFIC LOCATION:Pine Ridge Rd Just West of I-75 SB Ramps CITY/STATE:Naples, FL DIRECTION:WB DATE:Mar 10 2016 - Mar 10 2016 Start Time Mon Tue Wed Thu 10-Mar-16 Fri Average Weekday Hourly Traffic Sat Sun Average Week Hourly Traffic Average Week Profile 12:00 PM 413 413 413 12:15 PM 448 448 448 12:30 PM 422 422 422 12:45 PM 466 466 466 1:00 PM 398 398 398 1:15 PM 433 433 433 1:30 PM 388 388 388 1:45 PM 406 406 406 2:00 PM 382 382 382 2:15 PM 392 392 392 2:30 PM 401 401 401 2:45 PM 427 427 427 3:00 PM 413 413 413 3:15 PM 434 434 434 3:30 PM 427 427 427 3:45 PM 442 442 442 4:00 PM 414 414 414 4:15 PM 421 421 421 4:30 PM 437 437 437 4:45 PM 448 448 448 5:00 PM 409 409 409 5:15 PM 467 467 467 5:30 PM 412 412 412 5:45 PM 390 390 390 Day Total % Weekday Average % Week Average AM Peak Volume PM Peak Volume Comments: Page 3 of 4 Report generated on 3/21/2016 8:19 PM Type of report: Tube Count - Volume Data SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) LOCATION:Pine Ridge Rd Just West of I-75 SB Ramps QC JOB #:13739814 SPECIFIC LOCATION:Pine Ridge Rd Just West of I-75 SB Ramps CITY/STATE:Naples, FL DIRECTION:WB DATE:Mar 10 2016 - Mar 10 2016 Start Time Mon Tue Wed Thu 10-Mar-16 Fri Average Weekday Hourly Traffic Sat Sun Average Week Hourly Traffic Average Week Profile 6:00 PM 362 362 362 6:15 PM 328 328 328 6:30 PM 278 278 278 6:45 PM 272 272 272 7:00 PM 248 248 248 7:15 PM 202 202 202 7:30 PM 234 234 234 7:45 PM 190 190 190 8:00 PM 150 150 150 8:15 PM 172 172 172 8:30 PM 173 173 173 8:45 PM 175 175 175 9:00 PM 164 164 164 9:15 PM 162 162 162 9:30 PM 145 145 145 9:45 PM 135 135 135 10:00 PM 127 127 127 10:15 PM 118 118 118 10:30 PM 88 88 88 10:45 PM 110 110 110 11:00 PM 93 93 93 11:15 PM 74 74 74 11:30 PM 57 57 57 11:45 PM 53 53 53 Day Total 27364 27364 27364 % Weekday Average 100.0% % Week Average 100.0%100.0% AM Peak 7:30 AM 7:30 AM 7:30 AM Volume 749 749 749 PM Peak 5:15 PM 5:15 PM 5:15 PM Volume 467 467 467 Comments: Page 4 of 4 Report generated on 3/21/2016 8:19 PM Type of report: Tube Count - Volume Data SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) LOCATION:Pine Ridge Rd Just West of I-75 SB Ramps QC JOB #:13739814 SPECIFIC LOCATION:Pine Ridge Rd Just West of I-75 SB Ramps CITY/STATE:Naples, FL DIRECTION:EB/WB DATE:Mar 10 2016 - Mar 10 2016 Start Time Mon Tue Wed Thu 10-Mar-16 Fri Average Weekday Hourly Traffic Sat Sun Average Week Hourly Traffic Average Week Profile 12:00 AM 112 112 112 12:15 AM 79 79 79 12:30 AM 104 104 104 12:45 AM 73 73 73 1:00 AM 73 73 73 1:15 AM 65 65 65 1:30 AM 38 38 38 1:45 AM 49 49 49 2:00 AM 48 48 48 2:15 AM 35 35 35 2:30 AM 28 28 28 2:45 AM 41 41 41 3:00 AM 34 34 34 3:15 AM 27 27 27 3:30 AM 63 63 63 3:45 AM 46 46 46 4:00 AM 46 46 46 4:15 AM 63 63 63 4:30 AM 89 89 89 4:45 AM 137 137 137 5:00 AM 111 111 111 5:15 AM 145 145 145 5:30 AM 202 202 202 5:45 AM 251 251 251 Day Total % Weekday Average % Week Average AM Peak Volume PM Peak Volume Comments: Page 1 of 4 Report generated on 3/21/2016 8:19 PM Type of report: Tube Count - Volume Data SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) LOCATION:Pine Ridge Rd Just West of I-75 SB Ramps QC JOB #:13739814 SPECIFIC LOCATION:Pine Ridge Rd Just West of I-75 SB Ramps CITY/STATE:Naples, FL DIRECTION:EB/WB DATE:Mar 10 2016 - Mar 10 2016 Start Time Mon Tue Wed Thu 10-Mar-16 Fri Average Weekday Hourly Traffic Sat Sun Average Week Hourly Traffic Average Week Profile 6:00 AM 305 305 305 6:15 AM 455 455 455 6:30 AM 621 621 621 6:45 AM 782 782 782 7:00 AM 739 739 739 7:15 AM 1017 1017 1017 7:30 AM 1026 1026 1026 7:45 AM 970 970 970 8:00 AM 975 975 975 8:15 AM 1036 1036 1036 8:30 AM 960 960 960 8:45 AM 949 949 949 9:00 AM 714 714 714 9:15 AM 737 737 737 9:30 AM 737 737 737 9:45 AM 735 735 735 10:00 AM 713 713 713 10:15 AM 833 833 833 10:30 AM 821 821 821 10:45 AM 847 847 847 11:00 AM 803 803 803 11:15 AM 865 865 865 11:30 AM 930 930 930 11:45 AM 884 884 884 Day Total % Weekday Average % Week Average AM Peak Volume PM Peak Volume Comments: Page 2 of 4 Report generated on 3/21/2016 8:19 PM Type of report: Tube Count - Volume Data SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) LOCATION:Pine Ridge Rd Just West of I-75 SB Ramps QC JOB #:13739814 SPECIFIC LOCATION:Pine Ridge Rd Just West of I-75 SB Ramps CITY/STATE:Naples, FL DIRECTION:EB/WB DATE:Mar 10 2016 - Mar 10 2016 Start Time Mon Tue Wed Thu 10-Mar-16 Fri Average Weekday Hourly Traffic Sat Sun Average Week Hourly Traffic Average Week Profile 12:00 PM 835 835 835 12:15 PM 882 882 882 12:30 PM 875 875 875 12:45 PM 964 964 964 1:00 PM 829 829 829 1:15 PM 876 876 876 1:30 PM 842 842 842 1:45 PM 853 853 853 2:00 PM 839 839 839 2:15 PM 913 913 913 2:30 PM 923 923 923 2:45 PM 948 948 948 3:00 PM 963 963 963 3:15 PM 955 955 955 3:30 PM 1035 1035 1035 3:45 PM 1062 1062 1062 4:00 PM 966 966 966 4:15 PM 1053 1053 1053 4:30 PM 1053 1053 1053 4:45 PM 1025 1025 1025 5:00 PM 1125 1125 1125 5:15 PM 1141 1141 1141 5:30 PM 1044 1044 1044 5:45 PM 1009 1009 1009 Day Total % Weekday Average % Week Average AM Peak Volume PM Peak Volume Comments: Page 3 of 4 Report generated on 3/21/2016 8:19 PM Type of report: Tube Count - Volume Data SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) LOCATION:Pine Ridge Rd Just West of I-75 SB Ramps QC JOB #:13739814 SPECIFIC LOCATION:Pine Ridge Rd Just West of I-75 SB Ramps CITY/STATE:Naples, FL DIRECTION:EB/WB DATE:Mar 10 2016 - Mar 10 2016 Start Time Mon Tue Wed Thu 10-Mar-16 Fri Average Weekday Hourly Traffic Sat Sun Average Week Hourly Traffic Average Week Profile 6:00 PM 964 964 964 6:15 PM 839 839 839 6:30 PM 736 736 736 6:45 PM 713 713 713 7:00 PM 651 651 651 7:15 PM 645 645 645 7:30 PM 632 632 632 7:45 PM 520 520 520 8:00 PM 474 474 474 8:15 PM 479 479 479 8:30 PM 489 489 489 8:45 PM 481 481 481 9:00 PM 433 433 433 9:15 PM 454 454 454 9:30 PM 403 403 403 9:45 PM 358 358 358 10:00 PM 309 309 309 10:15 PM 313 313 313 10:30 PM 243 243 243 10:45 PM 261 261 261 11:00 PM 216 216 216 11:15 PM 217 217 217 11:30 PM 152 152 152 11:45 PM 122 122 122 Day Total 55527 55527 55527 % Weekday Average 100.0% % Week Average 100.0%100.0% AM Peak 8:15 AM 8:15 AM 8:15 AM Volume 1036 1036 1036 PM Peak 5:15 PM 5:15 PM 5:15 PM Volume 1141 1141 1141 Comments: Page 4 of 4 Report generated on 3/21/2016 8:19 PM Type of report: Tube Count - Volume Data SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) LOCATION:Pine Ridge Rd Just West of Klaft Rd QC JOB #:13739815 SPECIFIC LOCATION:Pine Ridge Rd Just West of Klaft Rd CITY/STATE:Naples, FL DIRECTION:EB DATE:Mar 10 2016 - Mar 10 2016 Start Time Mon Tue Wed Thu 10-Mar-16 Fri Average Weekday Hourly Traffic Sat Sun Average Week Hourly Traffic Average Week Profile 12:00 AM 56 56 56 12:15 AM 51 51 51 12:30 AM 47 47 47 12:45 AM 36 36 36 1:00 AM 33 33 33 1:15 AM 24 24 24 1:30 AM 21 21 21 1:45 AM 26 26 26 2:00 AM 48 48 48 2:15 AM 24 24 24 2:30 AM 13 13 13 2:45 AM 15 15 15 3:00 AM 14 14 14 3:15 AM 7 7 7 3:30 AM 23 23 23 3:45 AM 9 9 9 4:00 AM 25 25 25 4:15 AM 30 30 30 4:30 AM 26 26 26 4:45 AM 28 28 28 5:00 AM 34 34 34 5:15 AM 44 44 44 5:30 AM 79 79 79 5:45 AM 65 65 65 Day Total % Weekday Average % Week Average AM Peak Volume PM Peak Volume Comments: Page 1 of 4 Report generated on 3/21/2016 8:19 PM Type of report: Tube Count - Volume Data SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) LOCATION:Pine Ridge Rd Just West of Klaft Rd QC JOB #:13739815 SPECIFIC LOCATION:Pine Ridge Rd Just West of Klaft Rd CITY/STATE:Naples, FL DIRECTION:EB DATE:Mar 10 2016 - Mar 10 2016 Start Time Mon Tue Wed Thu 10-Mar-16 Fri Average Weekday Hourly Traffic Sat Sun Average Week Hourly Traffic Average Week Profile 6:00 AM 110 110 110 6:15 AM 130 130 130 6:30 AM 157 157 157 6:45 AM 202 202 202 7:00 AM 244 244 244 7:15 AM 244 244 244 7:30 AM 287 287 287 7:45 AM 290 290 290 8:00 AM 302 302 302 8:15 AM 380 380 380 8:30 AM 334 334 334 8:45 AM 342 342 342 9:00 AM 334 334 334 9:15 AM 298 298 298 9:30 AM 390 390 390 9:45 AM 358 358 358 10:00 AM 344 344 344 10:15 AM 394 394 394 10:30 AM 389 389 389 10:45 AM 398 398 398 11:00 AM 404 404 404 11:15 AM 441 441 441 11:30 AM 430 430 430 11:45 AM 448 448 448 Day Total % Weekday Average % Week Average AM Peak Volume PM Peak Volume Comments: Page 2 of 4 Report generated on 3/21/2016 8:19 PM Type of report: Tube Count - Volume Data SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) LOCATION:Pine Ridge Rd Just West of Klaft Rd QC JOB #:13739815 SPECIFIC LOCATION:Pine Ridge Rd Just West of Klaft Rd CITY/STATE:Naples, FL DIRECTION:EB DATE:Mar 10 2016 - Mar 10 2016 Start Time Mon Tue Wed Thu 10-Mar-16 Fri Average Weekday Hourly Traffic Sat Sun Average Week Hourly Traffic Average Week Profile 12:00 PM 456 456 456 12:15 PM 482 482 482 12:30 PM 482 482 482 12:45 PM 498 498 498 1:00 PM 469 469 469 1:15 PM 456 456 456 1:30 PM 505 505 505 1:45 PM 464 464 464 2:00 PM 450 450 450 2:15 PM 552 552 552 2:30 PM 543 543 543 2:45 PM 516 516 516 3:00 PM 558 558 558 3:15 PM 590 590 590 3:30 PM 600 600 600 3:45 PM 656 656 656 4:00 PM 576 576 576 4:15 PM 636 636 636 4:30 PM 698 698 698 4:45 PM 578 578 578 5:00 PM 702 702 702 5:15 PM 686 686 686 5:30 PM 618 618 618 5:45 PM 662 662 662 Day Total % Weekday Average % Week Average AM Peak Volume PM Peak Volume Comments: Page 3 of 4 Report generated on 3/21/2016 8:19 PM Type of report: Tube Count - Volume Data SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) LOCATION:Pine Ridge Rd Just West of Klaft Rd QC JOB #:13739815 SPECIFIC LOCATION:Pine Ridge Rd Just West of Klaft Rd CITY/STATE:Naples, FL DIRECTION:EB DATE:Mar 10 2016 - Mar 10 2016 Start Time Mon Tue Wed Thu 10-Mar-16 Fri Average Weekday Hourly Traffic Sat Sun Average Week Hourly Traffic Average Week Profile 6:00 PM 577 577 577 6:15 PM 549 549 549 6:30 PM 472 472 472 6:45 PM 482 482 482 7:00 PM 448 448 448 7:15 PM 450 450 450 7:30 PM 408 408 408 7:45 PM 349 349 349 8:00 PM 344 344 344 8:15 PM 352 352 352 8:30 PM 316 316 316 8:45 PM 312 312 312 9:00 PM 299 299 299 9:15 PM 293 293 293 9:30 PM 260 260 260 9:45 PM 220 220 220 10:00 PM 176 176 176 10:15 PM 204 204 204 10:30 PM 160 160 160 10:45 PM 138 138 138 11:00 PM 139 139 139 11:15 PM 122 122 122 11:30 PM 90 90 90 11:45 PM 80 80 80 Day Total 29101 29101 29101 % Weekday Average 100.0% % Week Average 100.0%100.0% AM Peak 11:45 AM 11:45 AM 11:45 AM Volume 448 448 448 PM Peak 5:00 PM 5:00 PM 5:00 PM Volume 702 702 702 Comments: Page 4 of 4 Report generated on 3/21/2016 8:19 PM Type of report: Tube Count - Volume Data SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) LOCATION:Pine Ridge Rd Just West of Klaft Rd QC JOB #:13739815 SPECIFIC LOCATION:Pine Ridge Rd Just West of Klaft Rd CITY/STATE:Naples, FL DIRECTION:WB DATE:Mar 10 2016 - Mar 10 2016 Start Time Mon Tue Wed Thu 10-Mar-16 Fri Average Weekday Hourly Traffic Sat Sun Average Week Hourly Traffic Average Week Profile 12:00 AM 45 45 45 12:15 AM 35 35 35 12:30 AM 37 37 37 12:45 AM 30 30 30 1:00 AM 31 31 31 1:15 AM 24 24 24 1:30 AM 15 15 15 1:45 AM 14 14 14 2:00 AM 15 15 15 2:15 AM 8 8 8 2:30 AM 22 22 22 2:45 AM 22 22 22 3:00 AM 20 20 20 3:15 AM 15 15 15 3:30 AM 44 44 44 3:45 AM 36 36 36 4:00 AM 28 28 28 4:15 AM 30 30 30 4:30 AM 52 52 52 4:45 AM 102 102 102 5:00 AM 75 75 75 5:15 AM 106 106 106 5:30 AM 143 143 143 5:45 AM 182 182 182 Day Total % Weekday Average % Week Average AM Peak Volume PM Peak Volume Comments: Page 1 of 4 Report generated on 3/21/2016 8:19 PM Type of report: Tube Count - Volume Data SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) LOCATION:Pine Ridge Rd Just West of Klaft Rd QC JOB #:13739815 SPECIFIC LOCATION:Pine Ridge Rd Just West of Klaft Rd CITY/STATE:Naples, FL DIRECTION:WB DATE:Mar 10 2016 - Mar 10 2016 Start Time Mon Tue Wed Thu 10-Mar-16 Fri Average Weekday Hourly Traffic Sat Sun Average Week Hourly Traffic Average Week Profile 6:00 AM 208 208 208 6:15 AM 358 358 358 6:30 AM 502 502 502 6:45 AM 644 644 644 7:00 AM 601 601 601 7:15 AM 742 742 742 7:30 AM 787 787 787 7:45 AM 750 750 750 8:00 AM 758 758 758 8:15 AM 732 732 732 8:30 AM 686 686 686 8:45 AM 752 752 752 9:00 AM 515 515 515 9:15 AM 578 578 578 9:30 AM 556 556 556 9:45 AM 591 591 591 10:00 AM 508 508 508 10:15 AM 478 478 478 10:30 AM 492 492 492 10:45 AM 470 470 470 11:00 AM 498 498 498 11:15 AM 550 550 550 11:30 AM 559 559 559 11:45 AM 516 516 516 Day Total % Weekday Average % Week Average AM Peak Volume PM Peak Volume Comments: Page 2 of 4 Report generated on 3/21/2016 8:19 PM Type of report: Tube Count - Volume Data SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) LOCATION:Pine Ridge Rd Just West of Klaft Rd QC JOB #:13739815 SPECIFIC LOCATION:Pine Ridge Rd Just West of Klaft Rd CITY/STATE:Naples, FL DIRECTION:WB DATE:Mar 10 2016 - Mar 10 2016 Start Time Mon Tue Wed Thu 10-Mar-16 Fri Average Weekday Hourly Traffic Sat Sun Average Week Hourly Traffic Average Week Profile 12:00 PM 479 479 479 12:15 PM 502 502 502 12:30 PM 476 476 476 12:45 PM 518 518 518 1:00 PM 445 445 445 1:15 PM 474 474 474 1:30 PM 462 462 462 1:45 PM 453 453 453 2:00 PM 415 415 415 2:15 PM 448 448 448 2:30 PM 448 448 448 2:45 PM 465 465 465 3:00 PM 484 484 484 3:15 PM 464 464 464 3:30 PM 486 486 486 3:45 PM 498 498 498 4:00 PM 433 433 433 4:15 PM 484 484 484 4:30 PM 489 489 489 4:45 PM 502 502 502 5:00 PM 500 500 500 5:15 PM 510 510 510 5:30 PM 457 457 457 5:45 PM 454 454 454 Day Total % Weekday Average % Week Average AM Peak Volume PM Peak Volume Comments: Page 3 of 4 Report generated on 3/21/2016 8:19 PM Type of report: Tube Count - Volume Data SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) LOCATION:Pine Ridge Rd Just West of Klaft Rd QC JOB #:13739815 SPECIFIC LOCATION:Pine Ridge Rd Just West of Klaft Rd CITY/STATE:Naples, FL DIRECTION:WB DATE:Mar 10 2016 - Mar 10 2016 Start Time Mon Tue Wed Thu 10-Mar-16 Fri Average Weekday Hourly Traffic Sat Sun Average Week Hourly Traffic Average Week Profile 6:00 PM 392 392 392 6:15 PM 378 378 378 6:30 PM 346 346 346 6:45 PM 360 360 360 7:00 PM 308 308 308 7:15 PM 291 291 291 7:30 PM 276 276 276 7:45 PM 214 214 214 8:00 PM 168 168 168 8:15 PM 229 229 229 8:30 PM 181 181 181 8:45 PM 160 160 160 9:00 PM 172 172 172 9:15 PM 164 164 164 9:30 PM 156 156 156 9:45 PM 134 134 134 10:00 PM 117 117 117 10:15 PM 98 98 98 10:30 PM 86 86 86 10:45 PM 92 92 92 11:00 PM 94 94 94 11:15 PM 64 64 64 11:30 PM 56 56 56 11:45 PM 62 62 62 Day Total 30906 30906 30906 % Weekday Average 100.0% % Week Average 100.0%100.0% AM Peak 7:30 AM 7:30 AM 7:30 AM Volume 787 787 787 PM Peak 12:45 PM 12:45 PM 12:45 PM Volume 518 518 518 Comments: Page 4 of 4 Report generated on 3/21/2016 8:19 PM Type of report: Tube Count - Volume Data SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) LOCATION:Pine Ridge Rd Just West of Klaft Rd QC JOB #:13739815 SPECIFIC LOCATION:Pine Ridge Rd Just West of Klaft Rd CITY/STATE:Naples, FL DIRECTION:EB/WB DATE:Mar 10 2016 - Mar 10 2016 Start Time Mon Tue Wed Thu 10-Mar-16 Fri Average Weekday Hourly Traffic Sat Sun Average Week Hourly Traffic Average Week Profile 12:00 AM 101 101 101 12:15 AM 86 86 86 12:30 AM 84 84 84 12:45 AM 66 66 66 1:00 AM 64 64 64 1:15 AM 48 48 48 1:30 AM 36 36 36 1:45 AM 40 40 40 2:00 AM 63 63 63 2:15 AM 32 32 32 2:30 AM 35 35 35 2:45 AM 37 37 37 3:00 AM 34 34 34 3:15 AM 22 22 22 3:30 AM 67 67 67 3:45 AM 45 45 45 4:00 AM 53 53 53 4:15 AM 60 60 60 4:30 AM 78 78 78 4:45 AM 130 130 130 5:00 AM 109 109 109 5:15 AM 150 150 150 5:30 AM 222 222 222 5:45 AM 247 247 247 Day Total % Weekday Average % Week Average AM Peak Volume PM Peak Volume Comments: Page 1 of 4 Report generated on 3/21/2016 8:19 PM Type of report: Tube Count - Volume Data SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) LOCATION:Pine Ridge Rd Just West of Klaft Rd QC JOB #:13739815 SPECIFIC LOCATION:Pine Ridge Rd Just West of Klaft Rd CITY/STATE:Naples, FL DIRECTION:EB/WB DATE:Mar 10 2016 - Mar 10 2016 Start Time Mon Tue Wed Thu 10-Mar-16 Fri Average Weekday Hourly Traffic Sat Sun Average Week Hourly Traffic Average Week Profile 6:00 AM 318 318 318 6:15 AM 488 488 488 6:30 AM 659 659 659 6:45 AM 846 846 846 7:00 AM 845 845 845 7:15 AM 986 986 986 7:30 AM 1074 1074 1074 7:45 AM 1040 1040 1040 8:00 AM 1060 1060 1060 8:15 AM 1112 1112 1112 8:30 AM 1020 1020 1020 8:45 AM 1094 1094 1094 9:00 AM 849 849 849 9:15 AM 876 876 876 9:30 AM 946 946 946 9:45 AM 949 949 949 10:00 AM 852 852 852 10:15 AM 872 872 872 10:30 AM 881 881 881 10:45 AM 868 868 868 11:00 AM 902 902 902 11:15 AM 991 991 991 11:30 AM 989 989 989 11:45 AM 964 964 964 Day Total % Weekday Average % Week Average AM Peak Volume PM Peak Volume Comments: Page 2 of 4 Report generated on 3/21/2016 8:19 PM Type of report: Tube Count - Volume Data SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) LOCATION:Pine Ridge Rd Just West of Klaft Rd QC JOB #:13739815 SPECIFIC LOCATION:Pine Ridge Rd Just West of Klaft Rd CITY/STATE:Naples, FL DIRECTION:EB/WB DATE:Mar 10 2016 - Mar 10 2016 Start Time Mon Tue Wed Thu 10-Mar-16 Fri Average Weekday Hourly Traffic Sat Sun Average Week Hourly Traffic Average Week Profile 12:00 PM 935 935 935 12:15 PM 984 984 984 12:30 PM 958 958 958 12:45 PM 1016 1016 1016 1:00 PM 914 914 914 1:15 PM 930 930 930 1:30 PM 967 967 967 1:45 PM 917 917 917 2:00 PM 865 865 865 2:15 PM 1000 1000 1000 2:30 PM 991 991 991 2:45 PM 981 981 981 3:00 PM 1042 1042 1042 3:15 PM 1054 1054 1054 3:30 PM 1086 1086 1086 3:45 PM 1154 1154 1154 4:00 PM 1009 1009 1009 4:15 PM 1120 1120 1120 4:30 PM 1187 1187 1187 4:45 PM 1080 1080 1080 5:00 PM 1202 1202 1202 5:15 PM 1196 1196 1196 5:30 PM 1075 1075 1075 5:45 PM 1116 1116 1116 Day Total % Weekday Average % Week Average AM Peak Volume PM Peak Volume Comments: Page 3 of 4 Report generated on 3/21/2016 8:19 PM Type of report: Tube Count - Volume Data SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) LOCATION:Pine Ridge Rd Just West of Klaft Rd QC JOB #:13739815 SPECIFIC LOCATION:Pine Ridge Rd Just West of Klaft Rd CITY/STATE:Naples, FL DIRECTION:EB/WB DATE:Mar 10 2016 - Mar 10 2016 Start Time Mon Tue Wed Thu 10-Mar-16 Fri Average Weekday Hourly Traffic Sat Sun Average Week Hourly Traffic Average Week Profile 6:00 PM 969 969 969 6:15 PM 927 927 927 6:30 PM 818 818 818 6:45 PM 842 842 842 7:00 PM 756 756 756 7:15 PM 741 741 741 7:30 PM 684 684 684 7:45 PM 563 563 563 8:00 PM 512 512 512 8:15 PM 581 581 581 8:30 PM 497 497 497 8:45 PM 472 472 472 9:00 PM 471 471 471 9:15 PM 457 457 457 9:30 PM 416 416 416 9:45 PM 354 354 354 10:00 PM 293 293 293 10:15 PM 302 302 302 10:30 PM 246 246 246 10:45 PM 230 230 230 11:00 PM 233 233 233 11:15 PM 186 186 186 11:30 PM 146 146 146 11:45 PM 142 142 142 Day Total 60007 60007 60007 % Weekday Average 100.0% % Week Average 100.0%100.0% AM Peak 8:15 AM 8:15 AM 8:15 AM Volume 1112 1112 1112 PM Peak 5:00 PM 5:00 PM 5:00 PM Volume 1202 1202 1202 Comments: Page 4 of 4 Report generated on 3/21/2016 8:19 PM Type of report: Tube Count - Volume Data SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) LOCATION:Pine Ridge Rd Just West of La Costa Cir QC JOB #:13739816 SPECIFIC LOCATION:Pine Ridge Rd Just West of La Costa Cir CITY/STATE:Naples, FL DIRECTION:EB DATE:Mar 10 2016 - Mar 10 2016 Start Time Mon Tue Wed Thu 10-Mar-16 Fri Average Weekday Hourly Traffic Sat Sun Average Week Hourly Traffic Average Week Profile 12:00 AM 45 45 45 12:15 AM 34 34 34 12:30 AM 41 41 41 12:45 AM 37 37 37 1:00 AM 19 19 19 1:15 AM 18 18 18 1:30 AM 31 31 31 1:45 AM 22 22 22 2:00 AM 50 50 50 2:15 AM 19 19 19 2:30 AM 9 9 9 2:45 AM 16 16 16 3:00 AM 11 11 11 3:15 AM 10 10 10 3:30 AM 19 19 19 3:45 AM 16 16 16 4:00 AM 18 18 18 4:15 AM 28 28 28 4:30 AM 19 19 19 4:45 AM 27 27 27 5:00 AM 27 27 27 5:15 AM 45 45 45 5:30 AM 66 66 66 5:45 AM 60 60 60 Day Total % Weekday Average % Week Average AM Peak Volume PM Peak Volume Comments: Page 1 of 4 Report generated on 3/21/2016 8:19 PM Type of report: Tube Count - Volume Data SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) LOCATION:Pine Ridge Rd Just West of La Costa Cir QC JOB #:13739816 SPECIFIC LOCATION:Pine Ridge Rd Just West of La Costa Cir CITY/STATE:Naples, FL DIRECTION:EB DATE:Mar 10 2016 - Mar 10 2016 Start Time Mon Tue Wed Thu 10-Mar-16 Fri Average Weekday Hourly Traffic Sat Sun Average Week Hourly Traffic Average Week Profile 6:00 AM 80 80 80 6:15 AM 88 88 88 6:30 AM 118 118 118 6:45 AM 180 180 180 7:00 AM 211 211 211 7:15 AM 193 193 193 7:30 AM 239 239 239 7:45 AM 231 231 231 8:00 AM 311 311 311 8:15 AM 333 333 333 8:30 AM 274 274 274 8:45 AM 258 258 258 9:00 AM 286 286 286 9:15 AM 309 309 309 9:30 AM 353 353 353 9:45 AM 309 309 309 10:00 AM 324 324 324 10:15 AM 390 390 390 10:30 AM 381 381 381 10:45 AM 396 396 396 11:00 AM 409 409 409 11:15 AM 433 433 433 11:30 AM 442 442 442 11:45 AM 429 429 429 Day Total % Weekday Average % Week Average AM Peak Volume PM Peak Volume Comments: Page 2 of 4 Report generated on 3/21/2016 8:19 PM Type of report: Tube Count - Volume Data SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) LOCATION:Pine Ridge Rd Just West of La Costa Cir QC JOB #:13739816 SPECIFIC LOCATION:Pine Ridge Rd Just West of La Costa Cir CITY/STATE:Naples, FL DIRECTION:EB DATE:Mar 10 2016 - Mar 10 2016 Start Time Mon Tue Wed Thu 10-Mar-16 Fri Average Weekday Hourly Traffic Sat Sun Average Week Hourly Traffic Average Week Profile 12:00 PM 489 489 489 12:15 PM 457 457 457 12:30 PM 502 502 502 12:45 PM 448 448 448 1:00 PM 474 474 474 1:15 PM 489 489 489 1:30 PM 473 473 473 1:45 PM 460 460 460 2:00 PM 490 490 490 2:15 PM 529 529 529 2:30 PM 567 567 567 2:45 PM 512 512 512 3:00 PM 552 552 552 3:15 PM 563 563 563 3:30 PM 555 555 555 3:45 PM 556 556 556 4:00 PM 636 636 636 4:15 PM 603 603 603 4:30 PM 553 553 553 4:45 PM 576 576 576 5:00 PM 615 615 615 5:15 PM 551 551 551 5:30 PM 619 619 619 5:45 PM 649 649 649 Day Total % Weekday Average % Week Average AM Peak Volume PM Peak Volume Comments: Page 3 of 4 Report generated on 3/21/2016 8:19 PM Type of report: Tube Count - Volume Data SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) LOCATION:Pine Ridge Rd Just West of La Costa Cir QC JOB #:13739816 SPECIFIC LOCATION:Pine Ridge Rd Just West of La Costa Cir CITY/STATE:Naples, FL DIRECTION:EB DATE:Mar 10 2016 - Mar 10 2016 Start Time Mon Tue Wed Thu 10-Mar-16 Fri Average Weekday Hourly Traffic Sat Sun Average Week Hourly Traffic Average Week Profile 6:00 PM 536 536 536 6:15 PM 516 516 516 6:30 PM 464 464 464 6:45 PM 424 424 424 7:00 PM 440 440 440 7:15 PM 467 467 467 7:30 PM 392 392 392 7:45 PM 352 352 352 8:00 PM 319 319 319 8:15 PM 334 334 334 8:30 PM 318 318 318 8:45 PM 286 286 286 9:00 PM 321 321 321 9:15 PM 270 270 270 9:30 PM 238 238 238 9:45 PM 193 193 193 10:00 PM 175 175 175 10:15 PM 191 191 191 10:30 PM 153 153 153 10:45 PM 118 118 118 11:00 PM 121 121 121 11:15 PM 96 96 96 11:30 PM 92 92 92 11:45 PM 65 65 65 Day Total 27463 27463 27463 % Weekday Average 100.0% % Week Average 100.0%100.0% AM Peak 11:30 AM 11:30 AM 11:30 AM Volume 442 442 442 PM Peak 5:45 PM 5:45 PM 5:45 PM Volume 649 649 649 Comments: Page 4 of 4 Report generated on 3/21/2016 8:19 PM Type of report: Tube Count - Volume Data SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) LOCATION:Pine Ridge Rd Just West of La Costa Cir QC JOB #:13739816 SPECIFIC LOCATION:Pine Ridge Rd Just West of La Costa Cir CITY/STATE:Naples, FL DIRECTION:WB DATE:Mar 10 2016 - Mar 10 2016 Start Time Mon Tue Wed Thu 10-Mar-16 Fri Average Weekday Hourly Traffic Sat Sun Average Week Hourly Traffic Average Week Profile 12:00 AM 36 36 36 12:15 AM 38 38 38 12:30 AM 32 32 32 12:45 AM 24 24 24 1:00 AM 27 27 27 1:15 AM 21 21 21 1:30 AM 12 12 12 1:45 AM 14 14 14 2:00 AM 7 7 7 2:15 AM 9 9 9 2:30 AM 18 18 18 2:45 AM 19 19 19 3:00 AM 20 20 20 3:15 AM 10 10 10 3:30 AM 31 31 31 3:45 AM 26 26 26 4:00 AM 26 26 26 4:15 AM 31 31 31 4:30 AM 45 45 45 4:45 AM 97 97 97 5:00 AM 72 72 72 5:15 AM 75 75 75 5:30 AM 114 114 114 5:45 AM 148 148 148 Day Total % Weekday Average % Week Average AM Peak Volume PM Peak Volume Comments: Page 1 of 4 Report generated on 3/21/2016 8:19 PM Type of report: Tube Count - Volume Data SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) LOCATION:Pine Ridge Rd Just West of La Costa Cir QC JOB #:13739816 SPECIFIC LOCATION:Pine Ridge Rd Just West of La Costa Cir CITY/STATE:Naples, FL DIRECTION:WB DATE:Mar 10 2016 - Mar 10 2016 Start Time Mon Tue Wed Thu 10-Mar-16 Fri Average Weekday Hourly Traffic Sat Sun Average Week Hourly Traffic Average Week Profile 6:00 AM 151 151 151 6:15 AM 222 222 222 6:30 AM 364 364 364 6:45 AM 490 490 490 7:00 AM 478 478 478 7:15 AM 478 478 478 7:30 AM 599 599 599 7:45 AM 700 700 700 8:00 AM 604 604 604 8:15 AM 610 610 610 8:30 AM 540 540 540 8:45 AM 642 642 642 9:00 AM 495 495 495 9:15 AM 485 485 485 9:30 AM 512 512 512 9:45 AM 584 584 584 10:00 AM 473 473 473 10:15 AM 456 456 456 10:30 AM 512 512 512 10:45 AM 475 475 475 11:00 AM 494 494 494 11:15 AM 522 522 522 11:30 AM 538 538 538 11:45 AM 496 496 496 Day Total % Weekday Average % Week Average AM Peak Volume PM Peak Volume Comments: Page 2 of 4 Report generated on 3/21/2016 8:19 PM Type of report: Tube Count - Volume Data SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) LOCATION:Pine Ridge Rd Just West of La Costa Cir QC JOB #:13739816 SPECIFIC LOCATION:Pine Ridge Rd Just West of La Costa Cir CITY/STATE:Naples, FL DIRECTION:WB DATE:Mar 10 2016 - Mar 10 2016 Start Time Mon Tue Wed Thu 10-Mar-16 Fri Average Weekday Hourly Traffic Sat Sun Average Week Hourly Traffic Average Week Profile 12:00 PM 457 457 457 12:15 PM 472 472 472 12:30 PM 456 456 456 12:45 PM 495 495 495 1:00 PM 436 436 436 1:15 PM 440 440 440 1:30 PM 415 415 415 1:45 PM 444 444 444 2:00 PM 438 438 438 2:15 PM 390 390 390 2:30 PM 411 411 411 2:45 PM 443 443 443 3:00 PM 446 446 446 3:15 PM 456 456 456 3:30 PM 444 444 444 3:45 PM 428 428 428 4:00 PM 411 411 411 4:15 PM 412 412 412 4:30 PM 444 444 444 4:45 PM 463 463 463 5:00 PM 423 423 423 5:15 PM 474 474 474 5:30 PM 400 400 400 5:45 PM 446 446 446 Day Total % Weekday Average % Week Average AM Peak Volume PM Peak Volume Comments: Page 3 of 4 Report generated on 3/21/2016 8:19 PM Type of report: Tube Count - Volume Data SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) LOCATION:Pine Ridge Rd Just West of La Costa Cir QC JOB #:13739816 SPECIFIC LOCATION:Pine Ridge Rd Just West of La Costa Cir CITY/STATE:Naples, FL DIRECTION:WB DATE:Mar 10 2016 - Mar 10 2016 Start Time Mon Tue Wed Thu 10-Mar-16 Fri Average Weekday Hourly Traffic Sat Sun Average Week Hourly Traffic Average Week Profile 6:00 PM 352 352 352 6:15 PM 388 388 388 6:30 PM 338 338 338 6:45 PM 344 344 344 7:00 PM 317 317 317 7:15 PM 252 252 252 7:30 PM 240 240 240 7:45 PM 204 204 204 8:00 PM 186 186 186 8:15 PM 194 194 194 8:30 PM 186 186 186 8:45 PM 154 154 154 9:00 PM 170 170 170 9:15 PM 142 142 142 9:30 PM 142 142 142 9:45 PM 116 116 116 10:00 PM 104 104 104 10:15 PM 82 82 82 10:30 PM 82 82 82 10:45 PM 91 91 91 11:00 PM 78 78 78 11:15 PM 68 68 68 11:30 PM 49 49 49 11:45 PM 38 38 38 Day Total 27733 27733 27733 % Weekday Average 100.0% % Week Average 100.0%100.0% AM Peak 7:45 AM 7:45 AM 7:45 AM Volume 700 700 700 PM Peak 12:45 PM 12:45 PM 12:45 PM Volume 495 495 495 Comments: Page 4 of 4 Report generated on 3/21/2016 8:19 PM Type of report: Tube Count - Volume Data SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) LOCATION:Pine Ridge Rd Just West of La Costa Cir QC JOB #:13739816 SPECIFIC LOCATION:Pine Ridge Rd Just West of La Costa Cir CITY/STATE:Naples, FL DIRECTION:EB/WB DATE:Mar 10 2016 - Mar 10 2016 Start Time Mon Tue Wed Thu 10-Mar-16 Fri Average Weekday Hourly Traffic Sat Sun Average Week Hourly Traffic Average Week Profile 12:00 AM 81 81 81 12:15 AM 72 72 72 12:30 AM 73 73 73 12:45 AM 61 61 61 1:00 AM 46 46 46 1:15 AM 39 39 39 1:30 AM 43 43 43 1:45 AM 36 36 36 2:00 AM 57 57 57 2:15 AM 28 28 28 2:30 AM 27 27 27 2:45 AM 35 35 35 3:00 AM 31 31 31 3:15 AM 20 20 20 3:30 AM 50 50 50 3:45 AM 42 42 42 4:00 AM 44 44 44 4:15 AM 59 59 59 4:30 AM 64 64 64 4:45 AM 124 124 124 5:00 AM 99 99 99 5:15 AM 120 120 120 5:30 AM 180 180 180 5:45 AM 208 208 208 Day Total % Weekday Average % Week Average AM Peak Volume PM Peak Volume Comments: Page 1 of 4 Report generated on 3/21/2016 8:19 PM Type of report: Tube Count - Volume Data SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) LOCATION:Pine Ridge Rd Just West of La Costa Cir QC JOB #:13739816 SPECIFIC LOCATION:Pine Ridge Rd Just West of La Costa Cir CITY/STATE:Naples, FL DIRECTION:EB/WB DATE:Mar 10 2016 - Mar 10 2016 Start Time Mon Tue Wed Thu 10-Mar-16 Fri Average Weekday Hourly Traffic Sat Sun Average Week Hourly Traffic Average Week Profile 6:00 AM 231 231 231 6:15 AM 310 310 310 6:30 AM 482 482 482 6:45 AM 670 670 670 7:00 AM 689 689 689 7:15 AM 671 671 671 7:30 AM 838 838 838 7:45 AM 931 931 931 8:00 AM 915 915 915 8:15 AM 943 943 943 8:30 AM 814 814 814 8:45 AM 900 900 900 9:00 AM 781 781 781 9:15 AM 794 794 794 9:30 AM 865 865 865 9:45 AM 893 893 893 10:00 AM 797 797 797 10:15 AM 846 846 846 10:30 AM 893 893 893 10:45 AM 871 871 871 11:00 AM 903 903 903 11:15 AM 955 955 955 11:30 AM 980 980 980 11:45 AM 925 925 925 Day Total % Weekday Average % Week Average AM Peak Volume PM Peak Volume Comments: Page 2 of 4 Report generated on 3/21/2016 8:19 PM Type of report: Tube Count - Volume Data SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) LOCATION:Pine Ridge Rd Just West of La Costa Cir QC JOB #:13739816 SPECIFIC LOCATION:Pine Ridge Rd Just West of La Costa Cir CITY/STATE:Naples, FL DIRECTION:EB/WB DATE:Mar 10 2016 - Mar 10 2016 Start Time Mon Tue Wed Thu 10-Mar-16 Fri Average Weekday Hourly Traffic Sat Sun Average Week Hourly Traffic Average Week Profile 12:00 PM 946 946 946 12:15 PM 929 929 929 12:30 PM 958 958 958 12:45 PM 943 943 943 1:00 PM 910 910 910 1:15 PM 929 929 929 1:30 PM 888 888 888 1:45 PM 904 904 904 2:00 PM 928 928 928 2:15 PM 919 919 919 2:30 PM 978 978 978 2:45 PM 955 955 955 3:00 PM 998 998 998 3:15 PM 1019 1019 1019 3:30 PM 999 999 999 3:45 PM 984 984 984 4:00 PM 1047 1047 1047 4:15 PM 1015 1015 1015 4:30 PM 997 997 997 4:45 PM 1039 1039 1039 5:00 PM 1038 1038 1038 5:15 PM 1025 1025 1025 5:30 PM 1019 1019 1019 5:45 PM 1095 1095 1095 Day Total % Weekday Average % Week Average AM Peak Volume PM Peak Volume Comments: Page 3 of 4 Report generated on 3/21/2016 8:19 PM Type of report: Tube Count - Volume Data SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) LOCATION:Pine Ridge Rd Just West of La Costa Cir QC JOB #:13739816 SPECIFIC LOCATION:Pine Ridge Rd Just West of La Costa Cir CITY/STATE:Naples, FL DIRECTION:EB/WB DATE:Mar 10 2016 - Mar 10 2016 Start Time Mon Tue Wed Thu 10-Mar-16 Fri Average Weekday Hourly Traffic Sat Sun Average Week Hourly Traffic Average Week Profile 6:00 PM 888 888 888 6:15 PM 904 904 904 6:30 PM 802 802 802 6:45 PM 768 768 768 7:00 PM 757 757 757 7:15 PM 719 719 719 7:30 PM 632 632 632 7:45 PM 556 556 556 8:00 PM 505 505 505 8:15 PM 528 528 528 8:30 PM 504 504 504 8:45 PM 440 440 440 9:00 PM 491 491 491 9:15 PM 412 412 412 9:30 PM 380 380 380 9:45 PM 309 309 309 10:00 PM 279 279 279 10:15 PM 273 273 273 10:30 PM 235 235 235 10:45 PM 209 209 209 11:00 PM 199 199 199 11:15 PM 164 164 164 11:30 PM 141 141 141 11:45 PM 103 103 103 Day Total 55196 55196 55196 % Weekday Average 100.0% % Week Average 100.0%100.0% AM Peak 11:30 AM 11:30 AM 11:30 AM Volume 980 980 980 PM Peak 5:45 PM 5:45 PM 5:45 PM Volume 1095 1095 1095 Comments: Page 4 of 4 Report generated on 3/21/2016 8:19 PM Type of report: Tube Count - Volume Data SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) LOCATION:Livingston Rd Just North of Eatonwood Ln QC JOB #:13739817 SPECIFIC LOCATION:Livingston Rd Just North of Eatonwood Ln CITY/STATE:Naples, FL DIRECTION:NB DATE:Mar 10 2016 - Mar 10 2016 Start Time Mon Tue Wed Thu 10-Mar-16 Fri Average Weekday Hourly Traffic Sat Sun Average Week Hourly Traffic Average Week Profile 12:00 AM 14 14 14 12:15 AM 10 10 10 12:30 AM 13 13 13 12:45 AM 10 10 10 1:00 AM 6 6 6 1:15 AM 7 7 7 1:30 AM 4 4 4 1:45 AM 4 4 4 2:00 AM 5 5 5 2:15 AM 3 3 3 2:30 AM 7 7 7 2:45 AM 6 6 6 3:00 AM 12 12 12 3:15 AM 2 2 2 3:30 AM 11 11 11 3:45 AM 7 7 7 4:00 AM 5 5 5 4:15 AM 6 6 6 4:30 AM 10 10 10 4:45 AM 22 22 22 5:00 AM 19 19 19 5:15 AM 25 25 25 5:30 AM 44 44 44 5:45 AM 49 49 49 Day Total % Weekday Average % Week Average AM Peak Volume PM Peak Volume Comments: Page 1 of 4 Report generated on 3/21/2016 8:19 PM Type of report: Tube Count - Volume Data SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) LOCATION:Livingston Rd Just North of Eatonwood Ln QC JOB #:13739817 SPECIFIC LOCATION:Livingston Rd Just North of Eatonwood Ln CITY/STATE:Naples, FL DIRECTION:NB DATE:Mar 10 2016 - Mar 10 2016 Start Time Mon Tue Wed Thu 10-Mar-16 Fri Average Weekday Hourly Traffic Sat Sun Average Week Hourly Traffic Average Week Profile 6:00 AM 56 56 56 6:15 AM 64 64 64 6:30 AM 103 103 103 6:45 AM 181 181 181 7:00 AM 144 144 144 7:15 AM 212 212 212 7:30 AM 284 284 284 7:45 AM 350 350 350 8:00 AM 292 292 292 8:15 AM 295 295 295 8:30 AM 286 286 286 8:45 AM 292 292 292 9:00 AM 241 241 241 9:15 AM 258 258 258 9:30 AM 266 266 266 9:45 AM 221 221 221 10:00 AM 228 228 228 10:15 AM 247 247 247 10:30 AM 246 246 246 10:45 AM 245 245 245 11:00 AM 226 226 226 11:15 AM 250 250 250 11:30 AM 268 268 268 11:45 AM 248 248 248 Day Total % Weekday Average % Week Average AM Peak Volume PM Peak Volume Comments: Page 2 of 4 Report generated on 3/21/2016 8:19 PM Type of report: Tube Count - Volume Data SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) LOCATION:Livingston Rd Just North of Eatonwood Ln QC JOB #:13739817 SPECIFIC LOCATION:Livingston Rd Just North of Eatonwood Ln CITY/STATE:Naples, FL DIRECTION:NB DATE:Mar 10 2016 - Mar 10 2016 Start Time Mon Tue Wed Thu 10-Mar-16 Fri Average Weekday Hourly Traffic Sat Sun Average Week Hourly Traffic Average Week Profile 12:00 PM 229 229 229 12:15 PM 255 255 255 12:30 PM 249 249 249 12:45 PM 236 236 236 1:00 PM 240 240 240 1:15 PM 256 256 256 1:30 PM 256 256 256 1:45 PM 248 248 248 2:00 PM 265 265 265 2:15 PM 260 260 260 2:30 PM 290 290 290 2:45 PM 330 330 330 3:00 PM 274 274 274 3:15 PM 342 342 342 3:30 PM 316 316 316 3:45 PM 334 334 334 4:00 PM 357 357 357 4:15 PM 308 308 308 4:30 PM 348 348 348 4:45 PM 384 384 384 5:00 PM 334 334 334 5:15 PM 436 436 436 5:30 PM 384 384 384 5:45 PM 243 243 243 Day Total % Weekday Average % Week Average AM Peak Volume PM Peak Volume Comments: Page 3 of 4 Report generated on 3/21/2016 8:19 PM Type of report: Tube Count - Volume Data SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) LOCATION:Livingston Rd Just North of Eatonwood Ln QC JOB #:13739817 SPECIFIC LOCATION:Livingston Rd Just North of Eatonwood Ln CITY/STATE:Naples, FL DIRECTION:NB DATE:Mar 10 2016 - Mar 10 2016 Start Time Mon Tue Wed Thu 10-Mar-16 Fri Average Weekday Hourly Traffic Sat Sun Average Week Hourly Traffic Average Week Profile 6:00 PM 279 279 279 6:15 PM 224 224 224 6:30 PM 206 206 206 6:45 PM 202 202 202 7:00 PM 172 172 172 7:15 PM 186 186 186 7:30 PM 138 138 138 7:45 PM 102 102 102 8:00 PM 106 106 106 8:15 PM 114 114 114 8:30 PM 91 91 91 8:45 PM 112 112 112 9:00 PM 76 76 76 9:15 PM 104 104 104 9:30 PM 71 71 71 9:45 PM 72 72 72 10:00 PM 56 56 56 10:15 PM 46 46 46 10:30 PM 56 56 56 10:45 PM 34 34 34 11:00 PM 35 35 35 11:15 PM 34 34 34 11:30 PM 19 19 19 11:45 PM 13 13 13 Day Total 15526 15526 15526 % Weekday Average 100.0% % Week Average 100.0%100.0% AM Peak 7:45 AM 7:45 AM 7:45 AM Volume 350 350 350 PM Peak 5:15 PM 5:15 PM 5:15 PM Volume 436 436 436 Comments: Page 4 of 4 Report generated on 3/21/2016 8:19 PM Type of report: Tube Count - Volume Data SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) LOCATION:Livingston Rd Just North of Eatonwood Ln QC JOB #:13739817 SPECIFIC LOCATION:Livingston Rd Just North of Eatonwood Ln CITY/STATE:Naples, FL DIRECTION:SB DATE:Mar 10 2016 - Mar 10 2016 Start Time Mon Tue Wed Thu 10-Mar-16 Fri Average Weekday Hourly Traffic Sat Sun Average Week Hourly Traffic Average Week Profile 12:00 AM 20 20 20 12:15 AM 12 12 12 12:30 AM 9 9 9 12:45 AM 7 7 7 1:00 AM 15 15 15 1:15 AM 11 11 11 1:30 AM 5 5 5 1:45 AM 4 4 4 2:00 AM 8 8 8 2:15 AM 5 5 5 2:30 AM 7 7 7 2:45 AM 11 11 11 3:00 AM 4 4 4 3:15 AM 4 4 4 3:30 AM 16 16 16 3:45 AM 17 17 17 4:00 AM 4 4 4 4:15 AM 4 4 4 4:30 AM 11 11 11 4:45 AM 18 18 18 5:00 AM 27 27 27 5:15 AM 32 32 32 5:30 AM 53 53 53 5:45 AM 58 58 58 Day Total % Weekday Average % Week Average AM Peak Volume PM Peak Volume Comments: Page 1 of 4 Report generated on 3/21/2016 8:19 PM Type of report: Tube Count - Volume Data SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) LOCATION:Livingston Rd Just North of Eatonwood Ln QC JOB #:13739817 SPECIFIC LOCATION:Livingston Rd Just North of Eatonwood Ln CITY/STATE:Naples, FL DIRECTION:SB DATE:Mar 10 2016 - Mar 10 2016 Start Time Mon Tue Wed Thu 10-Mar-16 Fri Average Weekday Hourly Traffic Sat Sun Average Week Hourly Traffic Average Week Profile 6:00 AM 76 76 76 6:15 AM 154 154 154 6:30 AM 206 206 206 6:45 AM 260 260 260 7:00 AM 250 250 250 7:15 AM 307 307 307 7:30 AM 400 400 400 7:45 AM 360 360 360 8:00 AM 384 384 384 8:15 AM 362 362 362 8:30 AM 298 298 298 8:45 AM 335 335 335 9:00 AM 295 295 295 9:15 AM 254 254 254 9:30 AM 284 284 284 9:45 AM 272 272 272 10:00 AM 223 223 223 10:15 AM 170 170 170 10:30 AM 242 242 242 10:45 AM 226 226 226 11:00 AM 239 239 239 11:15 AM 241 241 241 11:30 AM 278 278 278 11:45 AM 233 233 233 Day Total % Weekday Average % Week Average AM Peak Volume PM Peak Volume Comments: Page 2 of 4 Report generated on 3/21/2016 8:19 PM Type of report: Tube Count - Volume Data SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) LOCATION:Livingston Rd Just North of Eatonwood Ln QC JOB #:13739817 SPECIFIC LOCATION:Livingston Rd Just North of Eatonwood Ln CITY/STATE:Naples, FL DIRECTION:SB DATE:Mar 10 2016 - Mar 10 2016 Start Time Mon Tue Wed Thu 10-Mar-16 Fri Average Weekday Hourly Traffic Sat Sun Average Week Hourly Traffic Average Week Profile 12:00 PM 247 247 247 12:15 PM 252 252 252 12:30 PM 256 256 256 12:45 PM 244 244 244 1:00 PM 218 218 218 1:15 PM 248 248 248 1:30 PM 252 252 252 1:45 PM 252 252 252 2:00 PM 239 239 239 2:15 PM 259 259 259 2:30 PM 248 248 248 2:45 PM 264 264 264 3:00 PM 292 292 292 3:15 PM 272 272 272 3:30 PM 344 344 344 3:45 PM 304 304 304 4:00 PM 272 272 272 4:15 PM 308 308 308 4:30 PM 283 283 283 4:45 PM 266 266 266 5:00 PM 305 305 305 5:15 PM 275 275 275 5:30 PM 298 298 298 5:45 PM 273 273 273 Day Total % Weekday Average % Week Average AM Peak Volume PM Peak Volume Comments: Page 3 of 4 Report generated on 3/21/2016 8:19 PM Type of report: Tube Count - Volume Data SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) LOCATION:Livingston Rd Just North of Eatonwood Ln QC JOB #:13739817 SPECIFIC LOCATION:Livingston Rd Just North of Eatonwood Ln CITY/STATE:Naples, FL DIRECTION:SB DATE:Mar 10 2016 - Mar 10 2016 Start Time Mon Tue Wed Thu 10-Mar-16 Fri Average Weekday Hourly Traffic Sat Sun Average Week Hourly Traffic Average Week Profile 6:00 PM 214 214 214 6:15 PM 230 230 230 6:30 PM 192 192 192 6:45 PM 187 187 187 7:00 PM 166 166 166 7:15 PM 179 179 179 7:30 PM 148 148 148 7:45 PM 122 122 122 8:00 PM 136 136 136 8:15 PM 170 170 170 8:30 PM 116 116 116 8:45 PM 113 113 113 9:00 PM 96 96 96 9:15 PM 108 108 108 9:30 PM 94 94 94 9:45 PM 76 76 76 10:00 PM 65 65 65 10:15 PM 69 69 69 10:30 PM 51 51 51 10:45 PM 34 34 34 11:00 PM 40 40 40 11:15 PM 50 50 50 11:30 PM 36 36 36 11:45 PM 26 26 26 Day Total 15900 15900 15900 % Weekday Average 100.0% % Week Average 100.0%100.0% AM Peak 7:30 AM 7:30 AM 7:30 AM Volume 400 400 400 PM Peak 3:30 PM 3:30 PM 3:30 PM Volume 344 344 344 Comments: Page 4 of 4 Report generated on 3/21/2016 8:19 PM Type of report: Tube Count - Volume Data SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) LOCATION:Livingston Rd Just North of Eatonwood Ln QC JOB #:13739817 SPECIFIC LOCATION:Livingston Rd Just North of Eatonwood Ln CITY/STATE:Naples, FL DIRECTION:NB/SB DATE:Mar 10 2016 - Mar 10 2016 Start Time Mon Tue Wed Thu 10-Mar-16 Fri Average Weekday Hourly Traffic Sat Sun Average Week Hourly Traffic Average Week Profile 12:00 AM 34 34 34 12:15 AM 22 22 22 12:30 AM 22 22 22 12:45 AM 17 17 17 1:00 AM 21 21 21 1:15 AM 18 18 18 1:30 AM 9 9 9 1:45 AM 8 8 8 2:00 AM 13 13 13 2:15 AM 8 8 8 2:30 AM 14 14 14 2:45 AM 17 17 17 3:00 AM 16 16 16 3:15 AM 6 6 6 3:30 AM 27 27 27 3:45 AM 24 24 24 4:00 AM 9 9 9 4:15 AM 10 10 10 4:30 AM 21 21 21 4:45 AM 40 40 40 5:00 AM 46 46 46 5:15 AM 57 57 57 5:30 AM 97 97 97 5:45 AM 107 107 107 Day Total % Weekday Average % Week Average AM Peak Volume PM Peak Volume Comments: Page 1 of 4 Report generated on 3/21/2016 8:19 PM Type of report: Tube Count - Volume Data SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) LOCATION:Livingston Rd Just North of Eatonwood Ln QC JOB #:13739817 SPECIFIC LOCATION:Livingston Rd Just North of Eatonwood Ln CITY/STATE:Naples, FL DIRECTION:NB/SB DATE:Mar 10 2016 - Mar 10 2016 Start Time Mon Tue Wed Thu 10-Mar-16 Fri Average Weekday Hourly Traffic Sat Sun Average Week Hourly Traffic Average Week Profile 6:00 AM 132 132 132 6:15 AM 218 218 218 6:30 AM 309 309 309 6:45 AM 441 441 441 7:00 AM 394 394 394 7:15 AM 519 519 519 7:30 AM 684 684 684 7:45 AM 710 710 710 8:00 AM 676 676 676 8:15 AM 657 657 657 8:30 AM 584 584 584 8:45 AM 627 627 627 9:00 AM 536 536 536 9:15 AM 512 512 512 9:30 AM 550 550 550 9:45 AM 493 493 493 10:00 AM 451 451 451 10:15 AM 417 417 417 10:30 AM 488 488 488 10:45 AM 471 471 471 11:00 AM 465 465 465 11:15 AM 491 491 491 11:30 AM 546 546 546 11:45 AM 481 481 481 Day Total % Weekday Average % Week Average AM Peak Volume PM Peak Volume Comments: Page 2 of 4 Report generated on 3/21/2016 8:19 PM Type of report: Tube Count - Volume Data SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) LOCATION:Livingston Rd Just North of Eatonwood Ln QC JOB #:13739817 SPECIFIC LOCATION:Livingston Rd Just North of Eatonwood Ln CITY/STATE:Naples, FL DIRECTION:NB/SB DATE:Mar 10 2016 - Mar 10 2016 Start Time Mon Tue Wed Thu 10-Mar-16 Fri Average Weekday Hourly Traffic Sat Sun Average Week Hourly Traffic Average Week Profile 12:00 PM 476 476 476 12:15 PM 507 507 507 12:30 PM 505 505 505 12:45 PM 480 480 480 1:00 PM 458 458 458 1:15 PM 504 504 504 1:30 PM 508 508 508 1:45 PM 500 500 500 2:00 PM 504 504 504 2:15 PM 519 519 519 2:30 PM 538 538 538 2:45 PM 594 594 594 3:00 PM 566 566 566 3:15 PM 614 614 614 3:30 PM 660 660 660 3:45 PM 638 638 638 4:00 PM 629 629 629 4:15 PM 616 616 616 4:30 PM 631 631 631 4:45 PM 650 650 650 5:00 PM 639 639 639 5:15 PM 711 711 711 5:30 PM 682 682 682 5:45 PM 516 516 516 Day Total % Weekday Average % Week Average AM Peak Volume PM Peak Volume Comments: Page 3 of 4 Report generated on 3/21/2016 8:19 PM Type of report: Tube Count - Volume Data SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) LOCATION:Livingston Rd Just North of Eatonwood Ln QC JOB #:13739817 SPECIFIC LOCATION:Livingston Rd Just North of Eatonwood Ln CITY/STATE:Naples, FL DIRECTION:NB/SB DATE:Mar 10 2016 - Mar 10 2016 Start Time Mon Tue Wed Thu 10-Mar-16 Fri Average Weekday Hourly Traffic Sat Sun Average Week Hourly Traffic Average Week Profile 6:00 PM 493 493 493 6:15 PM 454 454 454 6:30 PM 398 398 398 6:45 PM 389 389 389 7:00 PM 338 338 338 7:15 PM 365 365 365 7:30 PM 286 286 286 7:45 PM 224 224 224 8:00 PM 242 242 242 8:15 PM 284 284 284 8:30 PM 207 207 207 8:45 PM 225 225 225 9:00 PM 172 172 172 9:15 PM 212 212 212 9:30 PM 165 165 165 9:45 PM 148 148 148 10:00 PM 121 121 121 10:15 PM 115 115 115 10:30 PM 107 107 107 10:45 PM 68 68 68 11:00 PM 75 75 75 11:15 PM 84 84 84 11:30 PM 55 55 55 11:45 PM 39 39 39 Day Total 31426 31426 31426 % Weekday Average 100.0% % Week Average 100.0%100.0% AM Peak 7:45 AM 7:45 AM 7:45 AM Volume 710 710 710 PM Peak 5:15 PM 5:15 PM 5:15 PM Volume 711 711 711 Comments: Page 4 of 4 Report generated on 3/21/2016 8:19 PM Appendix C Traffic Signal Timing Data Programmed EPAC Data 3/30/2016 12:40:52PM Min_Gap Time To Reduce Cars Before Reduction Time B4 ReductionMax_InitialAll RedYellowMax2Max1PassageMin_GrnPhase Vehical Basic Timings Added Initial Vehical Density Timings 1 3.0 4.8 2.3 0.0 7 20 0 0.0 0 0 0 0 2 5.0 4.8 2.4 0.0 20 40 0 0.0 0 0 0 0 3 3.0 4.8 5.1 0.0 7 20 0 0.0 0 0 0 0 4 4.0 4.8 2.4 0.0 10 25 0 0.0 0 0 0 0 5 3.0 4.8 2.3 0.0 7 25 0 0.0 0 0 0 0 6 5.0 4.8 5.0 0.0 20 40 0 0.0 0 0 0 0 7 3.0 4.8 2.4 0.0 7 20 0 0.0 0 0 0 0 8 4.0 4.8 2.4 0.0 10 25 0 0.0 0 0 0 0 Intersection Name: Pine Ridge @ Livingston Rd Intersection Alias: PR@Livingstn Channel: 49 Address: 55Access Code: 9999 Revision: 3.33e Phase Data Port 2 Comm :19200 Baud Port 3 Comm :19200 Baud Access Data Initialize Non-Act Response Extended Ped Clear Flashing Walk Ped ClearWalkPhase Actuated Rest in Walk Pedestrian Timing Veh Recall Ped Recall Recall Delay Non Lock Dual Entry Last Car Passage Conditional Service No Simultaneous Gap Out General Control Miscellaneous 0No NoneInactive 0NoneNone Yes No No No NoNo 1 0 0 0No NonActIGreen 0MinNone Yes No No No NoNo 2 7 41 0No NoneInactive 0NoneNone Yes No No No NoNo 3 0 0 0No NoneInactive 0NoneNone Yes Yes No No NoNo 4 7 35 0No NoneInactive 0NoneNone Yes No No No NoNo 5 0 0 0No NonActIGreen 0MinNone Yes No No No NoNo 6 7 35 0No NoneInactive 0NoneNone Yes No No No NoNo 7 0 0 0No NonActIIInactive 0NoneNone Yes Yes No No NoNo 8 7 42 Special Sequence Default Data Vehical Detector Phase Assignment Assigned Phase Switched Phase Extend DelayMode 4 0 0Vehical Detector Channel :33 Veh 0.0 Pedestrian Detector Default Data Special Detector Phase Assignment Assign Phase Mode Switched Phase Extend Delay : Default Data Unit Data Startup Time: 6sec Startup State: All Red Red Revert: 4sec General Control Auto Ped Clear: No Stop Time Reset: No Alternate Sequence: 0 ABC connector Input Modes: 0 ABC connector Output Modes: 0 D connector Input Modes: 0 D connector Output Modes: 0 Output Selection Input ResponsRing 1 Ring 1 Ring 1 2 Ring 2 Ring 2 3 None None 4 None None Remote Flash Phase Flash Entry Phase Flash Exit Phase Test A = Flash Yes 2 No Yes 4 Yes No 6 No Yes 8 Yes No Flash Alternat Flash ColorChannel 1 Red Yes 2 Yellow Yes 3 Red No 4 Red No 5 Red Yes 6 Yellow Yes 7 Red No 8 Red No 14 Red No A B 4 5 C D E F G H I J K L M N O Phase(s) OverlapsOverlaps P Page 1 of 11 A 4.0 2.0 0 0 0Trail Green Trail Yellow Trail Red Plus Green Minus Green B 4.0 1.0 0 0 0 C 4.0 2.0 0 0 0 D 4.0 2.0 0 0 0 E 4.0 2.0 0 0 0 F 4.0 2.0 0 0 0 G 4.0 2.0 0 0 0 H 4.0 2.0 0 0 0 I 4.0 2.0 0 0 0 J 4.0 2.0 0 0 0 K 4.0 2.0 0 0 0 L 4.0 2.0 0 0 0 M 4.0 2.0 0 0 0 N 4.0 2.0 0 0 0 O 4.0 2.0 0 0 0 P 4.0 2.0 0 0 0 ConcurrentPhases 1 5 6 2 5 6 3 7 8 4 7 8 1 2 5 1 2 6 3 4 7 3 4 8 9 10 11 12 13 14 15 16 Phase(s) 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16Next PhaseRingPhase 1 1 3 2 1 1 3 1 4 4 1 2 5 2 6 6 2 7 7 2 8 8 2 5 Ring Alternate Sequences Phase Pair(s) Alternate Sequences No Alternate Sequences Programmed Port 1 Data Message 40 Port Status BIU Addr 0 Used No 1 Used No 8 Used No 9 Used No 10 Used No 16 Used No 18 Used No Channel Assignment Hardware Pin SetChannelControl Hardware Pin SetChannelControl Hardware Pin SetChannelControl 1 11 - Ph.1 RYGPh.1 Veh 2 22 - Ph.2 RYGPh.2 Veh 3 33 - Ph.3 RYGPh.3 Veh 4 44 - Ph.4 RYGPh.4 Veh 5 55 - Ph.5 RYGPh.5 Veh 6 66 - Ph.6 RYGPh.6 Veh 7 77 - Ph.7 RYGPh.7 Veh 8 88 - Ph.8 RYGPh.8 Veh 9 1010 - Ph.2 DPWPh.2 Ped 10 1212 - Ph.4 DPWPh.4 Ped 11 1414 - Ph.6 DPWPh.6 Ped 12 1616 - Ph.8 DPWPh.8 Ped 13 1717 - Ph.1 RYGPh.1 OLP 14 1818 - Ph.2 RYGPh.2 OLP 15 1919 - Ph.3 RYGPh.3 OLP 16 2020 - Ph.4 RYGPh.4 OLP 17 99 - Ph.1 DPWPh.1 Ped 18 1111 - Ph.3 DPWPh.3 Ped 19 1313 - Ph.5 DPWPh.5 Ped 20 1515 - Ph.7 DPWPh.7 Ped Operation Mode: 1=Auto Coordination Mode: 2=Permissive YieldMaximun Mode: 0=Inhibit Correction Mode: 2=Short Way Offset Mode: 0=Beg Grn Force Mode: 0=Plan Max Dwell Time: 0 Yield Period: 0 Manual Dial: 0 Manual Split: 0 Manual Offset: 0 General Coordination Data Coordination Data Dial/Split Cycle 120 1/1 150 2/3 160 2/4 160 3/1 150 3/2 150 3/3 160 3/4 140 4/1 160 4/2 160 4/3 160 4/4 Page 2 of 11 Split Times and Phase Mode Ph. ModeSplitsPh. Dial 1 / Split 1 Ph. ModeSplitsPh.Ph. ModeSplitsPh.Ph. ModeSplitsPh. 0=Actuated 18 1 1=Coordinate 55 2 0=Actuated 25 3 0=Actuated 22 4 0=Actuated 20 5 1=Coordinate 53 6 0=Actuated 25 7 0=Actuated 22 8 Ph. ModeSplitsPh. Dial 2 / Split 3 Ph. ModeSplitsPh.Ph. ModeSplitsPh.Ph. ModeSplitsPh. 0=Actuated 25 1 1=Coordinate 68 2 0=Actuated 27 3 0=Actuated 30 4 0=Actuated 35 5 1=Coordinate 58 6 0=Actuated 23 7 0=Actuated 34 8 Ph. ModeSplitsPh. Dial 2 / Split 4 Ph. ModeSplitsPh.Ph. ModeSplitsPh.Ph. ModeSplitsPh. 0=Actuated 25 1 1=Coordinate 70 2 0=Actuated 27 3 0=Actuated 38 4 0=Actuated 30 5 1=Coordinate 65 6 0=Actuated 35 7 0=Actuated 30 8 Ph. ModeSplitsPh. Dial 3 / Split 1 Ph. ModeSplitsPh.Ph. ModeSplitsPh.Ph. ModeSplitsPh. 0=Actuated 25 1 1=Coordinate 75 2 0=Actuated 31 3 0=Actuated 29 4 0=Actuated 40 5 1=Coordinate 60 6 0=Actuated 25 7 0=Actuated 35 8 Ph. ModeSplitsPh. Dial 3 / Split 2 Ph. ModeSplitsPh.Ph. ModeSplitsPh.Ph. ModeSplitsPh. 0=Actuated 22 1 1=Coordinate 68 2 0=Actuated 30 3 0=Actuated 30 4 0=Actuated 30 5 1=Coordinate 60 6 0=Actuated 30 7 0=Actuated 30 8 Ph. ModeSplitsPh. Dial 3 / Split 3 Ph. ModeSplitsPh.Ph. ModeSplitsPh.Ph. ModeSplitsPh. 0=Actuated 22 1 1=Coordinate 68 2 0=Actuated 30 3 0=Actuated 30 4 0=Actuated 30 5 1=Coordinate 60 6 0=Actuated 30 7 0=Actuated 30 8 Ph. ModeSplitsPh. Dial 3 / Split 4 Ph. ModeSplitsPh.Ph. ModeSplitsPh.Ph. ModeSplitsPh. 0=Actuated 25 1 1=Coordinate 74 2 0=Actuated 30 3 0=Actuated 31 4 0=Actuated 35 5 1=Coordinate 64 6 0=Actuated 28 7 0=Actuated 33 8 Ph. ModeSplitsPh. Dial 4 / Split 1 Ph. ModeSplitsPh.Ph. ModeSplitsPh.Ph. ModeSplitsPh. 0=Actuated 20 1 1=Coordinate 60 2 0=Actuated 28 3 0=Actuated 32 4 0=Actuated 30 5 1=Coordinate 50 6 0=Actuated 28 7 0=Actuated 32 8 Ph. ModeSplitsPh. Dial 4 / Split 2 Ph. ModeSplitsPh.Ph. ModeSplitsPh.Ph. ModeSplitsPh. 0=Actuated 25 1 1=Coordinate 70 2 0=Actuated 31 3 0=Actuated 34 4 0=Actuated 30 5 1=Coordinate 65 6 0=Actuated 35 7 0=Actuated 30 8 Ph. ModeSplitsPh. Dial 4 / Split 3 Ph. ModeSplitsPh.Ph. ModeSplitsPh.Ph. ModeSplitsPh. 0=Actuated 31 1 1=Coordinate 70 2 0=Actuated 27 3 0=Actuated 32 4 0=Actuated 31 5 1=Coordinate 70 6 0=Actuated 31 7 0=Actuated 28 8 Ph. ModeSplitsPh. Dial 4 / Split 4 Ph. ModeSplitsPh.Ph. ModeSplitsPh.Ph. ModeSplitsPh. 0=Actuated 25 1 1=Coordinate 70 2 0=Actuated 32 3 0=Actuated 33 4 0=Actuated 30 5 1=Coordinate 65 6 0=Actuated 35 7 0=Actuated 30 8 Page 3 of 11 Traffic Plan Data Plan: 1/1/1 Offset Time: 64 Alt. Sequence: 0 Mode: 0=Normal Rg 2 Lag Time: 0 Rg 3 Lag Time: 0 Rg 4 Lag Time: 0 Plan: 2/3/1 Offset Time: 43 Alt. Sequence: 0 Mode: 0=Normal Rg 2 Lag Time: 0 Rg 3 Lag Time: 0 Rg 4 Lag Time: 0 Plan: 2/4/1 Offset Time: 133 Alt. Sequence: 0 Mode: 0=Normal Rg 2 Lag Time: 0 Rg 3 Lag Time: 0 Rg 4 Lag Time: 0 Plan: 3/1/1 Offset Time: 41 Alt. Sequence: 0 Mode: 0=Normal Rg 2 Lag Time: 0 Rg 3 Lag Time: 0 Rg 4 Lag Time: 0 Plan: 3/2/1 Offset Time: 1 Alt. Sequence: 0 Mode: 0=Normal Rg 2 Lag Time: 0 Rg 3 Lag Time: 0 Rg 4 Lag Time: 0 Plan: 3/3/1 Offset Time: 8 Alt. Sequence: 0 Mode: 0=Normal Rg 2 Lag Time: 0 Rg 3 Lag Time: 0 Rg 4 Lag Time: 0 Plan: 3/4/1 Offset Time: 43 Alt. Sequence: 0 Mode: 0=Normal Rg 2 Lag Time: 0 Rg 3 Lag Time: 0 Rg 4 Lag Time: 0 Plan: 4/1/1 Offset Time: 5 Alt. Sequence: 0 Mode: 0=Normal Rg 2 Lag Time: 0 Rg 3 Lag Time: 0 Rg 4 Lag Time: 0 Plan: 4/2/1 Offset Time: 140 Alt. Sequence: 0 Mode: 0=Normal Rg 2 Lag Time: 0 Rg 3 Lag Time: 0 Rg 4 Lag Time: 0 Plan: 4/3/1 Offset Time: 145 Alt. Sequence: 0 Mode: 0=Normal Rg 2 Lag Time: 0 Rg 3 Lag Time: 0 Rg 4 Lag Time: 0 Plan: 4/4/1 Offset Time: 140 Alt. Sequence: 0 Mode: 0=Normal Rg 2 Lag Time: 0 Rg 3 Lag Time: 0 Rg 4 Lag Time: 0 Local TBC Data Start of Daylight Saving End of Daylight Saving Month: 3 Month: 11 Week: 2 Week: 1 Cycle Zero Reference Hours: 24 Min: 0 7654321 Source Day Equate Days 1 11 21 0 0 0 0 0 2 3 4 5 6 0 0 0 7 17 27 0 0 0 0 0 12 13 14 15 16 0 0 0 22 23 24 25 26 0 0 0 Page 4 of 11 Traffic Data Event Day Time D/S/O flash 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 PHASE FUNCTION 1 1 0:1 0/0/4 2 1 6:0 1/1/1 3 1 6:30 2/3/1 4 1 9:0 4/1/1 5 1 14:0 2/4/1 6 1 18:0 1/1/1 7 1 21:0 0/0/4 8 2 0:1 0/0/4 9 2 6:0 1/1/1 10 2 6:30 3/1/1 11 2 8:25 3/4/1 12 2 9:10 3/3/1 13 2 14:0 4/2/1 14 2 15:45 4/4/1 15 2 16:30 4/3/1 16 2 18:30 1/1/1 17 2 22:0 0/0/4 18 7 0:1 0/0/4 19 7 6:0 1/1/1 20 7 6:30 2/3/1 21 7 9:30 4/1/1 22 7 11:30 3/2/1 23 7 14:0 2/4/1 24 7 18:30 1/1/1 25 7 21:0 0/0/4 26 12 0:1 0/0/4 27 12 6:0 1/1/1 28 12 6:30 3/1/1 29 12 8:25 3/4/1 30 12 9:10 3/3/1 31 12 12:45 4/4/1 32 12 13:30 3/3/1 33 12 14:0 4/2/1 34 12 16:30 4/3/1 35 12 18:30 1/1/1 36 12 22:0 0/0/4 37 22 0:1 0/0/4 38 22 6:0 1/1/1 39 22 6:30 3/1/1 40 22 9:10 3/3/1 41 22 14:0 4/2/1 42 22 16:30 4/3/1 43 22 18:30 1/1/1 44 22 22:0 0/0/4 Page 5 of 11 AUX. Events Special Function Outputs 87654321Dimming Det. Mult100 D3 Det. Rpt. D2 Det. Diag. D1 Aux Ouputs 321Min.Hour Program DayEvent 1 1 0 1 X X 2 1 6 0 X 3 1 18 0 X X 4 2 0 1 X X 5 2 6 0 X 6 2 18 0 X X 7 7 0 1 X X 8 7 6 0 X 9 7 18 0 X X 10 12 0 1 X X 11 12 6 0 X 12 12 18 0 X X 13 22 0 1 X X 14 22 6 0 X 15 22 18 0 X X Special WeekSpecial DayYearDayMonthEvent 1 1 1 15 0 0 2 6 8 15 0 2 3 8 17 15 0 0 4 1 1 100 22 0 5 1 4 100 22 0 6 1 5 100 22 0 7 1 18 100 22 0 8 2 15 100 22 0 9 3 11 100 22 0 10 3 14 100 22 0 11 3 15 100 22 0 12 3 16 100 22 0 13 3 17 100 22 0 14 3 18 100 22 0 15 3 25 100 22 0 16 4 12 100 12 0 17 5 12 100 12 0 18 5 27 100 22 0 19 5 30 100 22 0 20 6 6 100 12 0 21 6 7 100 12 0 22 9 7 100 22 0 23 9 14 100 12 0 24 9 23 100 12 0 25 10 19 100 22 0 26 10 20 100 22 0 27 11 11 100 22 0 28 11 23 100 22 0 29 11 24 100 22 0 30 11 25 100 22 0 31 11 26 100 22 0 32 11 27 100 22 0 33 12 17 100 12 0 34 12 18 100 12 0 35 12 21 100 22 0 36 12 22 100 22 0 37 12 23 100 22 0 38 12 24 100 22 0 39 12 25 100 22 0 40 12 28 100 22 0 41 12 29 100 22 0 42 12 30 100 22 0 43 12 31 100 22 0 Page 6 of 11 Special Functions SF8SF7SF6SF5SF4SF3SF2SF1Function Special Function 2 X Special Function 3 X Special Function 4 X Special Function 5 X Special Function 6 X Special Function 7 X Special Function 8 X Phase Function PF16PF15PF14PF13PF12PF11PF10PF9PF8PF7PF6PF5PF4PF3PF2PF1Phase Function Map Phase 1 Phase Omit X Phase 2 Phase Omit X Phase 3 Phase Omit X Phase 4 Phase Omit X Phase 5 Phase Omit X Phase 6 Phase Omit X Phase 7 Phase Omit X Phase 8 Phase Omit X Dimming Data Channel Red Yellow Green Alternate Default Data - No Dimming Programmed Preemption Data General Preemption Data Min Grn/Walk TimeRing 7 1 7 2 7 3 7 4 Flash = Preempt 1 Preepmt 1 = Preempt 2 Preepmt 2 = Preempt 3 Preepmt 3 = Preempt 4 Preepmt 4 = Preempt 5 Preepmt 5 = Preempt 6 Page 7 of 11 Non- LockingPreempt Link to Preempt Delay Extend Duration MaxCall Lock-Out Ped Clear Yel Red Select Grn Ped Yel Red Track Dwell Green Ped Clear Yel Red ReturnPreempt Timers 1 Yes 0 0 0 0 90 0 50 0.0 0.0 0 0 0.0 0.0 10 0 0.0 0.0 2 Yes 0 0 0 0 90 0 50 0.0 0.0 0 0 0.0 0.0 10 0 0.0 0.0 3 Yes 0 0 0 0 90 0 50 0.0 0.0 0 0 0.0 0.0 10 0 0.0 0.0 4 Yes 0 0 0 0 90 0 50 0.0 0.0 0 0 0.0 0.0 10 0 0.0 0.0 5 No 0 0 0 0 0 0 8 4.0 2.0 10 8 4.0 2.0 10 8 4.0 2.0 6 No 0 0 0 0 0 0 8 4.0 2.0 10 8 4.0 2.0 10 8 4.0 2.0 Preempt 1 Exit PhasePhase Exit Calls 2 Yes No 6 Yes No Preempt 2 Exit PhasePhase Exit Calls 4 Yes No 8 Yes No Preempt 3 Exit PhasePhase Exit Calls 2 Yes No 6 Yes No Preempt 4 Exit PhasePhase Exit Calls 4 Yes No 8 Yes No Preempt 5 Exit PhasePhase Exit Calls 1 No Yes 2 No Yes 3 No Yes 4 No Yes 5 No Yes 6 No Yes 7 No Yes 8 No Yes Preempt 6 Exit PhasePhase Exit Calls 1 No Yes 2 No Yes 3 No Yes 4 No Yes 5 No Yes 6 No Yes 7 No Yes 8 No Yes Non-LockingPriority Delay Extend Duration Max_Call Lock-Out Skip PhasesDwell Priority Timers 1 No 0 0 0 0 0 0=Do not Skip Phases 0 2 No 0 0 0 0 0 0=Do not Skip Phases 0 3 No 0 0 0 0 0 0=Do not Skip Phases 0 4 No 0 0 0 0 0 0=Do not Skip Phases 0 5 No 0 0 0 0 0 0=Do not Skip Phases 0 6 No 0 0 0 0 0 0=Do not Skip Phases 0 Priority 1 Exit PhasePhase Exit Calls Priority 2 Exit PhasePhase Exit Calls Priority 3 Exit PhasePhase Exit Calls Priority 4 Exit PhasePhase Exit Calls Priority 5 Exit PhasePhase Exit Calls Priority 6 Exit PhasePhase Exit Calls Preempt 1 Vehical Phases Ph.Track Dwell Cycle 1 Red Green No 6 Red Green No Pedestrian Phases CycleDwellTrackPh Default Data Overlaps Ovlp Track Dwell Cycle Default Data Preempt 2 Vehical Phases CycleDwellTrackPh. 3 Red Green No 8 Red Green No Pedestrian Phases CycleDwellTrackPh. Default Data Overlaps CycleDwellTrackOvlp. Default Data Preempt 3 Vehical Phases CycleDwellTrackPh. 2 Red Green No 5 Red Green No Pedestrian Phases CycleDwellTrackPh. Default Data Overlaps CycleDwellTrackOvlp. Default Data Preempt 4 Vehical Phases CycleDwellTrackPh. 4 Red Green No 7 Red Green No Pedestrian Phases CycleDwellTrackPh. Default Data Overlaps CycleDwellTrackOvlp. NoGrnRed 2 Page 8 of 11 Preempt 5 Vehical Phases CycleDwellTrackPh. Default Data Pedestrian Phases CycleDwellTrackPh. Default Data Overlaps CycleDwellTrackOvlp. Default Data Preempt 6 Vehical Phases CycleDwellTrackPh. Default Data Pedestrian Phases CycleDwellTrackPh. Default Data Overlaps CycleDwellTrackOvlp. Default Data Local Free: No Local Fash: No Cycle Failure: No Cycle Fault: No Coord Fault: No Coord Failure: No Conflict Flash: Yes Premption: No Remote Flash: No Voltage Monitor: YesSpecial Status 1: No Special Status 2: Yes Special Status 3: No Special Status 4: No Special Status 5: No Special Status 6: No Revert to Backup: 15 1st Phone: 2395135428 2nd Phone: Local Critical Alarms System/Detectors Data Traffic Responsive Detector Channel System Detector Min Volume % Occupancy Correction/10 Average Time(mins)Veh/Hr 1 17 1,200 11 10 50 2 18 1,200 11 10 50 3 19 1,200 11 10 50 4 20 1,200 11 10 50 5 21 1,200 11 10 50 6 22 1,200 11 10 50 7 23 1,200 11 10 50 8 24 1,200 11 10 50 Weight Factor System Detectors Queue 1 Detectors Default Data Weight Factor System Detectors Queue 2 Detectors Default Data Detector Failed Level : 0 Input Selection: 0=AverageQueue: 1 Detector Failed Level : 0 Input Selection: 0=AverageQueue: 2 Level Enter Leave Dial / Split / Offset Queue: / / Default Data Sample Interval: Page 9 of 11 Vehical Detector Diagnostic Value 0 Erratic Count No Activity Max PresenceDetector 1 30 180 60 2 60 180 60 3 30 180 60 4 30 180 60 5 30 180 60 6 60 180 60 7 30 180 60 8 30 180 60 17 30 180 60 18 30 180 60 19 30 180 60 20 30 180 60 21 30 180 60 22 30 180 60 23 30 180 60 24 30 180 60 25 30 180 60 26 30 180 60 27 30 180 60 28 30 180 60 29 30 180 60 37 30 180 60 38 30 180 60 39 30 180 60 40 30 180 60 41 30 180 60 42 30 180 60 43 30 180 60 44 30 180 60 45 30 180 60 46 30 180 60 47 30 180 60 48 30 180 60 Vehical Detector Diagnostic Value 1 Erratic Count No Activity Max PresenceDetector 1 30 180 60 2 30 180 60 3 30 180 60 4 30 180 60 5 30 180 60 6 30 180 60 7 30 180 60 8 30 180 60 17 30 180 60 18 30 180 60 19 30 180 60 20 30 180 60 21 30 180 60 22 30 180 60 23 30 180 60 24 30 180 60 25 30 180 60 26 30 180 60 27 30 180 60 28 30 0 60 29 30 180 60 37 30 180 60 38 30 180 60 39 30 180 60 40 30 180 60 41 30 180 60 42 30 180 60 43 30 180 60 44 30 180 60 45 30 180 60 46 30 180 60 47 30 180 60 48 30 180 60 Special Detector Diagnostic Value 0 Erratic Count No Activity Max PresenceDetector Default Data - No Diag 0 Valu Pedestrian Detector Diagnostic Value 1 Erratic Count No Activity Max PresenceDetector 1 5 0 0 2 5 0 0 3 5 0 0 4 5 0 0 5 5 0 0 6 5 0 0 7 5 0 0 8 5 0 0 Default Data - No Diag 1 Values Pedestrian Detector Diagnostic Value 0 Erratic Count No Activity Max PresenceDetector 1 5 0 0 2 5 0 0 3 5 0 0 4 5 0 0 5 5 0 0 6 5 0 0 7 5 0 0 8 5 0 0 Default Data - No Diag 0 Values Special Detector Diagnostic Value 1 Erratic Count No Activity Max PresenceDetector Default Data - No Diag 1 Values Speed Trap Data Speed Trap: Measurement: Distance : Detector_2Detector 1 Default Data Speed Trap High Treshold Speed Trap Low TresholdDial/Split/Offset // Default Data Page 10 of 11 Volume Detector Data Report Interval Controller Detector Channel Volume Detector Number 1 17 2 18 3 19 4 20 5 21 6 22 7 23 8 37 9 25 10 26 11 27 12 28 13 29 14 38 15 39 16 40 17 41 18 42 19 43 20 44 21 45 22 46 23 47 24 48 30 Page 11 of 11 Programmed EPAC Data 3/30/2016 12:42:11PM Min_Gap Time To Reduce Cars Before Reduction Time B4 ReductionMax_InitialAll RedYellowMax2Max1PassageMin_GrnPhase Vehical Basic Timings Added Initial Vehical Density Timings 1 2.0 4.8 2.0 0.0 7 20 0 0.0 0 0 0 0 2 5.0 4.8 2.0 0.0 20 50 0 0.0 0 0 0 0 3 1.0 4.4 2.3 0.0 5 20 0 0.0 0 0 0 0 4 1.0 4.4 2.3 0.0 8 25 0 0.0 0 0 0 0 5 2.0 4.8 2.0 0.0 7 32 0 0.0 0 0 0 0 6 5.0 4.8 2.0 0.0 20 50 0 0.0 0 0 0 0 7 1.0 4.4 2.3 0.0 5 20 0 0.0 0 0 0 0 8 1.0 4.4 2.3 0.0 8 20 0 0.0 0 0 0 0 Intersection Name: Pine Ridge @ Whippoorwill Intersection Alias: PR@Whipwill Channel: 49 Address: 65Access Code: 9999 Revision: 3.34g Phase Data Port 2 Comm :19200 Baud Port 3 Comm :19200 Baud Access Data Initialize Non-Act Response Extended Ped Clear Flashing Walk Ped ClearWalkPhase Actuated Rest in Walk Pedestrian Timing Veh Recall Ped Recall Recall Delay Non Lock Dual Entry Last Car Passage Conditional Service No Simultaneous Gap Out General Control Miscellaneous 0No NoneInactive 0NoneNone Yes No No No NoNo 1 0 0 0No NonActIGreen 0MinNone Yes No No No NoNo 2 7 22 0No NoneInactive 0MinNone Yes No No No NoNo 3 0 0 0No NonActIIInactive 0NoneNone Yes Yes No No NoNo 4 0 0 0No NoneInactive 0NoneNone Yes No No No NoNo 5 0 0 0No NonActIGreen 0MinNone Yes No No No NoNo 6 7 22 0No NoneInactive 0NoneNone Yes No No No NoNo 7 0 0 0No NonActIIInactive 0NoneNone Yes Yes No No NoNo 8 7 33 Special Sequence Phase OmitPhase Minus Yellow Phase Omit Call 1 6 0 0 2 0 0 0 3 0 0 0 4 0 0 0 5 2 0 0 6 0 0 0 7 0 0 0 8 0 0 0 Vehical Detector Phase Assignment Assigned Phase Switched Phase Extend DelayMode 1 6 0Vehical Detector Channel :1 Veh 0.0 2 0 0Vehical Detector Channel :2 Veh 0.0 3 0 0Vehical Detector Channel :3 Veh 0.0 4 0 0Vehical Detector Channel :4 Veh 0.0 5 2 0Vehical Detector Channel :5 Veh 0.0 6 0 0Vehical Detector Channel :6 Veh 0.0 7 0 0Vehical Detector Channel :7 Veh 0.0 8 0 0Vehical Detector Channel :8 Veh 0.0 Pedestrian Detector Default Data Special Detector Phase Assignment Assign Phase Mode Switched Phase Extend Delay : Default Data Unit Data Startup Time: 5sec Startup State: Flash Red Revert: 4sec General Control Auto Ped Clear: No Stop Time Reset: No Alternate Sequence: 0 ABC connector Input Modes: 0 ABC connector Output Modes: 0 D connector Input Modes: 0 D connector Output Modes: 6 Output Selection Input ResponsRing 1 Ring 1 Ring 1 2 Ring 2 Ring 2 3 None None 4 None None Remote Flash Phase Flash Entry Phase Flash Exit Phase Test A = Flash Yes 2 No Yes 4 Yes No 6 No Yes 8 Yes No Flash Alternat Flash ColorChannel 1 Red No 2 Yellow No 3 Red Yes 4 Red Yes 5 Red No 6 Yellow No 7 Red Yes 8 Red Yes Page 1 of 12 A B C D E F G H I J K L M N O Phase(s) OverlapsOverlaps P A 4.0 2.0 0 0 0Trail Green Trail Yellow Trail Red Plus Green Minus Green B 4.0 2.0 0 0 0 C 4.0 2.0 0 0 0 D 4.0 2.0 0 0 0 E 4.0 2.0 0 0 0 F 4.0 2.0 0 0 0 G 4.0 2.0 0 0 0 H 4.0 2.0 0 0 0 I 4.0 2.0 0 0 0 J 4.0 2.0 0 0 0 K 4.0 2.0 0 0 0 L 4.0 2.0 0 0 0 M 4.0 2.0 0 0 0 N 4.0 2.0 0 0 0 O 4.0 2.0 0 0 0 P 4.0 2.0 0 0 0 ConcurrentPhases 1 5 6 2 5 6 3 7 8 4 7 8 1 2 5 1 2 6 3 4 7 3 4 8 9 10 11 12 13 14 15 16 Phase(s) 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16Next PhaseRingPhase 1 1 2 2 1 3 3 1 4 4 1 1 5 2 6 6 2 7 7 2 8 8 2 5 Ring Alternate Sequences Phase Pair(s) Alternate Sequences No Alternate Sequences Programmed Port 1 Data Message 40 Port Status BIU Addr 0 Used No 1 Used No 8 Used No 9 Used No 10 Used No 11 Used No 16 Used No 18 Used No Channel Assignment Hardware Pin SetChannelControl Hardware Pin SetChannelControl Hardware Pin SetChannelControl 1 11 - Ph.1 RYGPh.1 Veh 2 22 - Ph.2 RYGPh.2 Veh 3 33 - Ph.3 RYGPh.3 Veh 4 44 - Ph.4 RYGPh.4 Veh 5 55 - Ph.5 RYGPh.5 Veh 6 66 - Ph.6 RYGPh.6 Veh 7 77 - Ph.7 RYGPh.7 Veh 8 88 - Ph.8 RYGPh.8 Veh 9 1010 - Ph.2 DPWPh.2 Ped 10 1212 - Ph.4 DPWPh.4 Ped 11 1414 - Ph.6 DPWPh.6 Ped 12 1616 - Ph.8 DPWPh.8 Ped 13 1717 - Ph.1 RYGPh.1 OLP 14 1818 - Ph.2 RYGPh.2 OLP 15 1919 - Ph.3 RYGPh.3 OLP 16 2020 - Ph.4 RYGPh.4 OLP 17 99 - Ph.1 DPWPh.1 Ped 18 1111 - Ph.3 DPWPh.3 Ped 19 1313 - Ph.5 DPWPh.5 Ped 20 1515 - Ph.7 DPWPh.7 Ped Page 2 of 12 Operation Mode: 1=Auto Coordination Mode: 2=Permissive YieldMaximun Mode: 0=Inhibit Correction Mode: 2=Short Way Offset Mode: 0=Beg Grn Force Mode: 0=Plan Max Dwell Time: 0 Yield Period: 0 Manual Dial: 0 Manual Split: 0 Manual Offset: 0 General Coordination Data Coordination Data Dial/Split Cycle 120 1/1 150 2/3 160 2/4 160 3/1 150 3/2 150 3/3 160 3/4 140 4/1 160 4/2 160 4/3 160 4/4 Page 3 of 12 Split Times and Phase Mode Ph. ModeSplitsPh. Dial 1 / Split 1 Ph. ModeSplitsPh.Ph. ModeSplitsPh.Ph. ModeSplitsPh. 0=Actuated 20 1 1=Coordinate 60 2 0=Actuated 18 3 0=Actuated 22 4 0=Actuated 20 5 1=Coordinate 60 6 0=Actuated 22 7 0=Actuated 18 8 Ph. ModeSplitsPh. Dial 2 / Split 3 Ph. ModeSplitsPh.Ph. ModeSplitsPh.Ph. ModeSplitsPh. 0=Actuated 17 1 1=Coordinate 87 2 0=Actuated 22 3 0=Actuated 24 4 0=Actuated 32 5 1=Coordinate 72 6 0=Actuated 24 7 0=Actuated 22 8 Ph. ModeSplitsPh. Dial 2 / Split 4 Ph. ModeSplitsPh.Ph. ModeSplitsPh.Ph. ModeSplitsPh. 0=Actuated 23 1 1=Coordinate 90 2 0=Actuated 23 3 0=Actuated 24 4 0=Actuated 23 5 1=Coordinate 90 6 0=Actuated 24 7 0=Actuated 23 8 Ph. ModeSplitsPh. Dial 3 / Split 1 Ph. ModeSplitsPh.Ph. ModeSplitsPh.Ph. ModeSplitsPh. 0=Actuated 18 1 1=Coordinate 93 2 0=Actuated 23 3 0=Actuated 26 4 0=Actuated 34 5 1=Coordinate 77 6 0=Actuated 26 7 0=Actuated 23 8 Ph. ModeSplitsPh. Dial 3 / Split 2 Ph. ModeSplitsPh.Ph. ModeSplitsPh.Ph. ModeSplitsPh. 0=Actuated 26 1 1=Coordinate 73 2 0=Actuated 23 3 0=Actuated 28 4 0=Actuated 26 5 1=Coordinate 73 6 0=Actuated 28 7 0=Actuated 23 8 Ph. ModeSplitsPh. Dial 3 / Split 3 Ph. ModeSplitsPh.Ph. ModeSplitsPh.Ph. ModeSplitsPh. 0=Actuated 26 1 1=Coordinate 73 2 0=Actuated 23 3 0=Actuated 28 4 0=Actuated 26 5 1=Coordinate 73 6 0=Actuated 28 7 0=Actuated 23 8 Ph. ModeSplitsPh. Dial 3 / Split 4 Ph. ModeSplitsPh.Ph. ModeSplitsPh.Ph. ModeSplitsPh. 0=Actuated 18 1 1=Coordinate 93 2 0=Actuated 23 3 0=Actuated 26 4 0=Actuated 34 5 1=Coordinate 77 6 0=Actuated 26 7 0=Actuated 23 8 Ph. ModeSplitsPh. Dial 4 / Split 1 Ph. ModeSplitsPh.Ph. ModeSplitsPh.Ph. ModeSplitsPh. 0=Actuated 24 1 1=Coordinate 68 2 0=Actuated 22 3 0=Actuated 26 4 0=Actuated 24 5 1=Coordinate 68 6 0=Actuated 26 7 0=Actuated 22 8 Ph. ModeSplitsPh. Dial 4 / Split 2 Ph. ModeSplitsPh.Ph. ModeSplitsPh.Ph. ModeSplitsPh. 0=Actuated 23 1 1=Coordinate 90 2 0=Actuated 23 3 0=Actuated 24 4 0=Actuated 23 5 1=Coordinate 90 6 0=Actuated 24 7 0=Actuated 23 8 Ph. ModeSplitsPh. Dial 4 / Split 3 Ph. ModeSplitsPh.Ph. ModeSplitsPh.Ph. ModeSplitsPh. 0=Actuated 30 1 1=Coordinate 83 2 0=Actuated 23 3 0=Actuated 24 4 0=Actuated 25 5 1=Coordinate 88 6 0=Actuated 24 7 0=Actuated 23 8 Ph. ModeSplitsPh. Dial 4 / Split 4 Ph. ModeSplitsPh.Ph. ModeSplitsPh.Ph. ModeSplitsPh. 0=Actuated 23 1 1=Coordinate 90 2 0=Actuated 23 3 0=Actuated 24 4 0=Actuated 23 5 1=Coordinate 90 6 0=Actuated 24 7 0=Actuated 23 8 Page 4 of 12 Traffic Plan Data Plan: 1/1/1 Offset Time: 118 Alt. Sequence: 0 Mode: 0=Normal Rg 2 Lag Time: 0 Rg 3 Lag Time: 0 Rg 4 Lag Time: 0 Plan: 2/3/1 Offset Time: 139 Alt. Sequence: 0 Mode: 0=Normal Rg 2 Lag Time: 0 Rg 3 Lag Time: 0 Rg 4 Lag Time: 0 Plan: 2/4/1 Offset Time: 47 Alt. Sequence: 0 Mode: 0=Normal Rg 2 Lag Time: 0 Rg 3 Lag Time: 0 Rg 4 Lag Time: 0 Plan: 3/1/1 Offset Time: 4 Alt. Sequence: 0 Mode: 0=Normal Rg 2 Lag Time: 0 Rg 3 Lag Time: 0 Rg 4 Lag Time: 0 Plan: 3/2/1 Offset Time: 70 Alt. Sequence: 0 Mode: 0=Normal Rg 2 Lag Time: 0 Rg 3 Lag Time: 0 Rg 4 Lag Time: 0 Plan: 3/3/1 Offset Time: 70 Alt. Sequence: 0 Mode: 0=Normal Rg 2 Lag Time: 0 Rg 3 Lag Time: 0 Rg 4 Lag Time: 0 Plan: 3/4/1 Offset Time: 159 Alt. Sequence: 0 Mode: 0=Normal Rg 2 Lag Time: 0 Rg 3 Lag Time: 0 Rg 4 Lag Time: 0 Plan: 4/1/1 Offset Time: 115 Alt. Sequence: 0 Mode: 0=Normal Rg 2 Lag Time: 0 Rg 3 Lag Time: 0 Rg 4 Lag Time: 0 Plan: 4/2/1 Offset Time: 38 Alt. Sequence: 0 Mode: 0=Normal Rg 2 Lag Time: 0 Rg 3 Lag Time: 0 Rg 4 Lag Time: 0 Plan: 4/3/1 Offset Time: 36 Alt. Sequence: 0 Mode: 0=Normal Rg 2 Lag Time: 0 Rg 3 Lag Time: 0 Rg 4 Lag Time: 0 Plan: 4/4/1 Offset Time: 38 Alt. Sequence: 0 Mode: 0=Normal Rg 2 Lag Time: 0 Rg 3 Lag Time: 0 Rg 4 Lag Time: 0 Local TBC Data Start of Daylight Saving End of Daylight Saving Month: 3 Month: 11 Week: 2 Week: 1 Cycle Zero Reference Hours: 24 Min: 0 7654321 Source Day Equate Days 1 11 21 0 0 0 0 0 2 3 4 5 6 0 0 0 7 17 27 0 0 0 0 0 12 13 14 15 16 0 0 0 22 23 24 25 26 0 0 0 Page 5 of 12 Traffic Data Event Day Time D/S/O flash 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 PHASE FUNCTION 1 1 0:1 5/5/0 Flash On 2 1 6:0 1/1/1 3 1 6:30 2/3/1 4 1 9:0 4/1/1 5 1 14:0 2/4/1 6 1 18:0 1/1/1 7 1 21:0 0/0/4 8 1 23:0 5/5/0 Flash On 9 2 0:1 5/5/0 Flash On 10 2 6:0 1/1/1 11 2 6:30 3/1/1 12 2 8:25 3/4/1 13 2 9:10 3/3/1 14 2 14:0 4/2/1 15 2 15:45 4/4/1 16 2 16:30 4/3/1 17 2 18:30 1/1/1 18 2 22:0 0/0/4 19 2 23:0 5/5/0 Flash On 20 7 0:1 5/5/0 Flash On 21 7 6:0 1/1/1 22 7 6:30 2/3/1 23 7 9:30 4/1/1 24 7 11:30 3/2/1 25 7 14:0 2/4/1 26 7 18:30 1/1/1 27 7 21:0 0/0/4 28 7 23:0 5/5/0 Flash On 29 12 0:1 5/5/0 Flash On 30 12 6:0 1/1/1 31 12 6:30 3/1/1 32 12 8:25 3/4/1 33 12 9:10 3/3/1 34 12 12:45 4/4/1 35 12 13:30 3/3/1 36 12 14:0 4/2/1 37 12 16:30 4/3/1 38 12 18:30 1/1/1 39 12 22:0 0/0/4 40 12 23:0 5/5/0 Flash On 41 22 0:1 5/5/0 Flash On 42 22 6:0 1/1/1 43 22 6:30 3/1/1 44 22 9:10 3/3/1 45 22 14:0 4/2/1 Page 6 of 12 46 22 16:30 4/3/1 47 22 18:30 1/1/1 48 22 22:0 0/0/4 49 22 23:0 5/5/0 Flash On AUX. Events Special Function Outputs 87654321Dimming Det. Mult100 D3 Det. Rpt. D2 Det. Diag. D1 Aux Ouputs 321Min.Hour Program DayEvent 1 1 0 1 X X 2 1 6 0 X 3 1 18 0 X X 4 2 0 1 X X 5 2 6 0 X 6 2 18 0 X X 7 7 0 1 X X 8 7 6 0 X 9 7 18 0 X X 10 12 0 1 X X 11 12 6 0 X 12 12 18 0 X X 13 22 0 1 X X 14 22 6 0 X 15 22 18 0 X X Page 7 of 12 Special WeekSpecial DayYearDayMonthEvent 1 1 1 15 0 0 2 6 8 15 0 2 3 8 17 15 0 0 4 1 1 100 22 0 5 1 4 100 22 0 6 1 5 100 22 0 7 1 18 100 22 0 8 2 15 100 22 0 9 3 11 100 22 0 10 3 14 100 22 0 11 3 15 100 22 0 12 3 16 100 22 0 13 3 17 100 22 0 14 3 18 100 22 0 15 3 25 100 22 0 16 4 12 100 12 0 17 5 12 100 12 0 18 5 27 100 22 0 19 5 30 100 22 0 20 6 6 100 12 0 21 6 7 100 12 0 22 9 7 100 22 0 23 9 14 100 12 0 24 9 23 100 12 0 25 10 19 100 22 0 26 10 20 100 22 0 27 11 11 100 22 0 28 11 23 100 22 0 29 11 24 100 22 0 30 11 25 100 22 0 31 11 26 100 22 0 32 11 27 100 22 0 33 12 17 100 12 0 34 12 18 100 12 0 35 12 21 100 22 0 36 12 22 100 22 0 37 12 23 100 22 0 38 12 24 100 22 0 39 12 25 100 22 0 40 12 28 100 22 0 41 12 29 100 22 0 42 12 30 100 22 0 43 12 31 100 22 0 Special Functions SF8SF7SF6SF5SF4SF3SF2SF1Function Special Function 1 X Special Function 2 X Special Function 3 X Special Function 4 X Special Function 5 X Special Function 6 X Special Function 7 X Special Function 8 X Page 8 of 12 Phase Function PF16PF15PF14PF13PF12PF11PF10PF9PF8PF7PF6PF5PF4PF3PF2PF1Phase Function Map Phase 1 Phase Omit X Phase 2 Phase Omit X Phase 3 Phase Omit X Phase 4 Phase Omit X Phase 5 Phase Omit X Phase 6 Phase Omit X Phase 7 Phase Omit X Phase 8 Phase Omit X Dimming Data Channel Red Yellow Green Alternate Default Data - No Dimming Programmed Preemption Data General Preemption Data Min Grn/Walk TimeRing 10 1 10 2 10 3 10 4 Flash = Preempt 1 Preepmt 1 = Preempt 2 Preepmt 2 = Preempt 3 Preepmt 3 = Preempt 4 Preepmt 4 = Preempt 5 Preepmt 5 = Preempt 6 Non- LockingPreempt Link to Preempt Delay Extend Duration MaxCall Lock-Out Ped Clear Yel Red Select Grn Ped Yel Red Track Dwell Green Ped Clear Yel Red ReturnPreempt Timers 1 No 0 0 0 0 80 0 50 0.0 0.0 0 0 0.0 0.0 10 0 0.0 0.0 2 No 0 0 0 0 80 0 50 0.0 0.0 0 0 0.0 0.0 10 0 0.0 0.0 3 No 0 0 0 0 80 0 50 0.0 0.0 0 0 0.0 0.0 10 0 0.0 0.0 4 No 0 0 0 0 80 0 50 0.0 0.0 0 0 0.0 0.0 10 0 0.0 0.0 5 No 0 0 0 0 0 0 8 4.0 2.0 10 8 4.0 2.0 10 8 4.0 2.0 6 No 0 0 0 0 0 0 8 4.0 2.0 10 8 4.0 2.0 10 8 4.0 2.0 Page 9 of 12 Preempt 1 Exit PhasePhase Exit Calls 2 Yes No 6 Yes No Preempt 2 Exit PhasePhase Exit Calls 3 Yes No 8 Yes No Preempt 3 Exit PhasePhase Exit Calls 2 Yes No 6 Yes No Preempt 4 Exit PhasePhase Exit Calls 4 Yes No 7 Yes No Preempt 5 Exit PhasePhase Exit Calls 1 No Yes 2 No Yes 3 No Yes 4 No Yes 5 No Yes 6 No Yes 7 No Yes 8 No Yes Preempt 6 Exit PhasePhase Exit Calls 1 No Yes 2 No Yes 3 No Yes 4 No Yes 5 No Yes 6 No Yes 7 No Yes 8 No Yes Non-LockingPriority Delay Extend Duration Max_Call Lock-Out Skip PhasesDwell Priority Timers 1 No 0 0 0 0 0 0=Do not Skip Phases 0 2 No 0 0 0 0 0 0=Do not Skip Phases 0 3 No 0 0 0 0 0 0=Do not Skip Phases 0 4 No 0 0 0 0 0 0=Do not Skip Phases 0 5 No 0 0 0 0 0 0=Do not Skip Phases 0 6 No 0 0 0 0 0 0=Do not Skip Phases 0 Priority 1 Exit PhasePhase Exit Calls Priority 2 Exit PhasePhase Exit Calls Priority 3 Exit PhasePhase Exit Calls Priority 4 Exit PhasePhase Exit Calls Priority 5 Exit PhasePhase Exit Calls Priority 6 Exit PhasePhase Exit Calls Preempt 1 Vehical Phases Ph.Track Dwell Cycle 2 Red Green No 6 Red Green No Pedestrian Phases CycleDwellTrackPh Default Data Overlaps Ovlp Track Dwell Cycle Default Data Preempt 2 Vehical Phases CycleDwellTrackPh. 3 Red Green No 8 Red Green No Pedestrian Phases CycleDwellTrackPh. Default Data Overlaps CycleDwellTrackOvlp. Default Data Preempt 3 Vehical Phases CycleDwellTrackPh. 2 Red Green No 6 Red Green No Pedestrian Phases CycleDwellTrackPh. Default Data Overlaps CycleDwellTrackOvlp. Default Data Preempt 4 Vehical Phases CycleDwellTrackPh. 4 Red Green No 7 Red Green No Pedestrian Phases CycleDwellTrackPh. Default Data Overlaps CycleDwellTrackOvlp. Default Data Preempt 5 Vehical Phases CycleDwellTrackPh. Default Data Pedestrian Phases CycleDwellTrackPh. Default Data Overlaps CycleDwellTrackOvlp. Default Data Preempt 6 Vehical Phases CycleDwellTrackPh. Default Data Pedestrian Phases CycleDwellTrackPh. Default Data Overlaps CycleDwellTrackOvlp. Default Data Page 10 of 12 Local Free: No Local Fash: No Cycle Failure: No Cycle Fault: No Coord Fault: No Coord Failure: No Conflict Flash: Yes Premption: No Remote Flash: No Voltage Monitor: YesSpecial Status 1: Yes Special Status 2: Yes Special Status 3: No Special Status 4: No Special Status 5: No Special Status 6: No Revert to Backup: 15 1st Phone: 2nd Phone: Local Critical Alarms System/Detectors Data Traffic Responsive Detector Channel System Detector Min Volume % Occupancy Correction/10 Average Time(mins)Veh/Hr 1 17 1,500 2 10 30 2 18 1,500 2 10 30 3 19 1,500 2 10 30 4 20 1,500 2 10 30 5 21 1,500 2 10 30 6 22 1,500 2 10 30 7 23 1,500 2 10 30 8 24 1,500 2 10 30 Weight Factor System Detectors Queue 1 Detectors Default Data Weight Factor System Detectors Queue 2 Detectors Default Data Detector Failed Level : 0 Input Selection: 0=AverageQueue: 1 Detector Failed Level : 0 Input Selection: 0=AverageQueue: 2 Level Enter Leave Dial / Split / Offset Queue: / / Default Data Sample Interval: 2 Vehical Detector Diagnostic Value 0 Erratic Count No Activity Max PresenceDetector 1 30 180 60 2 30 180 60 3 30 180 60 4 30 180 60 5 30 180 60 6 30 180 60 7 30 180 60 8 30 180 60 17 30 180 60 18 30 180 60 19 30 180 60 20 30 180 60 21 30 180 60 22 30 180 60 23 30 180 60 24 30 180 60 25 30 180 60 26 30 180 60 27 30 180 60 28 30 180 60 29 30 180 60 30 30 180 60 31 30 180 60 32 30 0 60 33 30 180 60 Vehical Detector Diagnostic Value 1 Erratic Count No Activity Max PresenceDetector 1 30 180 60 2 30 180 60 3 30 180 60 4 30 180 60 5 30 180 60 6 30 180 60 7 30 180 60 8 30 180 60 17 30 0 60 18 30 0 60 19 30 0 60 20 30 0 60 21 30 0 60 22 30 0 60 23 30 0 60 24 30 0 60 25 30 0 60 26 30 0 60 27 30 0 60 28 30 0 60 29 30 0 60 30 30 0 60 31 30 0 60 32 30 0 60 33 30 0 60 Special Detector Diagnostic Value 0 Erratic Count No Activity Max PresenceDetector Default Data - No Diag 0 Valu Page 11 of 12 Pedestrian Detector Diagnostic Value 1 Erratic Count No Activity Max PresenceDetector 1 5 0 0 2 5 0 0 3 5 0 0 4 5 0 0 5 5 0 0 6 5 0 0 7 5 0 0 8 5 0 0 Default Data - No Diag 1 Values Pedestrian Detector Diagnostic Value 0 Erratic Count No Activity Max PresenceDetector 1 5 0 0 2 5 0 0 3 5 0 0 4 5 0 0 5 5 0 0 6 5 0 0 7 5 0 0 8 5 0 0 Default Data - No Diag 0 Values Special Detector Diagnostic Value 1 Erratic Count No Activity Max PresenceDetector Default Data - No Diag 1 Values Speed Trap Data Speed Trap: Measurement: Distance : Detector_2Detector 1 Default Data Speed Trap High Treshold Speed Trap Low TresholdDial/Split/Offset // Default Data Volume Detector Data Report Interval Controller Detector Channel Volume Detector Number 1 17 2 18 3 19 4 20 5 21 7 22 8 23 9 24 10 25 11 26 13 27 14 28 15 29 16 30 17 31 18 32 19 33 15 30 Page 12 of 12 Programmed EPAC Data 3/30/2016 12:43:53PM Min_Gap Time To Reduce Cars Before Reduction Time B4 ReductionMax_InitialAll RedYellowMax2Max1PassageMin_GrnPhase Vehical Basic Timings Added Initial Vehical Density Timings 1 4.0 4.8 2.0 0.0 7 30 0 0.0 0 0 0 0 2 5.0 4.8 2.0 0.0 20 50 0 0.0 0 0 0 0 4 4.0 5.5 2.0 0.0 7 20 0 0.0 0 0 0 0 6 5.0 4.8 2.0 0.0 20 50 0 0.0 0 0 0 0 7 4.0 5.5 2.0 0.0 7 20 0 0.0 0 0 0 0 10 5.0 4.8 2.0 0.0 20 50 0 0.0 0 0 0 0 11 3.5 5.5 2.0 0.0 7 30 0 0.0 0 0 0 0 13 3.0 4.8 2.0 0.0 7 20 0 0.0 0 0 0 0 14 5.0 4.8 2.0 0.0 20 50 0 0.0 0 0 0 0 16 3.5 5.5 2.0 0.0 7 30 0 0.0 0 0 0 0 Intersection Name: Pine Ridge @ I-75 W Intersection Alias: PR@I75S Channel: 49 Address: 70Access Code: 9999 Revision: 3.34 Phase Data Port 2 Comm :9600 Baud Port 3 Comm :19200 Baud Access Data Initialize Non-Act Response Extended Ped Clear Flashing Walk Ped ClearWalkPhase Actuated Rest in Walk Pedestrian Timing Veh Recall Ped Recall Recall Delay Non Lock Dual Entry Last Car Passage Conditional Service No Simultaneous Gap Out General Control Miscellaneous 0No NoneInactive 0NoneNone No No No No NoNo 1 0 0 0No NonActIGreen 0MinNone No No No No NoNo 2 7 15 0No NoneInactive 0NoneNone Yes Yes No No NoNo 4 0 0 0No NonActIGreen 0MinNone No No No No NoNo 6 0 0 0No NoneInactive 0NoneNone Yes Yes No No NoNo 7 0 0 0No NonActIGreen 0MinNone No No No No NoNo 10 7 20 0No NoneInactive 0NoneNone Yes Yes No No NoNo 11 0 0 0No NoneInactive 0NoneNone Yes No No No NoNo 13 0 0 0No NonActIGreen 0MinNone No No No No NoNo 14 0 0 0No NoneInactive 0NoneNone Yes Yes No No NoNo 16 0 0 Special Sequence Default Data Vehical Detector Phase Assignment Assigned Phase Switched Phase Extend DelayMode 14 0 0Vehical Detector Channel :3 Veh 0.0 13 0 0Vehical Detector Channel :5 Veh 0.0 14 0 0Vehical Detector Channel :10 Veh 0.0 10 0 0Vehical Detector Channel :11 Veh 0.0 10 0 0Vehical Detector Channel :12 Veh 0.0 11 0 0Vehical Detector Channel :13 Veh 0.0 16 0 0Vehical Detector Channel :15 Veh 0.0 1 0 0Vehical Detector Channel :29 Veh 0.0 Pedestrian Detector 10 0 0Pedestrian Detector Channel :6 Ped 0.0 Special Detector Phase Assignment Assign Phase Mode Switched Phase Extend Delay : Default Data Page 1 of 12 Unit Data Startup Time: 5sec Startup State: Flash Red Revert: 4sec General Control Auto Ped Clear: No Stop Time Reset: No Alternate Sequence: 0 ABC connector Input Modes: 0 ABC connector Output Modes: 0 D connector Input Modes: 0 D connector Output Modes: 0 Output Selection Input ResponsRing 1 Ring 1 Ring 1 2 Ring 2 Ring 2 3 None None 4 None None Remote Flash Phase Flash Entry Phase Flash Exit Phase Test A = Flash Yes 2 No Yes 4 Yes No 6 No Yes 7 Yes No 10 No Yes 11 Yes No 14 No Yes 16 Yes No Flash Alternat Flash ColorChannel 1 Red No 2 Yellow No 3 Red Yes 4 Red Yes 5 Red No 6 Yellow No 7 Red Yes 8 Red Yes 13 Yellow No 14 Yellow No 15 Red No A B C D E F G H I J K L M N O Phase(s) OverlapsOverlaps P A 4.0 2.0 0 0 0Trail Green Trail Yellow Trail Red Plus Green Minus Green B 4.0 2.0 0 0 0 C 4.8 2.0 14 13 0 D 4.0 2.0 0 0 0 E 4.0 2.0 0 0 0 F 4.0 2.0 0 0 0 G 4.0 2.0 0 0 0 H 4.0 2.0 0 0 0 I 4.0 2.0 0 0 0 J 4.0 2.0 0 0 0 K 4.0 2.0 0 0 0 L 4.0 2.0 0 0 0 M 4.0 2.0 0 0 0 N 4.0 2.0 0 0 0 O 4.0 2.0 0 0 0 P 4.0 2.0 0 0 0 ConcurrentPhases 1 6 10 11 13 14 16 2 6 10 11 13 14 16 3 4 7 10 11 13 14 16 5 1 2 6 10 11 13 14 16 4 7 10 11 13 14 16 8 9 1 2 4 6 7 10 13 14 1 2 4 6 7 11 16 12 1 2 4 6 7 10 13 1 2 4 6 7 10 14 15 1 2 4 6 7 11 16 Phase(s) 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16Next PhaseRingPhase 1 1 2 2 1 4 4 1 1 6 2 7 7 2 6 10 3 11 11 3 10 13 4 16 14 4 13 16 4 14 Ring Alternate Sequences Phase Pair(s) Alternate Sequences No Alternate Sequences Programmed Port 1 Data Message 40 Port Status BIU Addr 0 Used No 1 Used No 8 Used No 9 Used No 16 Used No 18 Used No Page 2 of 12 Channel Assignment Hardware Pin SetChannelControl Hardware Pin SetChannelControl Hardware Pin SetChannelControl 1 11 - Ph.1 RYGPh.1 Veh 2 22 - Ph.2 RYGPh.2 Veh 3 33 - Ph.11 RYGPh.11 Veh 4 44 - Ph.4 RYGPh.4 Veh 5 55 - Ph.13 RYGPh.13 Veh 6 66 - Ph.6 RYGPh.6 Veh 7 77 - Ph.7 RYGPh.7 Veh 8 88 - Ph.16 RYGPh.16 Veh 9 1010 - Ph.2 DPWPh.2 Ped 10 1212 - Ph.4 DPWPh.4 Ped 11 1414 - Ph.10 DPWPh.10 Ped 12 1616 - Ph.8 DPWPh.8 Ped 13 1717 - Ph.10 RYGPh.10 Veh 14 1818 - Ph.14 RYGPh.14 Veh 15 1919 - Ph.3 RYGPh.3 OLP 16 2020 - Ph.4 RYGPh.4 OLP 17 99 - Ph.1 DPWPh.1 Ped 18 1111 - Ph.3 DPWPh.3 Ped 19 1313 - Ph.5 DPWPh.5 Ped 20 1515 - Ph.7 DPWPh.7 Ped Operation Mode: 1=Auto Coordination Mode: 2=Permissive YieldMaximun Mode: 0=Inhibit Correction Mode: 2=Short Way Offset Mode: 0=Beg Grn Force Mode: 0=Plan Max Dwell Time: 0 Yield Period: 0 Manual Dial: 3 Manual Split: 1 Manual Offset: 1 General Coordination Data Coordination Data Dial/Split Cycle 120 1/1 160 1/4 150 2/3 160 2/4 160 3/1 150 3/2 150 3/3 160 3/4 140 4/1 160 4/2 160 4/3 160 4/4 Page 3 of 12 Split Times and Phase Mode Ph. ModeSplitsPh. Dial 1 / Split 1 Ph. ModeSplitsPh.Ph. ModeSplitsPh.Ph. ModeSplitsPh. 0=Actuated 30 1 1=Coordinate 69 2 0=Actuated 21 4 1=Coordinate 99 6 0=Actuated 21 7 1=Coordinate 80 10 0=Actuated 40 11 0=Actuated 15 13 1=Coordinate 65 14 0=Actuated 40 16 Ph. ModeSplitsPh. Dial 1 / Split 4 Ph. ModeSplitsPh.Ph. ModeSplitsPh.Ph. ModeSplitsPh. 0=Actuated 37 1 1=Coordinate 96 2 0=Actuated 27 4 1=Coordinate 133 6 0=Actuated 27 7 1=Coordinate 82 10 0=Actuated 78 11 0=Actuated 32 13 1=Coordinate 50 14 0=Actuated 78 16 Ph. ModeSplitsPh. Dial 2 / Split 3 Ph. ModeSplitsPh.Ph. ModeSplitsPh.Ph. ModeSplitsPh. 0=Actuated 35 1 1=Coordinate 90 2 0=Actuated 25 4 1=Coordinate 125 6 0=Actuated 25 7 1=Coordinate 105 10 0=Actuated 45 11 0=Actuated 30 13 1=Coordinate 75 14 0=Actuated 45 16 Ph. ModeSplitsPh. Dial 2 / Split 4 Ph. ModeSplitsPh.Ph. ModeSplitsPh.Ph. ModeSplitsPh. 0=Actuated 60 1 1=Coordinate 73 2 0=Actuated 27 4 1=Coordinate 133 6 0=Actuated 27 7 1=Coordinate 113 10 0=Actuated 47 11 0=Actuated 20 13 1=Coordinate 93 14 0=Actuated 47 16 Ph. ModeSplitsPh. Dial 3 / Split 1 Ph. ModeSplitsPh.Ph. ModeSplitsPh.Ph. ModeSplitsPh. 0=Actuated 37 1 1=Coordinate 96 2 0=Actuated 27 4 1=Coordinate 133 6 0=Actuated 27 7 1=Coordinate 112 10 0=Actuated 48 11 0=Actuated 32 13 1=Coordinate 80 14 0=Actuated 48 16 Ph. ModeSplitsPh. Dial 3 / Split 2 Ph. ModeSplitsPh.Ph. ModeSplitsPh.Ph. ModeSplitsPh. 0=Actuated 53 1 1=Coordinate 69 2 0=Actuated 28 4 1=Coordinate 122 6 0=Actuated 28 7 1=Coordinate 96 10 0=Actuated 54 11 0=Actuated 18 13 1=Coordinate 78 14 0=Actuated 54 16 Ph. ModeSplitsPh. Dial 3 / Split 3 Ph. ModeSplitsPh.Ph. ModeSplitsPh.Ph. ModeSplitsPh. 2=Min Recall 53 1 1=Coordinate 69 2 0=Actuated 28 4 1=Coordinate 122 6 0=Actuated 28 7 1=Coordinate 96 10 0=Actuated 54 11 0=Actuated 18 13 1=Coordinate 78 14 0=Actuated 54 16 Ph. ModeSplitsPh. Dial 3 / Split 4 Ph. ModeSplitsPh.Ph. ModeSplitsPh.Ph. ModeSplitsPh. 0=Actuated 37 1 1=Coordinate 96 2 0=Actuated 27 4 1=Coordinate 133 6 0=Actuated 27 7 1=Coordinate 112 10 0=Actuated 48 11 0=Actuated 32 13 1=Coordinate 80 14 0=Actuated 48 16 Ph. ModeSplitsPh. Dial 4 / Split 1 Ph. ModeSplitsPh.Ph. ModeSplitsPh.Ph. ModeSplitsPh. 0=Actuated 50 1 1=Coordinate 64 2 0=Actuated 26 4 1=Coordinate 114 6 0=Actuated 26 7 1=Coordinate 90 10 0=Actuated 50 11 0=Actuated 17 13 1=Coordinate 73 14 0=Actuated 50 16 Ph. ModeSplitsPh. Dial 4 / Split 2 Ph. ModeSplitsPh.Ph. ModeSplitsPh.Ph. ModeSplitsPh. 0=Actuated 60 1 1=Coordinate 73 2 0=Actuated 27 4 1=Coordinate 133 6 0=Actuated 27 7 1=Coordinate 113 10 0=Actuated 47 11 0=Actuated 20 13 1=Coordinate 93 14 0=Actuated 47 16 Ph. ModeSplitsPh. Dial 4 / Split 3 Ph. ModeSplitsPh.Ph. ModeSplitsPh.Ph. ModeSplitsPh. 0=Actuated 60 1 1=Coordinate 73 2 0=Actuated 27 4 1=Coordinate 133 6 0=Actuated 27 7 1=Coordinate 113 10 0=Actuated 47 11 0=Actuated 23 13 1=Coordinate 90 14 0=Actuated 47 16 Ph. ModeSplitsPh. Dial 4 / Split 4 Ph. ModeSplitsPh.Ph. ModeSplitsPh.Ph. ModeSplitsPh. Page 4 of 12 0=Actuated 60 1 1=Coordinate 73 2 0=Actuated 27 4 1=Coordinate 133 6 0=Actuated 27 7 1=Coordinate 113 10 0=Actuated 47 11 0=Actuated 20 13 1=Coordinate 93 14 0=Actuated 47 16 Traffic Plan Data Plan: 1/1/1 Offset Time: 45 Alt. Sequence: 0 Mode: 0=Normal Rg 2 Lag Time: 0 Rg 3 Lag Time: 19 Rg 4 Lag Time: 0 Plan: 1/4/1 Offset Time: 94 Alt. Sequence: 0 Mode: 0=Normal Rg 2 Lag Time: 0 Rg 3 Lag Time: 32 Rg 4 Lag Time: 0 Plan: 2/3/1 Offset Time: 71 Alt. Sequence: 0 Mode: 0=Normal Rg 2 Lag Time: 0 Rg 3 Lag Time: 20 Rg 4 Lag Time: 0 Plan: 2/4/1 Offset Time: 53 Alt. Sequence: 0 Mode: 0=Normal Rg 2 Lag Time: 0 Rg 3 Lag Time: 20 Rg 4 Lag Time: 0 Plan: 3/1/1 Offset Time: 94 Alt. Sequence: 0 Mode: 0=Normal Rg 2 Lag Time: 0 Rg 3 Lag Time: 32 Rg 4 Lag Time: 0 Plan: 3/2/1 Offset Time: 144 Alt. Sequence: 0 Mode: 0=Normal Rg 2 Lag Time: 0 Rg 3 Lag Time: 22 Rg 4 Lag Time: 0 Plan: 3/3/1 Offset Time: 144 Alt. Sequence: 0 Mode: 0=Normal Rg 2 Lag Time: 0 Rg 3 Lag Time: 16 Rg 4 Lag Time: 0 Plan: 3/4/1 Offset Time: 95 Alt. Sequence: 0 Mode: 0=Normal Rg 2 Lag Time: 0 Rg 3 Lag Time: 21 Rg 4 Lag Time: 0 Plan: 4/1/1 Offset Time: 128 Alt. Sequence: 0 Mode: 0=Normal Rg 2 Lag Time: 0 Rg 3 Lag Time: 20 Rg 4 Lag Time: 0 Plan: 4/2/1 Offset Time: 110 Alt. Sequence: 0 Mode: 0=Normal Rg 2 Lag Time: 0 Rg 3 Lag Time: 20 Rg 4 Lag Time: 0 Plan: 4/3/1 Offset Time: 78 Alt. Sequence: 0 Mode: 0=Normal Rg 2 Lag Time: 0 Rg 3 Lag Time: 20 Rg 4 Lag Time: 0 Plan: 4/4/1 Offset Time: 110 Alt. Sequence: 0 Mode: 0=Normal Rg 2 Lag Time: 0 Rg 3 Lag Time: 20 Rg 4 Lag Time: 0 Local TBC Data Start of Daylight Saving End of Daylight Saving Month: 3 Month: 11 Week: 2 Week: 1 Cycle Zero Reference Hours: 24 Min: 0 7654321 Source Day Equate Days 1 11 21 0 0 0 0 0 2 3 4 5 6 0 0 0 7 17 27 0 0 0 0 0 12 13 14 15 16 0 0 0 22 23 24 25 26 0 0 0 Page 5 of 12 Traffic Data Event Day Time D/S/O flash 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 PHASE FUNCTION 1 1 0:1 0/0/4 2 1 6:0 1/1/1 3 1 6:30 2/3/1 4 1 9:0 4/1/1 5 1 14:0 2/4/1 6 1 18:0 1/1/1 7 1 21:0 0/0/4 8 2 0:1 0/0/4 9 2 6:0 1/1/1 10 2 6:30 3/1/1 11 2 8:25 3/4/1 12 2 9:10 3/3/1 13 2 14:0 4/2/1 14 2 15:45 4/4/1 15 2 16:30 4/3/1 16 2 18:30 1/1/1 17 2 22:0 0/0/4 18 7 0:1 0/0/4 19 7 6:0 1/1/1 20 7 6:30 2/3/1 21 7 9:30 4/1/1 22 7 11:30 3/2/1 23 7 14:0 2/4/1 24 7 18:30 1/1/1 25 7 21:0 0/0/4 26 12 0:1 0/0/4 27 12 6:0 1/1/1 28 12 6:30 3/1/1 29 12 8:25 3/4/1 30 12 9:10 3/3/1 31 12 12:45 4/4/1 32 12 13:30 3/3/1 33 12 14:0 4/2/1 34 12 16:30 4/3/1 35 12 18:30 1/1/1 36 12 22:0 0/0/4 37 22 0:1 0/0/4 38 22 6:0 1/1/1 39 22 6:30 3/1/1 40 22 9:10 3/3/1 41 22 14:0 4/2/1 42 22 16:30 4/3/1 43 22 18:30 1/1/1 44 22 22:0 0/0/4 Page 6 of 12 AUX. Events Special Function Outputs 87654321Dimming Det. Mult100 D3 Det. Rpt. D2 Det. Diag. D1 Aux Ouputs 321Min.Hour Program DayEvent 1 1 0 1 X X 2 1 6 0 X 3 1 20 0 X X 4 2 0 1 X X 5 2 6 0 X 6 2 16 0 X X 7 2 18 0 X 8 2 20 0 X X 9 7 0 1 X X 10 7 6 0 X 11 7 20 0 X X 12 12 0 1 X X 13 12 6 0 X 14 12 16 0 X X 15 12 18 0 X 16 12 20 0 X X 17 22 0 1 X X 18 22 6 0 X 19 22 16 0 X X 20 22 18 0 X 21 22 20 0 X X Page 7 of 12 Special WeekSpecial DayYearDayMonthEvent 1 1 1 15 0 0 2 6 8 15 0 2 3 8 17 15 0 0 4 1 1 100 22 0 5 1 4 100 22 0 6 1 5 100 22 0 7 1 18 100 22 0 8 2 15 100 22 0 9 3 11 100 22 0 10 3 14 100 22 0 11 3 15 100 22 0 12 3 16 100 22 0 13 3 17 100 22 0 14 3 18 100 22 0 15 3 25 100 22 0 16 4 12 100 12 0 17 5 12 100 12 0 18 5 27 100 22 0 19 5 30 100 22 0 20 6 6 100 12 0 21 6 7 100 12 0 22 9 7 100 22 0 23 9 14 100 12 0 24 9 23 100 12 0 25 10 19 100 22 0 26 10 20 100 22 0 27 11 11 100 22 0 28 11 23 100 22 0 29 11 24 100 22 0 30 11 25 100 22 0 31 11 26 100 22 0 32 11 27 100 22 0 33 12 17 100 12 0 34 12 18 100 12 0 35 12 21 100 22 0 36 12 22 100 22 0 37 12 23 100 22 0 38 12 24 100 22 0 39 12 25 100 22 0 40 12 28 100 22 0 41 12 29 100 22 0 42 12 30 100 22 0 43 12 31 100 22 0 Special Functions SF8SF7SF6SF5SF4SF3SF2SF1Function Special Function 2 X Special Function 3 X Special Function 4 X Special Function 5 X Special Function 6 X Special Function 7 X Special Function 8 X SPC 1-8 as Phs Func 1-8 X Page 8 of 12 Phase Function PF16PF15PF14PF13PF12PF11PF10PF9PF8PF7PF6PF5PF4PF3PF2PF1Phase Function Map Overlap C Omit X Dimming Data Channel Red Yellow Green Alternate Default Data - No Dimming Programmed Preemption Data General Preemption Data Min Grn/Walk TimeRing 7 1 7 2 7 3 7 4 Flash = Preempt 1 Preepmt 1 = Preempt 2 Preepmt 2 = Preempt 3 Preepmt 3 = Preempt 4 Preepmt 4 = Preempt 5 Preepmt 5 = Preempt 6 Non- LockingPreempt Link to Preempt Delay Extend Duration MaxCall Lock-Out Ped Clear Yel Red Select Grn Ped Yel Red Track Dwell Green Ped Clear Yel Red ReturnPreempt Timers 1 No 0 0 0 0 0 0 8 4.0 2.0 10 8 4.0 2.0 10 8 4.0 2.0 2 No 0 0 0 0 0 0 8 4.0 2.0 10 8 4.0 2.0 10 8 4.0 2.0 3 No 0 0 0 0 0 0 8 4.0 2.0 10 8 4.0 2.0 10 8 4.0 2.0 4 No 0 0 0 0 0 0 8 4.0 2.0 10 8 4.0 2.0 10 8 4.0 2.0 5 No 0 0 0 0 0 0 8 4.0 2.0 10 8 4.0 2.0 10 8 4.0 2.0 6 No 0 0 0 0 0 0 8 4.0 2.0 10 8 4.0 2.0 10 8 4.0 2.0 Preempt 1 Exit PhasePhase Exit Calls Preempt 2 Exit PhasePhase Exit Calls Preempt 3 Exit PhasePhase Exit Calls Preempt 4 Exit PhasePhase Exit Calls Preempt 5 Exit PhasePhase Exit Calls 1 No Yes 2 No Yes 3 No Yes 4 No Yes 5 No Yes 6 No Yes 7 No Yes 8 No Yes Preempt 6 Exit PhasePhase Exit Calls 1 No Yes 2 No Yes 3 No Yes 4 No Yes 5 No Yes 6 No Yes 7 No Yes 8 No Yes Non-LockingPriority Delay Extend Duration Max_Call Lock-Out Skip PhasesDwell Priority Timers 1 No 0 0 0 0 0 0=Do not Skip Phases 0 2 No 0 0 0 0 0 0=Do not Skip Phases 0 3 No 0 0 0 0 0 0=Do not Skip Phases 0 4 No 0 0 0 0 0 0=Do not Skip Phases 0 5 No 0 0 0 0 0 0=Do not Skip Phases 0 6 No 0 0 0 0 0 0=Do not Skip Phases 0 Page 9 of 12 Priority 1 Exit PhasePhase Exit Calls Priority 2 Exit PhasePhase Exit Calls Priority 3 Exit PhasePhase Exit Calls Priority 4 Exit PhasePhase Exit Calls Priority 5 Exit PhasePhase Exit Calls Priority 6 Exit PhasePhase Exit Calls Preempt 1 Vehical Phases Ph.Track Dwell Cycle Default Data Pedestrian Phases CycleDwellTrackPh Default Data Overlaps Ovlp Track Dwell Cycle Default Data Preempt 2 Vehical Phases CycleDwellTrackPh. Default Data Pedestrian Phases CycleDwellTrackPh. Default Data Overlaps CycleDwellTrackOvlp. Default Data Preempt 3 Vehical Phases CycleDwellTrackPh. Default Data Pedestrian Phases CycleDwellTrackPh. Default Data Overlaps CycleDwellTrackOvlp. Default Data Preempt 4 Vehical Phases CycleDwellTrackPh. Default Data Pedestrian Phases CycleDwellTrackPh. Default Data Overlaps CycleDwellTrackOvlp. Default Data Preempt 5 Vehical Phases CycleDwellTrackPh. Default Data Pedestrian Phases CycleDwellTrackPh. Default Data Overlaps CycleDwellTrackOvlp. Default Data Preempt 6 Vehical Phases CycleDwellTrackPh. Default Data Pedestrian Phases CycleDwellTrackPh. Default Data Overlaps CycleDwellTrackOvlp. Default Data Local Free: No Local Fash: No Cycle Failure: No Cycle Fault: No Coord Fault: No Coord Failure: No Conflict Flash: No Premption: No Remote Flash: Yes Voltage Monitor: YesSpecial Status 1: Yes Special Status 2: Yes Special Status 3: No Special Status 4: No Special Status 5: No Special Status 6: No Revert to Backup: 15 1st Phone: 2nd Phone: Local Critical Alarms System/Detectors Data Traffic Responsive Detector Channel System Detector Min Volume % Occupancy Correction/10 Average Time(mins)Veh/Hr 1 17 1,200 10 10 50 2 18 1,200 10 10 50 3 19 1,200 10 10 50 4 20 1,200 10 10 50 5 21 1,200 10 10 50 6 22 1,200 10 10 50 7 24 1,200 10 10 50 8 25 1,200 10 10 50 Weight Factor System Detectors Queue 1 Detectors Default Data Weight Factor System Detectors Queue 2 Detectors Default Data Detector Failed Level : 0 Input Selection: 0=AverageQueue: 1 Detector Failed Level : 0 Input Selection: 0=AverageQueue: 2 Level Enter Leave Dial / Split / Offset Queue: / / Default Data Sample Interval: Page 10 of 12 Vehical Detector Diagnostic Value 0 Erratic Count No Activity Max PresenceDetector 1 30 180 60 2 30 180 60 3 30 180 60 4 30 180 60 5 30 180 60 6 30 180 60 7 30 180 60 10 30 180 60 11 30 180 60 12 30 180 60 13 30 180 60 15 30 180 60 16 30 180 60 17 30 180 60 18 30 180 60 19 30 180 60 20 30 180 60 21 30 180 60 22 30 180 60 24 30 180 60 25 30 180 60 26 30 180 60 27 30 180 60 28 30 180 60 29 30 180 60 30 30 180 60 31 30 180 60 Vehical Detector Diagnostic Value 1 Erratic Count No Activity Max PresenceDetector 1 30 180 60 2 30 180 60 3 30 180 60 4 30 180 60 5 30 180 60 6 30 180 60 7 30 180 60 10 30 180 60 11 30 180 60 12 30 180 60 13 30 180 60 15 30 240 60 16 30 180 60 17 30 180 60 18 30 180 60 19 30 180 60 20 30 180 60 21 30 180 60 22 30 180 60 24 30 180 60 25 30 180 60 26 30 180 60 27 30 180 60 28 30 180 60 29 30 180 60 30 30 180 60 31 30 180 60 Special Detector Diagnostic Value 0 Erratic Count No Activity Max PresenceDetector Default Data - No Diag 0 Valu Pedestrian Detector Diagnostic Value 1 Erratic Count No Activity Max PresenceDetector 1 5 0 0 2 5 0 0 3 5 0 0 4 5 0 0 5 5 0 0 6 5 0 0 7 5 0 0 8 5 0 0 Default Data - No Diag 1 Values Pedestrian Detector Diagnostic Value 0 Erratic Count No Activity Max PresenceDetector 1 5 0 0 2 5 0 0 3 5 0 0 4 5 0 0 5 5 0 0 6 5 0 0 7 5 0 0 8 5 0 0 Default Data - No Diag 0 Values Special Detector Diagnostic Value 1 Erratic Count No Activity Max PresenceDetector Default Data - No Diag 1 Values Speed Trap Data Speed Trap: Measurement: Distance : Detector_2Detector 1 Default Data Speed Trap High Treshold Speed Trap Low TresholdDial/Split/Offset // Default Data Page 11 of 12 Volume Detector Data Report Interval Controller Detector Channel Volume Detector Number 5 24 6 25 7 26 8 27 9 20 10 21 11 22 13 17 14 18 15 19 17 28 21 29 22 30 23 31 15 30 Page 12 of 12 Programmed EPAC Data 3/30/2016 12:47:34PM Min_Gap Time To Reduce Cars Before Reduction Time B4 ReductionMax_InitialAll RedYellowMax2Max1PassageMin_GrnPhase Vehical Basic Timings Added Initial Vehical Density Timings 1 4.0 4.8 2.0 0.0 10 40 30 0.0 0 0 0 0 2 20.0 4.8 2.0 0.0 20 60 50 0.0 0 0 0 0 4 4.0 4.4 2.5 0.0 8 40 50 0.0 0 0 0 0 5 3.0 4.8 2.0 0.0 7 10 30 0.0 0 0 0 0 6 20.0 4.8 2.0 0.0 20 60 50 0.0 0 0 0 0 8 4.0 4.4 2.5 0.0 8 40 50 0.0 0 0 0 0 Intersection Name: Pine Ridge @ Napa Blvd Intersection Alias: PR@Napa Channel: 49 Address: 80Access Code: 9999 Revision: 3.34g Phase Data Port 2 Comm :1200 Baud Port 3 Comm :1200 Baud Access Data Initialize Non-Act Response Extended Ped Clear Flashing Walk Ped ClearWalkPhase Actuated Rest in Walk Pedestrian Timing Veh Recall Ped Recall Recall Delay Non Lock Dual Entry Last Car Passage Conditional Service No Simultaneous Gap Out General Control Miscellaneous 0No NoneInactive 0NoneNone Yes No No No NoNo 1 0 0 0No NonActIGreen 0MinNone Yes No No No NoNo 2 7 27 0No NonActIIInactive 0NoneNone Yes Yes No No NoNo 4 7 36 0No NoneInactive 0NoneNone Yes No No No NoNo 5 0 0 0No NonActIGreen 0MinNone Yes No No No NoNo 6 1 1 0No NonActIIInactive 0NoneNone Yes Yes No No NoNo 8 0 0 Special Sequence Default Data Vehical Detector Phase Assignment Assigned Phase Switched Phase Extend DelayMode 1 0 0Vehical Detector Channel :1 Veh 0.0 2 0 0Vehical Detector Channel :2 Veh 0.0 4 0 8Vehical Detector Channel :4 Veh 0.0 5 0 0Vehical Detector Channel :5 Veh 0.0 6 0 0Vehical Detector Channel :6 Veh 0.0 8 0 0Vehical Detector Channel :8 Veh 0.0 1 0 0Vehical Detector Channel :9 Veh 0.0 6 0 0Vehical Detector Channel :10 Veh 0.0 6 0 0Vehical Detector Channel :11 Veh 0.0 2 0 0Vehical Detector Channel :12 Veh 0.0 2 0 0Vehical Detector Channel :13 Veh 0.0 8 0 0Vehical Detector Channel :14 Veh 0.0 Pedestrian Detector Default Data Special Detector Phase Assignment Assign Phase Mode Switched Phase Extend Delay : Default Data Unit Data Startup Time: 5sec Startup State: Flash Red Revert: 4sec General Control Auto Ped Clear: No Stop Time Reset: No Alternate Sequence: 0 ABC connector Input Modes: 0 ABC connector Output Modes: 0 D connector Input Modes: 0 D connector Output Modes: 6 Output Selection Input ResponsRing 1 Ring 1 Ring 1 2 Ring 2 Ring 2 3 None None 4 None None Remote Flash Phase Flash Entry Phase Flash Exit Phase Test A = Flash Yes 2 No Yes 4 Yes No 6 No Yes 8 Yes No Flash Alternat Flash ColorChannel 1 Red Yes 2 Yellow Yes 3 Red No 4 Red No 5 Red Yes 6 Yellow Yes 7 Red No 8 Red No Page 1 of 10 A B C D E F G H I J K L M N O Phase(s) OverlapsOverlaps P A 4.0 2.0 0 0 0Trail Green Trail Yellow Trail Red Plus Green Minus Green B 4.0 2.0 0 0 0 C 4.0 2.0 0 0 0 D 4.0 2.0 0 0 0 E 4.0 2.0 0 0 0 F 4.0 2.0 0 0 0 G 4.0 2.0 0 0 0 H 4.0 2.0 0 0 0 I 4.0 2.0 0 0 0 J 4.0 2.0 0 0 0 K 4.0 2.0 0 0 0 L 4.0 2.0 0 0 0 M 4.0 2.0 0 0 0 N 4.0 2.0 0 0 0 O 4.0 2.0 0 0 0 P 4.0 2.0 0 0 0 ConcurrentPhases 1 5 6 2 5 6 3 7 8 4 7 8 1 2 5 1 2 6 3 4 7 3 4 8 9 10 11 12 13 14 15 16 Phase(s) 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16Next PhaseRingPhase 1 1 2 2 1 3 4 1 1 5 2 6 6 2 7 8 2 5 Ring Alternate Sequences Phase Pair(s) Alternate Sequences No Alternate Sequences Programmed Port 1 Data Message 40 Port Status BIU Addr 0 Used No 1 Used No 8 Used No 9 Used No 16 Used No 18 Used No Channel Assignment Hardware Pin SetChannelControl Hardware Pin SetChannelControl Hardware Pin SetChannelControl 1 11 - Ph.1 RYGPh.1 Veh 2 22 - Ph.2 RYGPh.2 Veh 3 33 - Ph.3 RYGPh.3 Veh 4 44 - Ph.4 RYGPh.4 Veh 5 55 - Ph.5 RYGPh.5 Veh 6 66 - Ph.6 RYGPh.6 Veh 7 77 - Ph.7 RYGPh.7 Veh 8 88 - Ph.8 RYGPh.8 Veh 9 1010 - Ph.2 DPWPh.2 Ped 10 1212 - Ph.4 DPWPh.4 Ped 11 1414 - Ph.6 DPWPh.6 Ped 12 1616 - Ph.8 DPWPh.8 Ped 13 1717 - Ph.1 RYGPh.1 OLP 14 1818 - Ph.2 RYGPh.2 OLP 15 1919 - Ph.3 RYGPh.3 OLP 16 2020 - Ph.4 RYGPh.4 OLP 17 99 - Ph.1 DPWPh.1 Ped 18 1111 - Ph.3 DPWPh.3 Ped 19 1313 - Ph.5 DPWPh.5 Ped 20 1515 - Ph.7 DPWPh.7 Ped Operation Mode: 1=Auto Coordination Mode: 2=Permissive YieldMaximun Mode: 0=Inhibit Correction Mode: 2=Short Way Offset Mode: 0=Beg Grn Force Mode: 0=Plan Max Dwell Time: 25 Yield Period: 0 Manual Dial: 1 Manual Split: 1 Manual Offset: 1 General Coordination Data Coordination Data Dial/Split Cycle 120 1/1 150 2/3 160 2/4 160 3/1 150 3/2 150 3/3 160 3/4 140 4/1 160 4/2 160 4/3 160 4/4 Page 2 of 10 Split Times and Phase Mode Ph. ModeSplitsPh. Dial 1 / Split 1 Ph. ModeSplitsPh.Ph. ModeSplitsPh.Ph. ModeSplitsPh. 0=Actuated 25 1 1=Coordinate 70 2 0=Actuated 25 4 0=Actuated 15 5 1=Coordinate 80 6 0=Actuated 25 8 Ph. ModeSplitsPh. Dial 2 / Split 3 Ph. ModeSplitsPh.Ph. ModeSplitsPh.Ph. ModeSplitsPh. 0=Actuated 22 1 1=Coordinate 103 2 0=Actuated 25 4 0=Actuated 15 5 1=Coordinate 110 6 0=Actuated 25 8 Ph. ModeSplitsPh. Dial 2 / Split 4 Ph. ModeSplitsPh.Ph. ModeSplitsPh.Ph. ModeSplitsPh. 0=Actuated 36 1 1=Coordinate 85 2 0=Actuated 39 4 0=Actuated 22 5 1=Coordinate 99 6 0=Actuated 39 8 Ph. ModeSplitsPh. Dial 3 / Split 1 Ph. ModeSplitsPh.Ph. ModeSplitsPh.Ph. ModeSplitsPh. 0=Actuated 23 1 1=Coordinate 110 2 0=Actuated 27 4 0=Actuated 15 5 1=Coordinate 118 6 0=Actuated 27 8 Ph. ModeSplitsPh. Dial 3 / Split 2 Ph. ModeSplitsPh.Ph. ModeSplitsPh.Ph. ModeSplitsPh. 0=Actuated 32 1 1=Coordinate 86 2 0=Actuated 32 4 0=Actuated 22 5 1=Coordinate 96 6 0=Actuated 32 8 Ph. ModeSplitsPh. Dial 3 / Split 3 Ph. ModeSplitsPh.Ph. ModeSplitsPh.Ph. ModeSplitsPh. 0=Actuated 32 1 1=Coordinate 86 2 0=Actuated 32 4 0=Actuated 22 5 1=Coordinate 96 6 0=Actuated 32 8 Ph. ModeSplitsPh. Dial 3 / Split 4 Ph. ModeSplitsPh.Ph. ModeSplitsPh.Ph. ModeSplitsPh. 0=Actuated 23 1 1=Coordinate 110 2 0=Actuated 27 4 0=Actuated 15 5 1=Coordinate 115 6 0=Actuated 27 8 Ph. ModeSplitsPh. Dial 4 / Split 1 Ph. ModeSplitsPh.Ph. ModeSplitsPh.Ph. ModeSplitsPh. 0=Actuated 30 1 1=Coordinate 80 2 0=Actuated 30 4 0=Actuated 20 5 1=Coordinate 90 6 0=Actuated 30 8 Ph. ModeSplitsPh. Dial 4 / Split 2 Ph. ModeSplitsPh.Ph. ModeSplitsPh.Ph. ModeSplitsPh. 0=Actuated 36 1 1=Coordinate 85 2 0=Actuated 39 4 0=Actuated 22 5 1=Coordinate 99 6 0=Actuated 39 8 Ph. ModeSplitsPh. Dial 4 / Split 3 Ph. ModeSplitsPh.Ph. ModeSplitsPh.Ph. ModeSplitsPh. 0=Actuated 38 1 1=Coordinate 82 2 0=Actuated 40 4 0=Actuated 24 5 1=Coordinate 96 6 0=Actuated 40 8 Ph. ModeSplitsPh. Dial 4 / Split 4 Ph. ModeSplitsPh.Ph. ModeSplitsPh.Ph. ModeSplitsPh. 0=Actuated 36 1 1=Coordinate 85 2 0=Actuated 39 4 0=Actuated 22 5 1=Coordinate 99 6 0=Actuated 39 8 Page 3 of 10 Traffic Plan Data Plan: 1/1/1 Offset Time: 60 Alt. Sequence: 0 Mode: 0=Normal Rg 2 Lag Time: 0 Rg 3 Lag Time: 0 Rg 4 Lag Time: 0 Plan: 2/3/1 Offset Time: 81 Alt. Sequence: 0 Mode: 0=Normal Rg 2 Lag Time: 0 Rg 3 Lag Time: 0 Rg 4 Lag Time: 0 Plan: 2/4/1 Offset Time: 83 Alt. Sequence: 0 Mode: 0=Normal Rg 2 Lag Time: 0 Rg 3 Lag Time: 0 Rg 4 Lag Time: 0 Plan: 3/1/1 Offset Time: 102 Alt. Sequence: 0 Mode: 0=Normal Rg 2 Lag Time: 0 Rg 3 Lag Time: 0 Rg 4 Lag Time: 0 Plan: 3/2/1 Offset Time: 15 Alt. Sequence: 0 Mode: 0=Normal Rg 2 Lag Time: 0 Rg 3 Lag Time: 0 Rg 4 Lag Time: 0 Plan: 3/3/1 Offset Time: 23 Alt. Sequence: 0 Mode: 0=Normal Rg 2 Lag Time: 0 Rg 3 Lag Time: 0 Rg 4 Lag Time: 0 Plan: 3/4/1 Offset Time: 97 Alt. Sequence: 0 Mode: 0=Normal Rg 2 Lag Time: 0 Rg 3 Lag Time: 0 Rg 4 Lag Time: 0 Plan: 4/1/1 Offset Time: 9 Alt. Sequence: 0 Mode: 0=Normal Rg 2 Lag Time: 0 Rg 3 Lag Time: 0 Rg 4 Lag Time: 0 Plan: 4/2/1 Offset Time: 144 Alt. Sequence: 0 Mode: 0=Normal Rg 2 Lag Time: 0 Rg 3 Lag Time: 0 Rg 4 Lag Time: 0 Plan: 4/3/1 Offset Time: 116 Alt. Sequence: 0 Mode: 0=Normal Rg 2 Lag Time: 0 Rg 3 Lag Time: 0 Rg 4 Lag Time: 0 Plan: 4/4/1 Offset Time: 144 Alt. Sequence: 0 Mode: 0=Normal Rg 2 Lag Time: 0 Rg 3 Lag Time: 0 Rg 4 Lag Time: 0 Local TBC Data Start of Daylight Saving End of Daylight Saving Month: 3 Month: 11 Week: 2 Week: 1 Cycle Zero Reference Hours: 24 Min: 0 7654321 Source Day Equate Days 1 11 21 0 0 0 0 0 2 3 4 5 6 0 0 0 7 17 27 0 0 0 0 0 12 13 14 15 16 0 0 0 22 23 24 25 26 0 0 0 Page 4 of 10 Traffic Data Event Day Time D/S/O flash 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 PHASE FUNCTION 1 1 0:1 5/5/0 Flash On 2 1 6:0 1/1/1 3 1 6:30 2/3/1 4 1 9:0 4/1/1 5 1 14:0 2/4/1 6 1 18:0 1/1/1 7 1 21:0 0/0/4 8 1 23:0 5/5/0 Flash On 9 2 0:1 5/5/0 Flash On 10 2 6:0 1/1/1 11 2 6:30 3/1/1 12 2 8:25 3/4/1 13 2 9:10 3/3/1 14 2 14:0 4/2/1 15 2 15:45 4/4/1 16 2 16:30 4/3/1 17 2 18:30 1/1/1 18 2 22:0 0/0/4 19 2 23:0 5/5/0 Flash On 20 7 0:1 5/5/0 Flash On 21 7 6:0 1/1/1 22 7 6:30 2/3/1 23 7 9:30 4/1/1 24 7 11:30 3/2/1 25 7 14:0 2/4/1 26 7 18:30 1/1/1 27 7 21:0 0/0/4 28 7 23:0 5/5/0 Flash On 29 12 0:1 5/5/0 Flash On 30 12 6:0 1/1/1 31 12 6:30 3/1/1 32 12 8:25 3/4/1 33 12 9:10 3/3/1 34 12 12:45 4/4/1 35 12 13:30 3/3/1 36 12 14:0 4/2/1 37 12 16:30 4/3/1 38 12 18:30 1/1/1 39 12 22:0 0/0/4 40 12 23:0 5/5/0 Flash On 41 22 0:1 5/5/0 Flash On 42 22 6:0 1/1/1 43 22 6:30 3/1/1 44 22 9:10 3/3/1 45 22 14:0 4/2/1 Page 5 of 10 46 22 16:30 4/3/1 47 22 18:30 1/1/1 48 22 22:0 0/0/4 49 22 23:0 5/5/0 Flash On AUX. Events Special Function Outputs 87654321Dimming Det. Mult100 D3 Det. Rpt. D2 Det. Diag. D1 Aux Ouputs 321Min.Hour Program DayEvent 1 1 0 1 X X 2 1 6 0 X 3 1 20 0 X X 4 2 0 1 X X 5 2 6 0 X 6 2 20 0 X X 7 7 0 1 X X 8 7 6 0 X 9 7 20 0 X X 10 12 0 1 X X 11 12 6 0 X 12 12 20 0 X X 13 22 0 1 X X 14 22 6 0 X 15 22 20 0 X X Page 6 of 10 Special WeekSpecial DayYearDayMonthEvent 1 1 1 15 0 0 2 6 8 15 0 2 3 8 17 15 0 0 4 1 1 100 22 0 5 1 4 100 22 0 6 1 5 100 22 0 7 1 18 100 22 0 8 2 15 100 22 0 9 3 11 100 22 0 10 3 14 100 22 0 11 3 15 100 22 0 12 3 16 100 22 0 13 3 17 100 22 0 14 3 18 100 22 0 15 3 25 100 22 0 16 4 12 100 12 0 17 5 12 100 12 0 18 5 27 100 22 0 19 5 30 100 22 0 20 6 6 100 12 0 21 6 7 100 12 0 22 9 7 100 22 0 23 9 14 100 12 0 24 9 23 100 12 0 25 10 19 100 22 0 26 10 20 100 22 0 27 11 11 100 22 0 28 11 23 100 22 0 29 11 24 100 22 0 30 11 25 100 22 0 31 11 26 100 22 0 32 11 27 100 22 0 33 12 17 100 12 0 34 12 18 100 12 0 35 12 21 100 22 0 36 12 22 100 22 0 37 12 23 100 22 0 38 12 24 100 22 0 39 12 25 100 22 0 40 12 28 100 22 0 41 12 29 100 22 0 42 12 30 100 22 0 43 12 31 100 22 0 Special Functions SF8SF7SF6SF5SF4SF3SF2SF1Function Phase Function PF16PF15PF14PF13PF12PF11PF10PF9PF8PF7PF6PF5PF4PF3PF2PF1Phase Function Map Page 7 of 10 Dimming Data Channel Red Yellow Green Alternate Default Data - No Dimming Programmed Preemption Data General Preemption Data Min Grn/Walk TimeRing 7 1 7 2 7 3 7 4 Flash = Preempt 1 Preepmt 1 = Preempt 2 Preepmt 2 = Preempt 3 Preepmt 3 = Preempt 4 Preepmt 4 = Preempt 5 Preepmt 5 = Preempt 6 Non- LockingPreempt Link to Preempt Delay Extend Duration MaxCall Lock-Out Ped Clear Yel Red Select Grn Ped Yel Red Track Dwell Green Ped Clear Yel Red ReturnPreempt Timers 1 No 0 0 0 0 80 0 50 0.0 0.0 0 0 0.0 0.0 10 0 0.0 0.0 2 No 0 0 0 0 80 0 50 0.0 0.0 0 0 0.0 0.0 10 0 0.0 0.0 3 No 0 0 0 0 80 0 50 0.0 0.0 0 0 0.0 0.0 10 0 0.0 0.0 4 No 0 0 0 0 80 0 50 0.0 0.0 0 0 0.0 0.0 10 0 0.0 0.0 5 No 0 0 0 0 0 0 8 4.0 2.0 10 8 4.0 2.0 10 8 4.0 2.0 6 No 0 0 0 0 0 0 8 4.0 2.0 10 8 4.0 2.0 10 8 4.0 2.0 Preempt 1 Exit PhasePhase Exit Calls 1 Yes No 6 Yes No Preempt 2 Exit PhasePhase Exit Calls 4 Yes No 8 Yes No Preempt 3 Exit PhasePhase Exit Calls 2 Yes No 5 Yes No Preempt 4 Exit PhasePhase Exit Calls 4 Yes No 8 Yes No Preempt 5 Exit PhasePhase Exit Calls 1 No Yes 2 No Yes 3 No Yes 4 No Yes 5 No Yes 6 No Yes 7 No Yes 8 No Yes Preempt 6 Exit PhasePhase Exit Calls 1 No Yes 2 No Yes 3 No Yes 4 No Yes 5 No Yes 6 No Yes 7 No Yes 8 No Yes Non-LockingPriority Delay Extend Duration Max_Call Lock-Out Skip PhasesDwell Priority Timers 1 No 0 0 0 0 0 0=Do not Skip Phases 0 2 No 0 0 0 0 0 0=Do not Skip Phases 0 3 No 0 0 0 0 0 0=Do not Skip Phases 0 4 No 0 0 0 0 0 0=Do not Skip Phases 0 5 No 0 0 0 0 0 0=Do not Skip Phases 0 6 No 0 0 0 0 0 0=Do not Skip Phases 0 Priority 1 Exit PhasePhase Exit Calls Priority 2 Exit PhasePhase Exit Calls Priority 3 Exit PhasePhase Exit Calls Priority 4 Exit PhasePhase Exit Calls Priority 5 Exit PhasePhase Exit Calls Priority 6 Exit PhasePhase Exit Calls Page 8 of 10 Preempt 1 Vehical Phases Ph.Track Dwell Cycle 1 Red Green No 6 Red Green No Pedestrian Phases CycleDwellTrackPh Default Data Overlaps Ovlp Track Dwell Cycle Default Data Preempt 2 Vehical Phases CycleDwellTrackPh. 4 Red Green No 8 Red Green No Pedestrian Phases CycleDwellTrackPh. Default Data Overlaps CycleDwellTrackOvlp. Default Data Preempt 3 Vehical Phases CycleDwellTrackPh. 2 Red Green No 5 Red Green No Pedestrian Phases CycleDwellTrackPh. Default Data Overlaps CycleDwellTrackOvlp. Default Data Preempt 4 Vehical Phases CycleDwellTrackPh. 4 Red Green No 8 Red Green No Pedestrian Phases CycleDwellTrackPh. Default Data Overlaps CycleDwellTrackOvlp. Default Data Preempt 5 Vehical Phases CycleDwellTrackPh. Default Data Pedestrian Phases CycleDwellTrackPh. Default Data Overlaps CycleDwellTrackOvlp. Default Data Preempt 6 Vehical Phases CycleDwellTrackPh. Default Data Pedestrian Phases CycleDwellTrackPh. Default Data Overlaps CycleDwellTrackOvlp. Default Data Local Free: No Local Fash: No Cycle Failure: No Cycle Fault: No Coord Fault: No Coord Failure: No Conflict Flash: Yes Premption: No Remote Flash: No Voltage Monitor: YesSpecial Status 1: No Special Status 2: No Special Status 3: No Special Status 4: No Special Status 5: No Special Status 6: No Revert to Backup: 15 1st Phone: 2395135428 2nd Phone: Local Critical Alarms System/Detectors Data Traffic Responsive Detector Channel System Detector Min Volume % Occupancy Correction/10 Average Time(mins)Veh/Hr 1 17 1,200 11 10 50 2 18 1,200 11 10 50 3 19 1,200 11 10 50 4 20 1,200 11 10 50 5 21 1,200 11 10 50 6 22 1,200 11 10 50 7 23 1,200 11 10 50 8 25 1,200 11 10 50 Weight Factor System Detectors Queue 1 Detectors Default Data Weight Factor System Detectors Queue 2 Detectors Default Data Detector Failed Level : 0 Input Selection: 0=AverageQueue: 1 Detector Failed Level : 0 Input Selection: 0=AverageQueue: 2 Level Enter Leave Dial / Split / Offset Queue: / / Default Data Sample Interval: Page 9 of 10 Vehical Detector Diagnostic Value 0 Erratic Count No Activity Max PresenceDetector 1 30 180 60 2 30 180 60 4 30 180 60 5 30 240 60 6 30 180 60 8 30 180 60 9 30 180 60 10 30 180 60 11 30 180 60 12 30 180 60 13 30 180 60 14 30 180 60 25 30 180 60 26 30 180 60 27 30 180 60 28 30 180 60 29 30 180 60 Vehical Detector Diagnostic Value 1 Erratic Count No Activity Max PresenceDetector 1 30 240 60 2 30 180 60 4 30 0 60 5 30 0 60 6 30 180 60 8 30 180 60 9 30 180 60 10 30 180 60 11 30 180 60 12 30 180 60 13 30 180 60 14 30 180 60 25 30 180 60 26 30 180 60 27 30 180 60 28 30 180 60 29 30 180 60 Special Detector Diagnostic Value 0 Erratic Count No Activity Max PresenceDetector Default Data - No Diag 0 Valu Pedestrian Detector Diagnostic Value 1 Erratic Count No Activity Max PresenceDetector 1 5 0 0 2 5 0 0 3 5 0 0 4 5 0 0 5 5 0 0 6 5 0 0 7 5 0 0 8 5 0 0 Default Data - No Diag 1 Values Pedestrian Detector Diagnostic Value 0 Erratic Count No Activity Max PresenceDetector 1 5 0 0 2 5 0 0 3 5 0 0 4 5 0 0 5 5 0 0 6 5 0 0 7 5 0 0 8 5 0 0 Default Data - No Diag 0 Values Special Detector Diagnostic Value 1 Erratic Count No Activity Max PresenceDetector Default Data - No Diag 1 Values Speed Trap Data Speed Trap: Measurement: Distance : Detector_2Detector 1 Default Data Speed Trap High Treshold Speed Trap Low TresholdDial/Split/Offset // Default Data Volume Detector Data Report Interval Controller Detector Channel Volume Detector Number 5 25 6 29 9 22 10 23 13 19 14 18 15 17 17 28 18 27 19 26 Page 10 of 10 Appendix D Synchro Intersection Worksheets: Existing Conditions Lanes, Volumes, Timings 1: Livingston Rd & Pine Ridge Rd 02/05/2018 2016 Exisitng Synchro 9 Report AM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 217 738 165 435 1815 283 387 656 202 323 859 366 Future Volume (vph) 217 738 165 435 1815 283 387 656 202 323 859 366 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 425 850 425 325 600 450 550 725 Storage Lanes 2 1 2 1 2 1 2 1 Taper Length (ft) 100 100 150 100 Lane Util. Factor 0.97 0.91 1.00 0.97 0.91 1.00 0.97 0.91 0.88 0.97 0.91 1.00 Frt 0.850 0.850 0.850 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 3335 4893 1583 3183 4940 1538 3367 4893 2707 3433 4988 1568 Flt Permitted 0.950 0.950 0.950 0.950 Satd. Flow (perm) 3335 4893 1583 3183 4940 1538 3367 4893 2707 3433 4988 1568 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 175 234 208 210 Link Speed (mph) 45 45 45 45 Link Distance (ft) 1277 2612 1188 1358 Travel Time (s) 19.3 39.6 18.0 20.6 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Heavy Vehicles (%) 5% 6% 2% 10% 5% 5% 4% 6% 5% 2% 4% 3% Adj. Flow (vph) 224 761 170 448 1871 292 399 676 208 333 886 377 Shared Lane Traffic (%) Lane Group Flow (vph) 224 761 170 448 1871 292 399 676 208 333 886 377 Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 1 6 5 2 7 4 3 8 Permitted Phases 6248 Detector Phase 166522744388 Switch Phase Minimum Initial (s) 7.0 20.0 20.0 7.0 20.0 20.0 7.0 10.0 10.0 7.0 10.0 10.0 Minimum Split (s) 14.1 29.8 29.8 14.1 29.5 29.5 16.5 23.2 23.2 16.9 23.2 23.2 Total Split (s) 25.0 64.0 64.0 35.0 74.0 74.0 28.0 31.0 31.0 30.0 33.0 33.0 Total Split (%) 15.6% 40.0% 40.0% 21.9% 46.3% 46.3% 17.5% 19.4% 19.4% 18.8% 20.6% 20.6% Maximum Green (s) 17.9 54.2 54.2 27.9 66.8 66.8 20.8 23.8 23.8 20.1 25.8 25.8 Yellow Time (s) 4.8 4.8 4.8 4.8 4.8 4.8 4.8 4.8 4.8 4.8 4.8 4.8 All-Red Time (s) 2.3 5.0 5.0 2.3 2.4 2.4 2.4 2.4 2.4 5.1 2.4 2.4 Lost Time Adjust (s) -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 Total Lost Time (s) 5.6 8.3 8.3 5.6 5.7 5.7 5.7 5.7 5.7 8.4 5.7 5.7 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None C-Min C-Min None C-Min C-Min None None None None None None Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0 Act Effct Green (s) 17.0 56.8 56.8 27.4 69.8 69.8 21.9 27.4 27.4 20.4 28.6 28.6 Actuated g/C Ratio 0.11 0.36 0.36 0.17 0.44 0.44 0.14 0.17 0.17 0.13 0.18 0.18 v/c Ratio 0.63 0.44 0.25 0.82 0.87 0.36 0.87 0.81 0.33 0.76 1.00 0.83 Control Delay 76.6 40.6 5.1 83.6 30.6 2.9 86.3 72.4 8.3 79.3 93.4 44.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Lanes, Volumes, Timings 1: Livingston Rd & Pine Ridge Rd 02/05/2018 2016 Exisitng Synchro 9 Report AM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Total Delay 76.6 40.6 5.1 83.6 30.6 2.9 86.3 72.4 8.3 79.3 93.4 44.5 LOS E D A F C A F E A E F D Approach Delay 42.3 36.6 66.4 78.9 Approach LOS D D E E Queue Length 50th (ft) 117 224 0 212 677 28 213 256 0 174 ~365 182 Queue Length 95th (ft) 162 267 50 m267 606 m22 #296 #320 42 231 #460 #360 Internal Link Dist (ft) 1197 2532 1108 1278 Turn Bay Length (ft) 425 850 425 325 600 450 550 725 Base Capacity (vph) 404 1735 674 584 2154 802 469 837 636 463 890 452 Starvation Cap Reductn 000000000000 Spillback Cap Reductn 000000000000 Storage Cap Reductn 000000000000 Reduced v/c Ratio 0.55 0.44 0.25 0.77 0.87 0.36 0.85 0.81 0.33 0.72 1.00 0.83 Intersection Summary Area Type: Other Cycle Length: 160 Actuated Cycle Length: 160 Offset: 43 (27%), Referenced to phase 2:WBT and 6:EBT, Start of Green Natural Cycle: 105 Control Type: Actuated-Coordinated Maximum v/c Ratio: 1.00 Intersection Signal Delay: 53.5 Intersection LOS: D Intersection Capacity Utilization 87.8% ICU Level of Service E Analysis Period (min) 15 ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 1: Livingston Rd & Pine Ridge Rd Lanes, Volumes, Timings 1: Livingston Rd & Pine Ridge Rd 02/05/2018 2016 Exisitng Synchro 9 Report PM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 235 1719 374 220 1318 344 280 862 516 343 669 260 Future Volume (vph) 235 1719 374 220 1318 344 280 862 516 343 669 260 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 425 850 425 325 600 450 550 725 Storage Lanes 2 1 2 1 2 1 2 1 Taper Length (ft) 100 100 150 100 Lane Util. Factor 0.97 0.91 1.00 0.97 0.91 1.00 0.97 0.91 0.88 0.97 0.91 1.00 Frt 0.850 0.850 0.850 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 3467 5036 1599 3367 5036 1583 3433 5036 2733 3400 4988 1599 Flt Permitted 0.950 0.950 0.950 0.950 Satd. Flow (perm) 3467 5036 1599 3367 5036 1583 3433 5036 2733 3400 4988 1599 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 367 355 460 268 Link Speed (mph) 45 45 45 45 Link Distance (ft) 1277 2612 1188 1358 Travel Time (s) 19.3 39.6 18.0 20.6 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Heavy Vehicles (%) 1% 3% 1% 4% 3% 2% 2% 3% 4% 3% 4% 1% Adj. Flow (vph) 242 1772 386 227 1359 355 289 889 532 354 690 268 Shared Lane Traffic (%) Lane Group Flow (vph) 242 1772 386 227 1359 355 289 889 532 354 690 268 Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 1 6 5 2 7 4 3 8 Permitted Phases 6248 Detector Phase 166522744388 Switch Phase Minimum Initial (s) 7.0 20.0 20.0 7.0 20.0 20.0 7.0 10.0 10.0 7.0 10.0 10.0 Minimum Split (s) 14.1 29.8 29.8 14.1 29.5 29.5 16.5 23.2 23.2 16.9 23.2 23.2 Total Split (s) 31.0 70.0 70.0 31.0 70.0 70.0 31.0 32.0 32.0 27.0 28.0 28.0 Total Split (%) 19.4% 43.8% 43.8% 19.4% 43.8% 43.8% 19.4% 20.0% 20.0% 16.9% 17.5% 17.5% Maximum Green (s) 23.9 60.2 60.2 23.9 62.8 62.8 23.8 24.8 24.8 17.1 20.8 20.8 Yellow Time (s) 4.8 4.8 4.8 4.8 4.8 4.8 4.8 4.8 4.8 4.8 4.8 4.8 All-Red Time (s) 2.3 5.0 5.0 2.3 2.4 2.4 2.4 2.4 2.4 5.1 2.4 2.4 Lost Time Adjust (s) -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 Total Lost Time (s) 5.6 8.3 8.3 5.6 5.7 5.7 5.7 5.7 5.7 8.4 5.7 5.7 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None C-Min C-Min None C-Min C-Min None None None None None None Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0 Act Effct Green (s) 17.9 68.9 68.9 17.6 71.1 71.1 20.2 26.8 26.8 18.7 28.0 28.0 Actuated g/C Ratio 0.11 0.43 0.43 0.11 0.44 0.44 0.13 0.17 0.17 0.12 0.18 0.18 v/c Ratio 0.62 0.82 0.43 0.61 0.61 0.39 0.67 1.05 0.63 0.89 0.79 0.53 Control Delay 74.7 44.2 5.0 52.2 58.1 24.7 74.2 108.5 13.3 93.5 70.5 10.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Lanes, Volumes, Timings 1: Livingston Rd & Pine Ridge Rd 02/05/2018 2016 Exisitng Synchro 9 Report PM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Total Delay 74.7 44.2 5.0 52.2 58.1 24.7 74.2 108.5 13.3 93.5 70.5 10.6 LOS EDADECEFBFEB Approach Delay 41.0 51.3 73.1 64.5 Approach LOS D D E E Queue Length 50th (ft) 126 587 11 128 545 190 151 ~377 37 191 257 0 Queue Length 95th (ft) 170 683 83 m147 590 269 197 #473 105 #282 #358 89 Internal Link Dist (ft) 1197 2532 1108 1278 Turn Bay Length (ft) 425 850 425 325 600 450 550 725 Base Capacity (vph) 550 2167 897 534 2238 901 542 843 840 398 874 501 Starvation Cap Reductn 000000000000 Spillback Cap Reductn 000000000000 Storage Cap Reductn 000000000000 Reduced v/c Ratio 0.44 0.82 0.43 0.43 0.61 0.39 0.53 1.05 0.63 0.89 0.79 0.53 Intersection Summary Area Type: Other Cycle Length: 160 Actuated Cycle Length: 160 Offset: 145 (91%), Referenced to phase 2:WBT and 6:EBT, Start of Green Natural Cycle: 105 Control Type: Actuated-Coordinated Maximum v/c Ratio: 1.05 Intersection Signal Delay: 55.3 Intersection LOS: E Intersection Capacity Utilization 89.3% ICU Level of Service E Analysis Period (min) 15 ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 1: Livingston Rd & Pine Ridge Rd Lanes, Volumes, Timings 2: Whippoorwill Ln & Pine Ridge Rd 02/05/2018 2016 Exisitng Synchro 9 Report AM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 78 1005 173 218 2426 135 381 30 151 50 5 110 Future Volume (vph) 78 1005 173 218 2426 135 381 30 151 50 5 110 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 525 300 500 175 375 0 0 125 Storage Lanes 1 1 1 1 2 0 1 1 Taper Length (ft) 50 50 50 25 Lane Util. Factor 1.00 0.91 1.00 1.00 0.91 1.00 0.97 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 0.875 0.856 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1719 4848 1568 1787 4893 1468 3433 1662 0 1641 1524 0 Flt Permitted 0.044 0.219 0.950 0.950 Satd. Flow (perm) 80 4848 1568 412 4893 1468 3433 1662 0 1641 1524 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 178 117 130 113 Link Speed (mph) 45 45 30 30 Link Distance (ft) 2612 1936 722 316 Travel Time (s) 39.6 29.3 16.4 7.2 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Heavy Vehicles (%) 5% 7% 3% 1% 6% 10% 2% 0% 0% 10% 0% 7% Adj. Flow (vph) 80 1036 178 225 2501 139 393 31 156 52 5 113 Shared Lane Traffic (%) Lane Group Flow (vph) 80 1036 178 225 2501 139 393 187 0 52 118 0 Turn Type pm+pt NA Perm pm+pt NA Perm Prot NA Prot NA Protected Phases 1 6 5 2 7 4 3 8 Permitted Phases 6 6 2 2 Detector Phase 16652274 38 Switch Phase Minimum Initial (s) 7.0 20.0 20.0 7.0 20.0 20.0 5.0 8.0 5.0 8.0 Minimum Split (s) 13.8 26.8 26.8 13.8 26.8 26.8 11.7 22.7 11.7 22.7 Total Split (s) 18.0 77.0 77.0 34.0 93.0 93.0 26.0 26.0 23.0 23.0 Total Split (%) 11.3% 48.1% 48.1% 21.3% 58.1% 58.1% 16.3% 16.3% 14.4% 14.4% Maximum Green (s) 11.2 70.2 70.2 27.2 86.2 86.2 19.3 19.3 16.3 16.3 Yellow Time (s) 4.8 4.8 4.8 4.8 4.8 4.8 4.4 4.4 4.4 4.4 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.3 2.3 2.3 2.3 Lost Time Adjust (s) -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 Total Lost Time (s) 5.3 5.3 5.3 5.3 5.3 5.3 5.2 5.2 5.2 5.2 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None C-Min C-Min None C-Min C-Min None None None None Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 Act Effct Green (s) 103.8 93.2 93.2 110.5 96.5 96.5 20.7 22.5 11.9 11.1 Actuated g/C Ratio 0.65 0.58 0.58 0.69 0.60 0.60 0.13 0.14 0.07 0.07 v/c Ratio 0.50 0.37 0.18 0.56 0.85 0.15 0.89 0.54 0.43 0.56 Control Delay 33.2 36.4 17.0 12.8 31.9 6.9 90.0 28.0 80.5 23.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Lanes, Volumes, Timings 2: Whippoorwill Ln & Pine Ridge Rd 02/05/2018 2016 Exisitng Synchro 9 Report AM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Total Delay 33.2 36.4 17.0 12.8 31.9 6.9 90.0 28.0 80.5 23.0 LOS CDBBCAFC FC Approach Delay 33.5 29.2 70.0 40.6 Approach LOS C C E D Queue Length 50th (ft) 48 383 70 94 820 30 211 56 53 5 Queue Length 95th (ft) m90 431 m117 m153 975 m57 #301 142 99 71 Internal Link Dist (ft) 2532 1856 642 236 Turn Bay Length (ft) 525 300 500 175 375 Base Capacity (vph) 185 2822 987 536 2951 932 446 357 182 269 Starvation Cap Reductn 00000000 00 Spillback Cap Reductn 00000000 00 Storage Cap Reductn 00000000 00 Reduced v/c Ratio 0.43 0.37 0.18 0.42 0.85 0.15 0.88 0.52 0.29 0.44 Intersection Summary Area Type: Other Cycle Length: 160 Actuated Cycle Length: 160 Offset: 159 (99%), Referenced to phase 2:WBTL and 6:EBTL, Start of Green Natural Cycle: 130 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.89 Intersection Signal Delay: 35.6 Intersection LOS: D Intersection Capacity Utilization 88.1% ICU Level of Service E Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 2: Whippoorwill Ln & Pine Ridge Rd Lanes, Volumes, Timings 2: Whippoorwill Ln & Pine Ridge Rd 02/05/2018 2016 Exisitng Synchro 9 Report PM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 169 2324 319 156 1543 102 288 14 209 118 7 74 Future Volume (vph) 169 2324 319 156 1543 102 288 14 209 118 7 74 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 525 300 500 175 375 0 0 125 Storage Lanes 1 1 1 1 2 0 1 1 Taper Length (ft) 50 50 50 25 Lane Util. Factor 1.00 0.91 1.00 1.00 0.91 1.00 0.97 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 0.860 0.862 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1736 5036 1599 1770 5036 1553 3467 1604 0 1687 1594 0 Flt Permitted 0.101 0.043 0.950 0.950 Satd. Flow (perm) 185 5036 1599 80 5036 1553 3467 1604 0 1687 1594 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 227 117 218 77 Link Speed (mph) 45 45 30 30 Link Distance (ft) 2612 1936 722 316 Travel Time (s) 39.6 29.3 16.4 7.2 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Heavy Vehicles (%) 4% 3% 1% 2% 3% 4% 1% 0% 2% 7% 0% 3% Adj. Flow (vph) 176 2421 332 163 1607 106 300 15 218 123 7 77 Shared Lane Traffic (%) Lane Group Flow (vph) 176 2421 332 163 1607 106 300 233 0 123 84 0 Turn Type pm+pt NA Perm pm+pt NA Perm Prot NA Prot NA Protected Phases 1 6 5 2 7 4 3 8 Permitted Phases 6 6 2 2 Detector Phase 16652274 38 Switch Phase Minimum Initial (s) 7.0 20.0 20.0 7.0 20.0 20.0 5.0 8.0 5.0 8.0 Minimum Split (s) 13.8 26.8 26.8 13.8 26.8 26.8 11.7 22.7 11.7 22.7 Total Split (s) 30.0 88.0 88.0 25.0 83.0 83.0 24.0 24.0 23.0 23.0 Total Split (%) 18.8% 55.0% 55.0% 15.6% 51.9% 51.9% 15.0% 15.0% 14.4% 14.4% Maximum Green (s) 23.2 81.2 81.2 18.2 76.2 76.2 17.3 17.3 16.3 16.3 Yellow Time (s) 4.8 4.8 4.8 4.8 4.8 4.8 4.4 4.4 4.4 4.4 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.3 2.3 2.3 2.3 Lost Time Adjust (s) -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 Total Lost Time (s) 5.3 5.3 5.3 5.3 5.3 5.3 5.2 5.2 5.2 5.2 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None C-Min C-Min None C-Min C-Min None None None None Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 Act Effct Green (s) 110.1 93.6 93.6 108.2 92.7 92.7 18.2 13.5 16.3 11.7 Actuated g/C Ratio 0.69 0.58 0.58 0.68 0.58 0.58 0.11 0.08 0.10 0.07 v/c Ratio 0.61 0.82 0.32 0.75 0.55 0.11 0.76 0.70 0.72 0.45 Control Delay 42.4 15.4 0.9 62.4 23.6 5.5 82.1 21.8 92.3 23.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Lanes, Volumes, Timings 2: Whippoorwill Ln & Pine Ridge Rd 02/05/2018 2016 Exisitng Synchro 9 Report PM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Total Delay 42.4 15.4 0.9 62.4 23.6 5.5 82.1 21.8 92.3 23.7 LOS DBAECAFC FC Approach Delay 15.4 26.0 55.7 64.5 Approach LOS B C E E Queue Length 50th (ft) 69 747 0 106 363 11 158 15 125 7 Queue Length 95th (ft) m115 875 m19 m200 690 m35 213 104 #203 62 Internal Link Dist (ft) 2532 1856 642 236 Turn Bay Length (ft) 525 300 500 175 375 Base Capacity (vph) 371 2947 1029 263 2916 948 407 380 187 245 Starvation Cap Reductn 00000000 00 Spillback Cap Reductn 00000000 00 Storage Cap Reductn 00000000 00 Reduced v/c Ratio 0.47 0.82 0.32 0.62 0.55 0.11 0.74 0.61 0.66 0.34 Intersection Summary Area Type: Other Cycle Length: 160 Actuated Cycle Length: 160 Offset: 36 (23%), Referenced to phase 2:WBTL and 6:EBTL, Start of Green Natural Cycle: 110 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.82 Intersection Signal Delay: 24.7 Intersection LOS: C Intersection Capacity Utilization 91.2% ICU Level of Service F Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 2: Whippoorwill Ln & Pine Ridge Rd Lanes, Volumes, Timings 3: Pine Ridge Rd & I-75 SB Ramp 02/05/2018 2016 Exisitng Synchro 9 Report AM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 873 319 195 2087 00002760692 Future Volume (vph) 0 873 319 195 2087 00002760692 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 300 250 0 0 0 0 0 Storage Lanes 0 1 1 0 0 0 2 2 Taper Length (ft) 25 50 25 25 Lane Util. Factor 1.00 0.91 1.00 1.00 0.91 1.00 1.00 1.00 1.00 0.97 1.00 0.88 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 0 4848 1568 1736 4940 00003155 0 2656 Flt Permitted 0.241 0.950 Satd. Flow (perm) 0 4848 1568 440 4940 00003155 0 2656 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 336 119 Link Speed (mph) 45 30 30 30 Link Distance (ft) 1936 1011 693 790 Travel Time (s) 29.3 23.0 15.8 18.0 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles (%) 0% 7% 3% 4% 5% 0% 0% 0% 0% 11% 0% 7% Adj. Flow (vph) 0 919 336 205 2197 00002910728 Shared Lane Traffic (%) Lane Group Flow (vph) 0 919 336 205 2197 00002910728 Turn Type NA Perm pm+pt NA Perm Perm Protected Phases 1 2 3 1 2 3 Permitted Phases 1 2 1 2 3 4 5 4 5 Detector Phase 1 2 1 2 3 1 2 3 4 5 4 5 Switch Phase Minimum Initial (s) 4.0 Minimum Split (s) 10.8 Total Split (s) 32.0 Total Split (%) 20.0% Maximum Green (s) 25.2 Yellow Time (s) 4.8 All-Red Time (s) 2.0 Lost Time Adjust (s) -1.5 Total Lost Time (s) 5.3 Lead/Lag Lead Lead-Lag Optimize? Yes Vehicle Extension (s) 3.0 Recall Mode None Act Effct Green (s) 74.7 74.7 101.4 106.7 42.7 42.7 Actuated g/C Ratio 0.47 0.47 0.63 0.67 0.27 0.27 v/c Ratio 0.41 0.37 0.41 0.67 0.35 0.91 Control Delay 42.3 25.2 25.7 23.5 48.8 64.2 Queue Delay 0.0 0.0 0.0 0.1 0.0 0.0 Total Delay 42.3 25.2 25.7 23.7 48.8 64.2 LOS DCCC D E Approach Delay 37.7 23.8 59.8 Lanes, Volumes, Timings 3: Pine Ridge Rd & I-75 SB Ramp 02/05/2018 2016 Exisitng Synchro 9 Report AM Peak-Hour Lane Group Ø1 Ø2 Ø4 Ø5 Lane Configurations Traffic Volume (vph) Future Volume (vph) Ideal Flow (vphpl) Storage Length (ft) Storage Lanes Taper Length (ft) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Right Turn on Red Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor Heavy Vehicles (%) Adj. Flow (vph) Shared Lane Traffic (%) Lane Group Flow (vph) Turn Type Protected Phases 1245 Permitted Phases Detector Phase Switch Phase Minimum Initial (s) 7.0 20.0 7.0 4.0 Minimum Split (s) 13.8 26.8 13.8 11.5 Total Split (s) 37.0 43.0 21.0 27.0 Total Split (%) 23% 27% 13% 17% Maximum Green (s) 30.2 36.2 14.2 19.5 Yellow Time (s) 4.8 4.8 4.8 5.5 All-Red Time (s) 2.0 2.0 2.0 2.0 Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 Recall Mode None C-Min None None Act Effct Green (s) Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Lanes, Volumes, Timings 3: Pine Ridge Rd & I-75 SB Ramp 02/05/2018 2016 Exisitng Synchro 9 Report AM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Approach LOS D C E Queue Length 50th (ft) 326 229 96 481 127 364 Queue Length 95th (ft) 381 312 m114 536 173 #496 Internal Link Dist (ft) 1856 931 613 710 Turn Bay Length (ft) 300 250 Base Capacity (vph) 2263 911 495 3294 841 796 Starvation Cap Reductn 0 0 0 234 0 0 Spillback Cap Reductn 0000 0 0 Storage Cap Reductn 0000 0 0 Reduced v/c Ratio 0.41 0.37 0.41 0.72 0.35 0.91 Intersection Summary Area Type: Other Cycle Length: 160 Actuated Cycle Length: 160 Offset: 95 (59%), Referenced to phase 2:EBWB, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.92 Intersection Signal Delay: 35.4 Intersection LOS: D Intersection Capacity Utilization 81.8% ICU Level of Service D Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 3: Pine Ridge Rd & I-75 SB Ramp Lanes, Volumes, Timings 3: Pine Ridge Rd & I-75 SB Ramp 02/05/2018 2016 Exisitng Synchro 9 Report PM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 2226 415 115 1236 00004690565 Future Volume (vph) 0 2226 415 115 1236 00004690565 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 300 250 0 0 0 0 0 Storage Lanes 0 1 1 0 0 0 2 2 Taper Length (ft) 25 50 25 25 Lane Util. Factor 1.00 0.91 1.00 1.00 0.91 1.00 1.00 1.00 1.00 0.97 1.00 0.88 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 0 5036 1568 1770 5036 00003367 0 2787 Flt Permitted 0.047 0.950 Satd. Flow (perm) 0 5036 1568 88 5036 00003367 0 2787 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 317 147 Link Speed (mph) 45 30 30 30 Link Distance (ft) 1936 1011 693 790 Travel Time (s) 29.3 23.0 15.8 18.0 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles (%) 0% 3% 3% 2% 3% 0% 0% 0% 0% 4% 0% 2% Adj. Flow (vph) 0 2343 437 121 1301 00004940595 Shared Lane Traffic (%) Lane Group Flow (vph) 0 2343 437 121 1301 00004940595 Turn Type NA Perm pm+pt NA Perm Perm Protected Phases 1 2 3 1 2 3 Permitted Phases 1 2 1 2 3 4 5 4 5 Detector Phase 1 2 1 2 3 1 2 3 4 5 4 5 Switch Phase Minimum Initial (s) 4.0 Minimum Split (s) 10.8 Total Split (s) 23.0 Total Split (%) 14.4% Maximum Green (s) 16.2 Yellow Time (s) 4.8 All-Red Time (s) 2.0 Lost Time Adjust (s) -1.5 Total Lost Time (s) 5.3 Lead/Lag Lead Lead-Lag Optimize? Yes Vehicle Extension (s) 3.0 Recall Mode None Act Effct Green (s) 85.3 85.3 103.0 108.3 41.1 41.1 Actuated g/C Ratio 0.53 0.53 0.64 0.68 0.26 0.26 v/c Ratio 0.87 0.44 0.50 0.38 0.57 0.72 Control Delay 27.6 9.0 56.2 19.2 54.7 45.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 27.6 9.0 56.2 19.2 54.7 45.8 LOS C A E B D D Approach Delay 24.7 22.4 49.9 Lanes, Volumes, Timings 3: Pine Ridge Rd & I-75 SB Ramp 02/05/2018 2016 Exisitng Synchro 9 Report PM Peak-Hour Lane Group Ø1 Ø2 Ø4 Ø5 Lane Configurations Traffic Volume (vph) Future Volume (vph) Ideal Flow (vphpl) Storage Length (ft) Storage Lanes Taper Length (ft) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Right Turn on Red Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor Heavy Vehicles (%) Adj. Flow (vph) Shared Lane Traffic (%) Lane Group Flow (vph) Turn Type Protected Phases 1245 Permitted Phases Detector Phase Switch Phase Minimum Initial (s) 7.0 20.0 7.0 4.0 Minimum Split (s) 13.8 26.8 13.8 11.5 Total Split (s) 60.0 30.0 20.0 27.0 Total Split (%) 38% 19% 13% 17% Maximum Green (s) 53.2 23.2 13.2 19.5 Yellow Time (s) 4.8 4.8 4.8 5.5 All-Red Time (s) 2.0 2.0 2.0 2.0 Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 Recall Mode None C-Min None None Act Effct Green (s) Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Lanes, Volumes, Timings 3: Pine Ridge Rd & I-75 SB Ramp 02/05/2018 2016 Exisitng Synchro 9 Report PM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Approach LOS C C D Queue Length 50th (ft) 339 43 70 308 232 247 Queue Length 95th (ft) 533 m181 m115 369 293 327 Internal Link Dist (ft) 1856 931 613 710 Turn Bay Length (ft) 300 250 Base Capacity (vph) 2685 984 242 3409 877 835 Starvation Cap Reductn 0000 0 0 Spillback Cap Reductn 0000 0 0 Storage Cap Reductn 0000 0 0 Reduced v/c Ratio 0.87 0.44 0.50 0.38 0.56 0.71 Intersection Summary Area Type: Other Cycle Length: 160 Actuated Cycle Length: 160 Offset: 78 (49%), Referenced to phase 2:EBWB, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.87 Intersection Signal Delay: 29.3 Intersection LOS: C Intersection Capacity Utilization 76.0% ICU Level of Service D Analysis Period (min) 15 m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 3: Pine Ridge Rd & I-75 SB Ramp Lanes, Volumes, Timings 4: I-75 NB Ramp & Pine Ridge Rd 02/05/2018 2016 Exisitng Synchro 9 Report AM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 348 803 0 0 1896 480 374 0 105 0 0 0 Future Volume (vph) 348 803 0 0 1896 480 374 0 105 0 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 460 0 0 0 630 365 0 0 Storage Lanes 2 0 0 0 1 1 0 0 Taper Length (ft) 100 25 50 25 Lane Util. Factor 0.97 0.91 1.00 1.00 0.91 0.91 0.97 1.00 1.00 1.00 1.00 1.00 Frt 0.970 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 3183 4803 0 0 4792 0 3335 0 1615 0 0 0 Flt Permitted 0.950 0.950 Satd. Flow (perm) 3183 4803 0 0 4792 0 3335 0 1615 0 0 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 64 165 Link Speed (mph) 30 30 30 30 Link Distance (ft) 1011 1267 734 778 Travel Time (s) 23.0 28.8 16.7 17.7 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Heavy Vehicles (%) 10% 8% 0% 0% 5% 5% 5% 0% 0% 0% 0% 0% Adj. Flow (vph) 370 854 0 0 2017 511 398 0 112 0 0 0 Shared Lane Traffic (%) Lane Group Flow (vph) 370 854 0 0 2528 0 398 0 112 0 0 0 Turn Type Prot NA NA Perm Perm Protected Phases 1 1 2 3 4 2 3 4 Permitted Phases 5 5 Detector Phase 1 1 2 3 4 2 3 4 5 5 Switch Phase Minimum Initial (s) 7.0 4.0 4.0 Minimum Split (s) 13.8 11.5 11.5 Total Split (s) 37.0 27.0 27.0 Total Split (%) 23.1% 16.9% 16.9% Maximum Green (s) 30.2 19.5 19.5 Yellow Time (s) 4.8 5.5 5.5 All-Red Time (s) 2.0 2.0 2.0 Lost Time Adjust (s) -1.5 -1.5 -1.5 Total Lost Time (s) 5.3 6.0 6.0 Lead/Lag Lead Lead-Lag Optimize? Yes Vehicle Extension (s) 3.0 3.0 3.0 Recall Mode None None None Act Effct Green (s) 31.7 127.7 90.7 21.0 21.0 Actuated g/C Ratio 0.20 0.80 0.57 0.13 0.13 v/c Ratio 0.59 0.22 0.92 0.91 0.32 Control Delay 74.9 4.6 22.9 93.6 3.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 74.9 4.6 22.9 93.6 3.5 LOS E A C F A Approach Delay 25.9 22.9 73.8 Lanes, Volumes, Timings 4: I-75 NB Ramp & Pine Ridge Rd 02/05/2018 2016 Exisitng Synchro 9 Report AM Peak-Hour Lane Group Ø2 Ø3 Ø4 Lane Configurations Traffic Volume (vph) Future Volume (vph) Ideal Flow (vphpl) Storage Length (ft) Storage Lanes Taper Length (ft) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Right Turn on Red Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor Heavy Vehicles (%) Adj. Flow (vph) Shared Lane Traffic (%) Lane Group Flow (vph) Turn Type Protected Phases 2 3 4 Permitted Phases Detector Phase Switch Phase Minimum Initial (s) 20.0 4.0 7.0 Minimum Split (s) 26.8 10.8 13.8 Total Split (s) 43.0 32.0 21.0 Total Split (%) 27% 20% 13% Maximum Green (s) 36.2 25.2 14.2 Yellow Time (s) 4.8 4.8 4.8 All-Red Time (s) 2.0 2.0 2.0 Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 Recall Mode C-Min None None Act Effct Green (s) Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Lanes, Volumes, Timings 4: I-75 NB Ramp & Pine Ridge Rd 02/05/2018 2016 Exisitng Synchro 9 Report AM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Approach LOS C C E Queue Length 50th (ft) 162 74 368 215 0 Queue Length 95th (ft) 217 85 m379 #312 10 Internal Link Dist (ft) 931 1187 654 698 Turn Bay Length (ft) 460 630 365 Base Capacity (vph) 630 3833 2744 437 355 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.59 0.22 0.92 0.91 0.32 Intersection Summary Area Type: Other Cycle Length: 160 Actuated Cycle Length: 160 Offset: 95 (59%), Referenced to phase 2:EBWB, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.92 Intersection Signal Delay: 29.9 Intersection LOS: C Intersection Capacity Utilization 81.8% ICU Level of Service D Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 4: I-75 NB Ramp & Pine Ridge Rd Lanes, Volumes, Timings 4: I-75 NB Ramp & Pine Ridge Rd 02/05/2018 2016 Exisitng Synchro 9 Report PM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 617 2081 0 0 1054 365 294 0 139 0 0 0 Future Volume (vph) 617 2081 0 0 1054 365 294 0 139 0 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 460 0 0 0 630 365 0 0 Storage Lanes 2 0 0 0 1 1 0 0 Taper Length (ft) 100 25 50 25 Lane Util. Factor 0.97 0.91 1.00 1.00 0.91 0.91 0.97 1.00 1.00 1.00 1.00 1.00 Frt 0.961 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 3335 5036 0 0 4862 0 3433 0 1599 0 0 0 Flt Permitted 0.950 0.950 Satd. Flow (perm) 3335 5036 0 0 4862 0 3433 0 1599 0 0 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 68 165 Link Speed (mph) 30 30 30 30 Link Distance (ft) 1011 1267 734 778 Travel Time (s) 23.0 28.8 16.7 17.7 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Heavy Vehicles (%) 5% 3% 0% 0% 2% 4% 2% 0% 1% 0% 0% 0% Adj. Flow (vph) 636 2145 0 0 1087 376 303 0 143 0 0 0 Shared Lane Traffic (%) Lane Group Flow (vph) 636 2145 0 0 1463 0 303 0 143 0 0 0 Turn Type Prot NA NA Perm Perm Protected Phases 1 1 2 3 4 2 3 4 Permitted Phases 5 5 Detector Phase 1 1 2 3 4 2 3 4 5 5 Switch Phase Minimum Initial (s) 7.0 4.0 4.0 Minimum Split (s) 13.8 11.5 11.5 Total Split (s) 60.0 27.0 27.0 Total Split (%) 37.5% 16.9% 16.9% Maximum Green (s) 53.2 19.5 19.5 Yellow Time (s) 4.8 5.5 5.5 All-Red Time (s) 2.0 2.0 2.0 Lost Time Adjust (s) -1.5 -1.5 -1.5 Total Lost Time (s) 5.3 6.0 6.0 Lead/Lag Lead Lead-Lag Optimize? Yes Vehicle Extension (s) 3.0 3.0 3.0 Recall Mode None None None Act Effct Green (s) 55.3 128.3 67.7 20.4 20.4 Actuated g/C Ratio 0.35 0.80 0.42 0.13 0.13 v/c Ratio 0.55 0.53 0.70 0.69 0.41 Control Delay 49.6 3.1 37.8 75.7 8.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 49.6 3.1 37.8 75.7 8.7 LOS D A D E A Approach Delay 13.8 37.8 54.3 Lanes, Volumes, Timings 4: I-75 NB Ramp & Pine Ridge Rd 02/05/2018 2016 Exisitng Synchro 9 Report PM Peak-Hour Lane Group Ø2 Ø3 Ø4 Lane Configurations Traffic Volume (vph) Future Volume (vph) Ideal Flow (vphpl) Storage Length (ft) Storage Lanes Taper Length (ft) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Right Turn on Red Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor Heavy Vehicles (%) Adj. Flow (vph) Shared Lane Traffic (%) Lane Group Flow (vph) Turn Type Protected Phases 2 3 4 Permitted Phases Detector Phase Switch Phase Minimum Initial (s) 20.0 4.0 7.0 Minimum Split (s) 26.8 10.8 13.8 Total Split (s) 30.0 23.0 20.0 Total Split (%) 19% 14% 13% Maximum Green (s) 23.2 16.2 13.2 Yellow Time (s) 4.8 4.8 4.8 All-Red Time (s) 2.0 2.0 2.0 Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 Recall Mode C-Min None None Act Effct Green (s) Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Lanes, Volumes, Timings 4: I-75 NB Ramp & Pine Ridge Rd 02/05/2018 2016 Exisitng Synchro 9 Report PM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Approach LOS B D D Queue Length 50th (ft) 251 139 456 158 0 Queue Length 95th (ft) m288 147 550 212 45 Internal Link Dist (ft) 931 1187 654 698 Turn Bay Length (ft) 460 630 365 Base Capacity (vph) 1153 4038 2096 450 353 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.55 0.53 0.70 0.67 0.41 Intersection Summary Area Type: Other Cycle Length: 160 Actuated Cycle Length: 160 Offset: 78 (49%), Referenced to phase 2:EBWB, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.87 Intersection Signal Delay: 25.1 Intersection LOS: C Intersection Capacity Utilization 76.0% ICU Level of Service D Analysis Period (min) 15 m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 4: I-75 NB Ramp & Pine Ridge Rd Lanes, Volumes, Timings 5: Napa Blvd & Pine Ridge Rd 02/05/2018 2016 Exisitng Synchro 9 Report AM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 296 587 25 12 1957 192 18 8 7 30 5 400 Future Volume (vph) 296 587 25 12 1957 192 18 8 7 30 5 400 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 610 0 274 210 0 0 0 0 Storage Lanes 2 0 1 1 0 0 0 1 Taper Length (ft) 100 50 25 25 Lane Util. Factor 0.97 0.91 0.91 1.00 0.91 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.994 0.850 0.970 0.850 Flt Protected 0.950 0.950 0.974 0.959 Satd. Flow (prot) 3433 4624 0 1805 4893 1524 0 1740 0 0 1718 1568 Flt Permitted 0.950 0.950 0.858 0.761 Satd. Flow (perm) 3433 4624 0 1805 4893 1524 0 1533 0 0 1363 1568 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 10 164 7 119 Link Speed (mph) 30 30 30 30 Link Distance (ft) 1267 1091 605 459 Travel Time (s) 28.8 24.8 13.8 10.4 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Heavy Vehicles (%) 2% 12% 0% 0% 6% 6% 6% 0% 0% 7% 0% 3% Adj. Flow (vph) 318 631 27 13 2104 206 19 9 8 32 5 430 Shared Lane Traffic (%) Lane Group Flow (vph) 318 658 0 13 2104 206 0 36 0 0 37 430 Turn Type Prot NA Prot NA Perm Perm NA Perm NA Perm Protected Phases 1 6 5 2 4 8 Permitted Phases 2 4 8 8 Detector Phase 1 6 52244 888 Switch Phase Minimum Initial (s) 10.0 20.0 7.0 20.0 20.0 8.0 8.0 8.0 8.0 8.0 Minimum Split (s) 16.8 26.8 13.8 26.8 26.8 22.9 22.9 22.9 22.9 22.9 Total Split (s) 23.0 118.0 15.0 110.0 110.0 27.0 27.0 27.0 27.0 27.0 Total Split (%) 14.4% 73.8% 9.4% 68.8% 68.8% 16.9% 16.9% 16.9% 16.9% 16.9% Maximum Green (s) 16.2 111.2 8.2 103.2 103.2 20.1 20.1 20.1 20.1 20.1 Yellow Time (s) 4.8 4.8 4.8 4.8 4.8 4.4 4.4 4.4 4.4 4.4 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.5 2.5 2.5 2.5 2.5 Lost Time Adjust (s) -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 Total Lost Time (s) 5.3 5.3 5.3 5.3 5.3 5.4 5.4 5.4 Lead/Lag Lead Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None C-Min None C-Min C-Min None None None None None Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0000 000 Act Effct Green (s) 17.6 117.0 8.8 99.9 99.9 26.5 26.5 26.5 Actuated g/C Ratio 0.11 0.73 0.06 0.62 0.62 0.17 0.17 0.17 v/c Ratio 0.85 0.19 0.13 0.69 0.20 0.14 0.16 1.20 Control Delay 111.6 1.0 74.8 20.9 3.0 52.5 62.8 152.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Lanes, Volumes, Timings 5: Napa Blvd & Pine Ridge Rd 02/05/2018 2016 Exisitng Synchro 9 Report AM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Total Delay 111.6 1.0 74.8 20.9 3.0 52.5 62.8 152.1 LOS F A E C A D E F Approach Delay 37.0 19.6 52.5 145.0 Approach LOS D B D F Queue Length 50th (ft) 153 5 13 482 15 27 34 ~461 Queue Length 95th (ft) #228 11 38 508 45 65 74 #706 Internal Link Dist (ft) 1187 1011 525 379 Turn Bay Length (ft) 610 274 210 Base Capacity (vph) 379 3385 109 3201 1053 259 226 358 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.84 0.19 0.12 0.66 0.20 0.14 0.16 1.20 Intersection Summary Area Type: Other Cycle Length: 160 Actuated Cycle Length: 160 Offset: 97 (61%), Referenced to phase 2:WBT and 6:EBT, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 1.20 Intersection Signal Delay: 39.8 Intersection LOS: D Intersection Capacity Utilization 82.7% ICU Level of Service E Analysis Period (min) 15 ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 5: Napa Blvd & Pine Ridge Rd Lanes, Volumes, Timings 5: Napa Blvd & Pine Ridge Rd 02/05/2018 2016 Exisitng Synchro 9 Report PM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 342 1859 19 5 969 97 23 6 9 98 10 424 Future Volume (vph) 342 1859 19 5 969 97 23 6 9 98 10 424 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 610 0 274 210 0 0 0 0 Storage Lanes 2 0 1 1 0 0 0 1 Taper Length (ft) 100 50 25 25 Lane Util. Factor 0.97 0.91 0.91 1.00 0.91 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.998 0.850 0.969 0.850 Flt Protected 0.950 0.950 0.970 0.956 Satd. Flow (prot) 3467 5027 0 1805 4988 1599 0 1786 0 0 1768 1599 Flt Permitted 0.950 0.950 0.785 0.752 Satd. Flow (perm) 3467 5027 0 1805 4988 1599 0 1445 0 0 1391 1599 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 1 119 9 317 Link Speed (mph) 30 30 30 30 Link Distance (ft) 1267 1091 605 459 Travel Time (s) 28.8 24.8 13.8 10.4 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Heavy Vehicles (%) 1% 3% 0% 0% 4% 1% 0% 0% 0% 3% 0% 1% Adj. Flow (vph) 356 1936 20 5 1009 101 24 6 9 102 10 442 Shared Lane Traffic (%) Lane Group Flow (vph) 356 1956 0 5 1009 101 0 39 0 0 112 442 Turn Type Prot NA Prot NA Perm Perm NA Perm NA Perm Protected Phases 1 6 5 2 4 8 Permitted Phases 2 4 8 8 Detector Phase 1 6 52244 888 Switch Phase Minimum Initial (s) 10.0 20.0 7.0 20.0 20.0 8.0 8.0 8.0 8.0 8.0 Minimum Split (s) 16.8 26.8 13.8 26.8 26.8 22.9 22.9 22.9 22.9 22.9 Total Split (s) 38.0 96.0 24.0 82.0 82.0 40.0 40.0 40.0 40.0 40.0 Total Split (%) 23.8% 60.0% 15.0% 51.3% 51.3% 25.0% 25.0% 25.0% 25.0% 25.0% Maximum Green (s) 31.2 89.2 17.2 75.2 75.2 33.1 33.1 33.1 33.1 33.1 Yellow Time (s) 4.8 4.8 4.8 4.8 4.8 4.4 4.4 4.4 4.4 4.4 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.5 2.5 2.5 2.5 2.5 Lost Time Adjust (s) -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 Total Lost Time (s) 5.3 5.3 5.3 5.3 5.3 5.4 5.4 5.4 Lead/Lag Lead Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None C-Min None C-Min C-Min None None None None None Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0000 000 Act Effct Green (s) 23.2 123.0 8.5 97.3 97.3 23.6 23.6 23.6 Actuated g/C Ratio 0.14 0.77 0.05 0.61 0.61 0.15 0.15 0.15 v/c Ratio 0.71 0.51 0.05 0.33 0.10 0.18 0.55 0.88 Control Delay 81.7 6.7 73.2 17.2 2.1 46.4 71.5 36.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Lanes, Volumes, Timings 5: Napa Blvd & Pine Ridge Rd 02/05/2018 2016 Exisitng Synchro 9 Report PM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Total Delay 81.7 6.7 73.2 17.2 2.1 46.4 71.5 36.5 LOS F A E B A D E D Approach Delay 18.3 16.1 46.4 43.5 Approach LOS B B D D Queue Length 50th (ft) 178 10 5 181 0 28 111 138 Queue Length 95th (ft) 218 742 20 271 22 61 167 267 Internal Link Dist (ft) 1187 1011 525 379 Turn Bay Length (ft) 610 274 210 Base Capacity (vph) 708 3863 210 3032 1018 319 300 594 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.50 0.51 0.02 0.33 0.10 0.12 0.37 0.74 Intersection Summary Area Type: Other Cycle Length: 160 Actuated Cycle Length: 160 Offset: 116 (73%), Referenced to phase 2:WBT and 6:EBT, Start of Green Natural Cycle: 75 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.88 Intersection Signal Delay: 21.4 Intersection LOS: C Intersection Capacity Utilization 65.1% ICU Level of Service C Analysis Period (min) 15 Splits and Phases: 5: Napa Blvd & Pine Ridge Rd HCM 2010 TWSC 6: Livingston Rd & Marbella Lakes Dr 02/05/2018 2016 Exisitng Synchro 9 Report AM Peak-Hour Intersection Int Delay, s/veh 1.3 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 36 88 989 15 21 1509 Future Vol, veh/h 36 88 989 15 21 1509 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 320 - 300 400 - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 94 94 94 94 94 94 Heavy Vehicles, % 8 0 4 20 0 4 Mvmt Flow 38 94 1052 16 22 1605 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 1739 526 0 0 1052 0 Stage 1 1052 ----- Stage 2 687 ----- Critical Hdwy 5.86 7.1 - - 5.3 - Critical Hdwy Stg 1 6.76 ----- Critical Hdwy Stg 2 6.16 ----- Follow-up Hdwy 3.88 3.9 - - 3.1 - Pot Cap-1 Maneuver 121 429 - - 375 - Stage 1 215 ----- Stage 2 405 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 114 429 - - 375 - Mov Cap-2 Maneuver 114 ----- Stage 1 215 ----- Stage 2 381 ----- Approach WB NB SB HCM Control Delay, s 26.2 0 0.2 HCM LOS D Minor Lane/Major Mvmt NBT NBRWBLn1WBLn2 SBL SBT Capacity (veh/h) - - 114 429 375 - HCM Lane V/C Ratio - - 0.336 0.218 0.06 - HCM Control Delay (s) - - 51.8 15.7 15.2 - HCM Lane LOS - - F C C - HCM 95th %tile Q(veh) - - 1.3 0.8 0.2 - HCM 2010 TWSC 6: Livingston Rd & Marbella Lakes Dr 02/05/2018 2016 Exisitng Synchro 9 Report PM Peak-Hour Intersection Int Delay, s/veh 2.3 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 28 45 1439 37 64 1029 Future Vol, veh/h 28 45 1439 37 64 1029 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 320 - 300 400 - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 94 94 94 94 94 94 Heavy Vehicles, % 0 22004 Mvmt Flow 30 48 1531 39 68 1095 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 2105 765 0 0 1531 0 Stage 1 1531 ----- Stage 2 574 ----- Critical Hdwy 5.7 7.14 - - 5.3 - Critical Hdwy Stg 1 6.6 ----- Critical Hdwy Stg 2 6 ----- Follow-up Hdwy 3.8 3.92 - - 3.1 - Pot Cap-1 Maneuver 84 297 - - 219 - Stage 1 115 ----- Stage 2 485 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 58 297 - - 219 - Mov Cap-2 Maneuver 58 ----- Stage 1 115 ----- Stage 2 334 ----- Approach WB NB SB HCM Control Delay, s 57.9 0 1.7 HCM LOS F Minor Lane/Major Mvmt NBT NBRWBLn1WBLn2 SBL SBT Capacity (veh/h) - - 58 297 219 - HCM Lane V/C Ratio - - 0.514 0.161 0.311 - HCM Control Delay (s) - - 119.9 19.4 28.7 - HCM Lane LOS - - F C D - HCM 95th %tile Q(veh) - - 2 0.6 1.3 - Appendix E Historical Growth Rate Calculations GROWTH RATE CALCULATIONSPine Ridge Rd, E of Airport Rd 030160 52,500 51,000 52,500 53,000 57,000 52,500 53,000 46,000 46,500 49,500 49,500 48,500 50,500 51,500 55,500 57,700 0.40% 0.24%Pine Ridge Rd, E of Livingston Rd 03462858,500 57,500 48,000 48,000 47,000 51,500 52,500 56,000 62,000 -0.62% 0.56%Pine Ridge Rd, W of Logan Blvd 03452639,500 38,500 34,250 30,000 30,000 30,000 38,000 38,500 49,600 -0.37% 1.30%Livingston Rd, N of Pine Ridge Rd 03457527,000 26,000 25,000 23,000 23,000 23,000 23,500 24,500 52,200 -1.38% 3.22%Livingston Rd, N of Golden Gate Pkwy 03469026,000 25,000 24,000 21,000 21,000 21,000 22,000 23,000 49,300 -1.74% 3.25%I-75 SB Off-Ramp at Pine Ridge Rd 037024 8,700 9,000 9,000 9,200 9,000 8,800 9,100 9,300 9,700 11,000 12,000 12,400 3.27% 1.16%I-75 SB On-Ramp at Pine Ridge Rd 037022 3,300 3,400 3,400 4,600 4,500 4,400 5,200 5,300 4,600 5,500 5,900 6,400 5.98% 0.81%I-75 NB On-Ramp at Pine Ridge Rd 037023 8,300 8,500 8,500 8,700 8,500 8,300 8,800 9,000 9,400 10,000 10,500 15,800 2.38% 2.22%I-75 NB Off-Ramp at Pine Ridge Rd 037021 3,200 3,300 3,300 4,200 4,100 4,000 4,900 5,000 5,200 4,600 4,900 5,500 4.35% 0.68%52,500 51,000 52,500 53,000 80,500 76,700 77,200 223,700 219,600 206,250 199,500 198,100 204,900 218,600 230,800 310,900 0.45% 1.46%1. Converted to AADT using a model output conversion factor of 0.88.Historic Growth RateFuture Growth Rate20142040 FSUTMS AADT12008 2009 2011 2012 20132010TOTAL201520072004Location Station 2001 2002 2003 2005 2006 (Licensed to Stantec Inc)2040 Cost Feasible NetworkPeak Season Weekday Average Daily TrafficOne Lane per DirectionTwo Lanes per DirectionThree Lanes per DirectionFour Lanes per DirectionCentroid ConnectorTAZ6018076572560475 604 7 0563355759057590 11982 59974000593560647 69634688413 05 89 308515 926 758590 58590 21 70 2170637848855634288855625108855398406558539840 3079432377 37703 37 70 3 3 6 1 0 8 36968 36968 3 6 6 9 56932770467704677046772361414555812625744122 4412241834183418397628102505204393439357875630727936104072790333656 1301713 80 6 3498838419 3365638419 1 7945 49605 49605 5651369757 (Licensed to Stantec Inc)Peak Season Weekday Average Daily Traffic 2040 Cost Feasible Network w/Marbella-Whippoorwill InterconnectOne Lane per DirectionTwo Lanes per DirectionThree Lanes per DirectionFour Lanes per DirectionCentroid ConnectorTAZ6414180139527145 08 53 1886511105227852278 11181 2786 61863963612356310 73375728483 13 02 3156255 05 054260 54260 2259 2259665098868661508868652218868402326880240 23 2 3126732667 38152 38 15 2 3 6 3 9 6 3 73 85 37385 3 7 10 07274571582715827158269671719464845669553290 5329040474047404799098129543314338433856395997127558108342752333860 1330913338 3537540898 3386040898 18249 55773 55773 6600072483 PIN#n/aLocation1Year Count* Trend**2008 223700 2018002009 219600 2050002010 206300 2083002011 199800 2116002012 198100 2149002013 204900 2182002014 218600 2214002015 230800 2247002021 N/A2444002030 N/A2739003,281 2040 N/A30670085.84%1.62% 2040 310900 3067001.46%4-Feb-18Straight Line Growth Option*Axle-Adjusted2040 Design Year TrendTRANPLAN Forecasts/Trends** Annual Trend Increase:Trend Growth Rate (2015 to Design Year):Printed:Trend Annual Historic Growth Rate:Traffic (ADT/AADT)2030 Mid-Year Trend0Trend R-squared:Highway:2021 Opening Year TrendTraffic Trends - V2.0-- County:Station #:Collier (03)00500001000001500002000002500003000003500002008 2013 2018 2023 2028 2033 2038Average Daily Traffic (Vehicles/Day)YearObserved CountFitted Curve Florida Department of Transportation Transportation Statistics Office 2015 Historical AADT Report County: 03 - COLLIER Site: 0160 - PINE RIDGE RD, E OF CR 31/AIRPORT RD CC526 NHS Year AADT Direction 1 Direction 2 *K Factor D Factor T Factor ---- ---------- ------------ ------------ --------- -------- -------- 2015 55500 C E 27500 W 28000 9.00 57.20 3.80 2014 51500 F E 26000 W 25500 9.00 56.50 3.10 2013 50500 C E 25500 W 25000 9.00 56.00 3.10 2012 48500 S E 25500 W 23000 9.00 56.20 2.70 2011 49500 F E 26000 W 23500 9.00 56.50 2.70 2010 49500 C E 26000 W 23500 10.32 56.59 2.70 2009 46500 C E 24000 W 22500 11.01 56.34 3.00 2008 46000 C E 23000 W 23000 11.12 56.68 3.10 2007 53000 C E 26500 W 26500 11.68 56.38 3.50 2006 52500 C E 26000 W 26500 11.27 57.97 4.00 2005 57000 C E 29000 W 28000 11.40 54.70 9.40 2004 53000 C E 25500 W 27500 11.30 55.30 9.40 2003 52500 C E 26500 W 26000 11.30 54.00 6.00 2002 51000 C E 25500 W 25500 10.00 52.00 3.60 2001 52500 C E 28500 W 24000 10.00 57.70 3.20 AADT Flags: C = Computed; E = Manual Estimate; F = First Year Estimate S = Second Year Estimate; T = Third Year Estimate; F = Fourth Year Estimate V = Fifth Year Estimate; 6 = Sixth Year Estimate; X = Unknown *K Factor: Starting with Year 2011 is StandardK, Prior years are K30 values PIN#n/aLocation1Year Count* Trend**2001 52500 506002002 51000 507002003 52500 508002004 53000 509002005 57000 510002006 52500 512002007 53000 513002008 46000 514002009 46500 515002010 49500 517002011 49500 518002012 48500 519002013 50500 520002014 51500 522002015 55500 523002021 N/A530002030 N/A54200124 2040 N/A5540011.57%0.24% 2040 57700 554000.24%4-Feb-18Traffic Trends - V2.0PINE RIDGE RD -- E of Airport RdCounty:Station #:Collier (03)0160Traffic (ADT/AADT)2030 Mid-Year TrendPINE RIDGE RDTrend R-squared:Highway:2021 Opening Year TrendStraight Line Growth Option*Axle-Adjusted2040 Design Year TrendTRANPLAN Forecasts/Trends** Annual Trend Increase:Trend Growth Rate (2015 to Design Year):Printed:Trend Annual Historic Growth Rate:0100002000030000400005000060000700002001 2006 2011 2016 2021 2026 2031 2036Average Daily Traffic (Vehicles/Day)YearObserved CountFitted Curve Florida Department of Transportation Transportation Statistics Office 2015 Historical AADT Report County: 03 - COLLIER Site: 4628 - PINE RIDGE RD, E OF CR 881/LIVINGSTON RD NHS CC628 Year AADT Direction 1 Direction 2 *K Factor D Factor T Factor ---- ---------- ------------ ------------ --------- -------- -------- 2015 56000 C E 28000 W 28000 9.00 57.20 4.50 2014 52500 F E 26000 W 26500 9.00 56.50 4.00 2013 51500 C E 25500 W 26000 9.00 56.00 4.00 2012 47000 S E 23500 W 23500 9.00 56.20 3.40 2011 48000 F E 24000 W 24000 9.00 56.50 3.40 2010 48000 C E 24000 W 24000 10.32 56.59 3.40 2009 57500 F E 28500 W 29000 11.01 56.34 4.70 2008 58500 C E 29000 W 29500 11.12 56.68 4.70 AADT Flags: C = Computed; E = Manual Estimate; F = First Year Estimate S = Second Year Estimate; T = Third Year Estimate; F = Fourth Year Estimate V = Fifth Year Estimate; 6 = Sixth Year Estimate; X = Unknown *K Factor: Starting with Year 2011 is StandardK, Prior years are K30 values PIN#n/aLocation1Year Count* Trend**2008 58500 515002009 57500 518002010 48000 521002011 48000 524002012 47000 527002013 51500 529002014 52500 532002015 56000 535002021 N/A553002030 N/A58000298 2040 N/A6100029.77%0.55% 2040 62000 610000.56%4-Feb-18Traffic Trends - V2.0PINE RIDGE RD -- E of Livingston RdCounty:Station #:Collier (03)4628Traffic (ADT/AADT)2030 Mid-Year TrendPINE RIDGE RDTrend R-squared:Highway:2021 Opening Year TrendStraight Line Growth Option*Axle-Adjusted2040 Design Year TrendTRANPLAN Forecasts/Trends** Annual Trend Increase:Trend Growth Rate (2015 to Design Year):Printed:Trend Annual Historic Growth Rate:0100002000030000400005000060000700002008 2013 2018 2023 2028 2033 2038Average Daily Traffic (Vehicles/Day)YearObserved CountFitted Curve Florida Department of Transportation Transportation Statistics Office 2015 Historical AADT Report County: 03 - COLLIER Site: 4526 - CR-896/PINE RIDGE RD, 700 FT W OF LOGAN BLVD Year AADT Direction 1 Direction 2 *K Factor D Factor T Factor ---- ---------- ------------ ------------ --------- -------- -------- 2015 38500 C E 19500 W 19000 9.00 57.20 4.00 2014 38000 C E 19000 W 19000 9.00 56.50 4.30 2013 30000 S E 15000 W 15000 9.00 56.00 3.50 2012 30000 F E 15000 W 15000 9.00 56.20 3.50 2011 30000 C E 15000 W 15000 9.00 56.50 3.50 2009 38500 F E 19000 W 19500 11.01 56.34 4.60 2008 39500 C E 19500 W 20000 11.12 56.68 4.60 AADT Flags: C = Computed; E = Manual Estimate; F = First Year Estimate S = Second Year Estimate; T = Third Year Estimate; F = Fourth Year Estimate V = Fifth Year Estimate; 6 = Sixth Year Estimate; X = Unknown *K Factor: Starting with Year 2011 is StandardK, Prior years are K30 values PIN#n/aLocation1Year Count* Trend**2008 39500 333002009 38500 338002010 34300 343002011 30000 347002012 30000 352002013 30000 357002014 38000 362002015 38500 366002021 N/A395002030 N/A43800474 2040 N/A4850053.33%1.42% 2040 49600 485001.30%4-Feb-18Traffic Trends - V2.0PINE RIDGE RD -- W of Logan BlvdCounty:Station #:Collier (03)4526Traffic (ADT/AADT)2030 Mid-Year TrendPINE RIDGE RDTrend R-squared:Highway:2021 Opening Year TrendStraight Line Growth Option*Axle-Adjusted2040 Design Year TrendTRANPLAN Forecasts/Trends** Annual Trend Increase:Trend Growth Rate (2015 to Design Year):Printed:Trend Annual Historic Growth Rate:01000020000300004000050000600002008 2013 2018 2023 2028 2033 2038Average Daily Traffic (Vehicles/Day)YearObserved CountFitted Curve Florida Department of Transportation Transportation Statistics Office 2015 Historical AADT Report County: 03 - COLLIER Site: 4575 - LIVINGSTON RD, N OF PINE RIDGE RD/CR 896 CC 575 Year AADT Direction 1 Direction 2 *K Factor D Factor T Factor ---- ---------- ------------ ------------ --------- -------- -------- 2015 24500 F N 12000 S 12500 9.00 57.20 4.20 2014 23500 C N 11500 S 12000 9.00 56.50 4.20 2013 23000 S N 11000 S 12000 9.00 56.00 3.60 2012 23000 F N 11000 S 12000 9.00 56.20 3.60 2011 23000 C N 11000 S 12000 9.00 56.50 3.60 2010 25000 S N 12000 S 13000 10.32 56.59 4.50 2009 26000 F N 12500 S 13500 11.01 56.34 4.50 2008 27000 C N 13000 S 14000 11.12 56.68 4.50 AADT Flags: C = Computed; E = Manual Estimate; F = First Year Estimate S = Second Year Estimate; T = Third Year Estimate; F = Fourth Year Estimate V = Fifth Year Estimate; 6 = Sixth Year Estimate; X = Unknown *K Factor: Starting with Year 2011 is StandardK, Prior years are K30 values PIN#n/aLocation1Year Count* Trend**2008 27000 215002009 26000 224002010 25000 233002011 23000 242002012 23000 251002013 23000 260002014 23500 269002015 24500 278002021 N/A332002030 N/A41300899 2040 N/A5020087.65%4.19% 2040 52200 502003.22%4-Feb-18Traffic Trends - V2.0LIVINGSTON RD -- N of Pine Ridge RdCounty:Station #:Collier (03)4575Traffic (ADT/AADT)2030 Mid-Year TrendLIVINGSTON RDTrend R-squared:Highway:2021 Opening Year TrendStraight Line Growth Option*Axle-Adjusted2040 Design Year TrendTRANPLAN Forecasts/Trends** Annual Trend Increase:Trend Growth Rate (2015 to Design Year):Printed:Trend Annual Historic Growth Rate:01000020000300004000050000600002008 2013 2018 2023 2028 2033 2038Average Daily Traffic (Vehicles/Day)YearObserved CountFitted Curve Florida Department of Transportation Transportation Statistics Office 2015 Historical AADT Report County: 03 - COLLIER Site: 4690 - LIVINGSTON RD/CR 881, 1.5 MI N OF GOLDEN GATE PKWY/CR 886 CC 690 Year AADT Direction 1 Direction 2 *K Factor D Factor T Factor ---- ---------- ------------ ------------ --------- -------- -------- 2015 23000 F N 11500 S 11500 9.00 57.20 4.60 2014 22000 C N 11000 S 11000 9.00 56.50 4.60 2013 21000 S N 10500 S 10500 9.00 56.00 5.30 2012 21000 F N 10500 S 10500 9.00 56.20 5.30 2011 21000 C N 10500 S 10500 9.00 56.50 5.30 2010 24000 S N 12000 S 12000 10.32 56.59 4.40 2009 25000 F N 12500 S 12500 11.01 56.34 4.40 2008 26000 C N 13000 S 13000 11.12 56.68 4.40 AADT Flags: C = Computed; E = Manual Estimate; F = First Year Estimate S = Second Year Estimate; T = Third Year Estimate; F = Fourth Year Estimate V = Fifth Year Estimate; 6 = Sixth Year Estimate; X = Unknown *K Factor: Starting with Year 2011 is StandardK, Prior years are K30 values PIN#n/aLocation1Year Count* Trend**2008 26000 202002009 25000 210002010 24000 219002011 21000 227002012 21000 236002013 21000 244002014 22000 252002015 23000 261002021 N/A312002030 N/A38800847 2040 N/A4730084.59%4.17% 2040 49300 473003.25%4-Feb-18Traffic Trends - V2.0LIVINGSTON RD -- N of Golden Gate PkwyCounty:Station #:Collier (03)4690Traffic (ADT/AADT)2030 Mid-Year TrendLIVINGSTON RDTrend R-squared:Highway:2021 Opening Year TrendStraight Line Growth Option*Axle-Adjusted2040 Design Year TrendTRANPLAN Forecasts/Trends** Annual Trend Increase:Trend Growth Rate (2015 to Design Year):Printed:Trend Annual Historic Growth Rate:01000020000300004000050000600002008 2013 2018 2023 2028 2033 2038Average Daily Traffic (Vehicles/Day)YearObserved CountFitted Curve Florida Department of Transportation Transportation Statistics Office 2015 Historical AADT Report County: 03 - COLLIER Site: 7024 - SR93/I-75 SB,OFF-RAMP TO CR896/PINE RIDGE RD X107 Year AADT Direction 1 Direction 2 *K Factor D Factor T Factor ---- ---------- ------------ ------------ --------- -------- -------- 2015 12000 F 0 0 9.00 99.90 4.70 2014 11000 C S 11000 9.00 99.90 5.50 2013 9700 S 0 0 9.00 99.90 3.10 2012 9300 F 0 0 9.00 99.90 2.90 2011 9100 C S 9100 0 9.00 99.90 6.30 2010 8800 S 0 0 9.50 99.99 3.70 2009 9000 F 0 0 10.43 99.99 6.00 2008 9200 C S 9200 0 9.07 99.99 5.10 2007 17500 S 0 0 13.90 2006 17500 F 8.64 99.99 15.50 2005 17000 C S 17000 8.90 99.90 0.00 AADT Flags: C = Computed; E = Manual Estimate; F = First Year Estimate S = Second Year Estimate; T = Third Year Estimate; F = Fourth Year Estimate V = Fifth Year Estimate; 6 = Sixth Year Estimate; X = Unknown *K Factor: Starting with Year 2011 is StandardK, Prior years are K30 values PIN#n/aLocation1Year Count* Trend**2005 8700 89002006 9000 90002007 9000 91002008 9200 93002009 9000 94002010 8800 95002011 9100 96002012 9300 97002013 9700 98002014 11000 99002015 12000 100002021 N/A107002030 N/A11700113 2040 N/A1290065.66%1.24% 2040 12400 129001.16%4-Feb-18Straight Line Growth Option*Axle-Adjusted2040 Design Year TrendTRANPLAN Forecasts/Trends** Annual Trend Increase:Trend Growth Rate (2015 to Design Year):Printed:Trend Annual Historic Growth Rate:Traffic (ADT/AADT)2030 Mid-Year TrendI-75 SB Off Ramp at PRRTrend R-squared:Highway:2021 Opening Year TrendTraffic Trends - V2.0I-75 SB Off Ramp at PRR -- County:Station #:Collier (03)7024020004000600080001000012000140002005 2010 2015 2020 2025 2030 2035 2040Average Daily Traffic (Vehicles/Day)YearObserved CountFitted Curve Florida Department of Transportation Transportation Statistics Office 2015 Historical AADT Report County: 03 - COLLIER Site: 7022 - SR93/I-75 SB,ON-RAMP FROM CR896/PINE RIDGE RD X107 Year AADT Direction 1 Direction 2 *K Factor D Factor T Factor ---- ---------- ------------ ------------ --------- -------- -------- 2015 5900 F 0 0 9.00 99.90 4.70 2014 5500 C S 5500 9.00 99.90 5.50 2013 5600 S 0 0 9.00 99.90 3.10 2012 5300 F 0 0 9.00 99.90 2.90 2011 5200 C S 5200 0 9.00 99.90 6.30 2010 4400 S 0 0 9.50 99.99 3.70 2009 4500 F 0 0 10.43 99.99 6.00 2008 4600 C S 4600 0 9.07 99.99 5.10 2007 3400 S 0 0 13.90 2006 3400 F 8.64 99.99 15.50 2005 3300 C S 3300 8.90 99.90 0.00 AADT Flags: C = Computed; E = Manual Estimate; F = First Year Estimate S = Second Year Estimate; T = Third Year Estimate; F = Fourth Year Estimate V = Fifth Year Estimate; 6 = Sixth Year Estimate; X = Unknown *K Factor: Starting with Year 2011 is StandardK, Prior years are K30 values PIN#n/aLocation1Year Count* Trend**2005 3300 29002006 3400 36002007 3400 40002008 4600 43002009 4500 46002010 4400 47002011 5200 49002012 5300 50002013 4600 52002014 5500 53002015 5900 54002021 N/A58002030 N/A62002040 N/A660085.19%6.41% 2040 6400 66000.81%4-Feb-18Traffic Trends - V2.0I-75 SB On Ramp at PRR -- County:Station #:Collier (03)7022Traffic (ADT/AADT)2030 Mid-Year TrendI-75 SB On Ramp at PRRTrend R-squared:Highway:2021 Opening Year TrendDecaying Exponential Growth Option*Axle-Adjusted2040 Design Year TrendTRANPLAN Forecasts/TrendsCompounded Growth Rate (2015 to Design Year):Printed:Compounded Annual Historic Growth Rate:010002000300040005000600070002005 2010 2015 2020 2025 2030 2035 2040Average Daily Traffic (Vehicles/Day)YearObserved CountFitted Curve Florida Department of Transportation Transportation Statistics Office 2015 Historical AADT Report County: 03 - COLLIER Site: 7023 - SR93/I-75 NB,ON-RAMP FROM CR896/PINE RIDGE RD X107 Year AADT Direction 1 Direction 2 *K Factor D Factor T Factor ---- ---------- ------------ ------------ --------- -------- -------- 2015 10500 F 0 0 9.00 99.90 4.70 2014 10000 C N 10000 9.00 99.90 5.50 2013 9400 S 0 0 9.00 99.90 3.10 2012 9000 F 0 0 9.00 99.90 2.90 2011 8800 C N 8800 0 9.00 99.90 6.30 2010 8300 S 0 0 9.50 99.99 3.70 2009 8500 F 0 0 10.43 99.99 6.00 2008 8700 C N 8700 0 9.07 99.99 5.10 2007 17500 S 0 0 13.90 2006 17500 F 8.64 51.95 15.50 2005 17000 C N 17000 8.90 99.90 0.00 AADT Flags: C = Computed; E = Manual Estimate; F = First Year Estimate S = Second Year Estimate; T = Third Year Estimate; F = Fourth Year Estimate V = Fifth Year Estimate; 6 = Sixth Year Estimate; X = Unknown *K Factor: Starting with Year 2011 is StandardK, Prior years are K30 values PIN#n/aLocation1Year Count* Trend**2005 8300 78002006 8500 81002007 8500 83002008 8700 85002009 8500 87002010 8300 90002011 8800 92002012 9000 94002013 9400 96002014 10000 99002015 10500 101002021 N/A114002030 N/A13400223 2040 N/A1570096.78%2.95% 2040 15800 157002.22%4-Feb-18Traffic Trends - V2.0I-75 NB On Ramp at PRR -- County:Station #:Collier (03)7023Traffic (ADT/AADT)2030 Mid-Year TrendI-75 NB On Ramp at PRRTrend R-squared:Highway:2021 Opening Year TrendStraight Line Growth Option*Axle-Adjusted2040 Design Year TrendTRANPLAN Forecasts/Trends** Annual Trend Increase:Trend Growth Rate (2015 to Design Year):Printed:Trend Annual Historic Growth Rate:0200040006000800010000120001400016000180002005 2010 2015 2020 2025 2030 2035 2040Average Daily Traffic (Vehicles/Day)YearObserved CountFitted Curve Florida Department of Transportation Transportation Statistics Office 2015 Historical AADT Report County: 03 - COLLIER Site: 7021 - SR93/I-75 NB,OFF-RAMP TO CR896/PINE RIDGE RD X107 Year AADT Direction 1 Direction 2 *K Factor D Factor T Factor ---- ---------- ------------ ------------ --------- -------- -------- 2015 4900 F 0 0 9.00 99.90 4.70 2014 4600 C N 4600 9.00 99.90 5.50 2013 5200 S 0 0 9.00 99.90 3.10 2012 5000 F 0 0 9.00 99.90 2.90 2011 4900 C N 4900 0 9.00 99.90 6.30 2010 4000 S 0 0 9.50 99.99 3.70 2009 4100 F 0 0 10.43 99.99 6.00 2008 4200 C N 4200 0 9.07 99.99 5.10 2007 3300 S 0 0 13.90 2006 3300 F 8.64 99.99 15.50 2005 3200 C N 3200 8.90 99.90 0.00 AADT Flags: C = Computed; E = Manual Estimate; F = First Year Estimate S = Second Year Estimate; T = Third Year Estimate; F = Fourth Year Estimate V = Fifth Year Estimate; 6 = Sixth Year Estimate; X = Unknown *K Factor: Starting with Year 2011 is StandardK, Prior years are K30 values PIN#n/aLocation1Year Count* Trend**2005 3200 30002006 3300 35002007 3300 38002008 4200 41002009 4100 42002010 4000 44002011 4900 45002012 5000 46002013 5200 47002014 4600 48002015 4900 49002021 N/A52002030 N/A55002040 N/A580081.79%5.03% 2040 5500 58000.68%4-Feb-18Traffic Trends - V2.0I-75 NB Off Ramp at PRR -- County:Station #:Collier (03)7021Traffic (ADT/AADT)2030 Mid-Year TrendI-75 NB Off Ramp at PRRTrend R-squared:Highway:2021 Opening Year TrendDecaying Exponential Growth Option*Axle-Adjusted2040 Design Year TrendTRANPLAN Forecasts/TrendsCompounded Growth Rate (2015 to Design Year):Printed:Compounded Annual Historic Growth Rate:010002000300040005000600070002005 2010 2015 2020 2025 2030 2035 2040Average Daily Traffic (Vehicles/Day)YearObserved CountFitted Curve Appendix F Vacant Land Volumes at Study Intersections Intersection:Pine Ridge Road & Livingston RoadCount Date:A.M. Peak Time Period:7:30 - 8:30 AMPeak Hour Factor:0.97Existing Traffic EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRRaw Turning Movement Counts 221 753 168 444 1852 289 395 669 206 330 877 373Peak Season Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.982016 Existing Conditions 217 738 165 435 1815 283 387 656 202 323 859 366Interim Traffic EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRExisting Conditions 217 738 165 435 1815 283 387 656 202 323 859 366Years to Build-out 555555555555North of Pine Ridge 6 2 3South of Pine Ridge 23 6 7B/t Livingston & Whippoorwill S of PRR 20 5 9B/t PRR and Marbella 4 10 20Annual Growth Rate 0.00% 1.29% 0.48% 0.46% 0.00% 0.00% 0.00% 0.00% 1.26% 1.15% 0.46% 0.00%2021 Interim Conditions 217 787 169 445 1815 283 387 656 215 342 879 366Future Traffic EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRExisting Conditions 217 738 165 435 1815 283 387 656 202 323 859 366Years to Build-out 24 24 24 24 24 24 24 24 24 24 24 24North of Pine Ridge 31 8 14South of Pine Ridge 114 28 36B/t Livingston & Whippoorwill S of PRR 100 27 44B/t PRR and Marbella 20 51 102Annual Growth Rate 0.00% 1.20% 0.48% 0.46% 0.00% 0.00% 0.00% 0.00% 1.14% 1.07% 0.47% 0.00%2040 Future Conditions 217 983 185 486 1815 283 387 656 265 417 961 366VACANT LAND VOLUMES AT STUDY INTERSECTIONS03/10/16Pine Ridge Rd Pine Ridge Rd Livingston Rd Livingston Rd Intersection:Pine Ridge Road & Livingston RoadCount Date:P.M. Peak Time Period:4:45 - 5:45 PMPeak Hour Factor:0.97Existing Traffic EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRRaw Turning Movement Counts 240 1754 382 224 1345 351 286 880 527 350 683 265Peak Season Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.982016 Existing Conditions 235 1719 374 220 1318 344 280 862 516 343 669 260Interim Traffic EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRExisting Conditions 235 1719 374 220 1318 344 280 862 516 343 669 260Years to Build-out 555555555555North of Pine Ridge 34 10 7South of Pine Ridge 8 3 3B/t Livingston & Whippoorwill S of PRR 13 4 3B/t PRR and Marbella 4 2 7Annual Growth Rate 0.00% 0.63% 0.21% 0.18% 0.00% 0.00% 0.00% 0.00% 0.65% 0.75% 0.21% 0.00%2021 Interim Conditions 235 1774 378 222 1318 344 280 862 533 356 676 260Future Traffic EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRExisting Conditions 235 1719 374 220 1318 344 280 862 516 343 669 260Years to Build-out 24 24 24 24 24 24 24 24 24 24 24 24North of Pine Ridge 169 51 34South of Pine Ridge 38 16 14B/t Livingston & Whippoorwill S of PRR 67 20 13B/t PRR and Marbella 19 11 34Annual Growth Rate 0.00% 0.62% 0.21% 0.20% 0.00% 0.00% 0.00% 0.00% 0.65% 0.68% 0.21% 0.00%2040 Future Conditions 235 1993 393 231 1318 344 280 862 603 404 703 260VACANT LAND VOLUMES AT STUDY INTERSECTIONS03/10/16Pine Ridge Rd Pine Ridge Rd Livingston Rd Livingston Rd VACANT LAND VOLUMES AT STUDY INTERSECTIONSIntersection:Pine Ridge Road & Whippoorwill LaneCount Date:A.M. Peak Time Period:7:45 - 8:45 AMPeak Hour Factor:0.97Existing Traffic EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRRaw Turning Movement Counts 80 1026 177 220 2452 137 389 31 154 51 5 112Peak Season Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98Smoothing 2 23 12016 Existing Conditions 78 1005 173 218 2426 135 381 30 151 50 5 110Interim Traffic EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRExisting Conditions 78 1005 173 218 2426 135 381 30 151 50 5 110Years to Build-out 555555555555North of Pine Ridge 11 18 4 6 1 13North of Pine Ridge (pass-by) -3 -6South of Pine Ridge 36 45 11 1 5 1B/t Livingston & Whippoorwill S of PRR 1 13 2 28 4 1Annual Growth Rate 2.90% 0.20% 4.05% 3.82% 0.18% 2.53% 0.78% 3.13% 0.65% 2.29% 6.96% 2.42%2021 Interim Conditions 90 1015 211 263 2448 153 396 35 156 56 7 124Future Traffic EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRExisting Conditions 78 1005 173 218 2426 135 381 30 151 50 5 110Years to Build-out 24 24 24 24 24 24 24 24 24 24 24 24North of Pine Ridge 53 92 20 31 3 67North of Pine Ridge (pass-by) -17 -29South of Pine Ridge 178 225 57 4 23 5B/t Livingston & Whippoorwill S of PRR 5 63 11 142 22 6Annual Growth Rate 2.34% 0.19% 3.12% 3.00% 0.19% 2.19% 0.79% 2.48% 0.59% 2.03% 4.06% 2.14%2040 Future Conditions 136 1051 362 443 2539 227 460 54 174 81 13 18303/10/16Pine Ridge Rd Pine Ridge Rd Whippoorwill Ln Whippoorwill Ln VACANT LAND VOLUMES AT STUDY INTERSECTIONSIntersection:Pine Ridge Road & Whippoorwill LaneCount Date:P.M. Peak Time Period:4:30 - 5:30 PMPeak Hour Factor:0.96Existing Traffic EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRRaw Turning Movement Counts 172 2371 326 161 1591 104 294 14 213 120 7 75Peak Season Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98Smoothing -2 -16 02016 Existing Conditions 169 2324 319 156 1543 102 288 14 209 118 7 74Interim Traffic EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRExisting Conditions 169 2324 319 156 1543 102 288 14 209 118 7 74Years to Build-out 555555555555North of Pine Ridge 51 31 4 55 3 35North of Pine Ridge (pass-by) -15 -9South of Pine Ridge 14 7 42 2 31 0B/t Livingston & Whippoorwill S of PRR 5 73 10 16 3 1Annual Growth Rate 5.89% 0.49% 1.46% 0.88% 0.09% 5.45% 2.95% 7.39% 2.80% 7.95% 7.39% 8.25%2021 Interim Conditions 225 2382 343 163 1550 133 333 20 240 173 10 110Future Traffic EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRExisting Conditions 169 2324 319 156 1543 102 288 14 209 118 7 74Years to Build-out 24 24 24 24 24 24 24 24 24 24 24 24North of Pine Ridge 254 153 21 276 16 173North of Pine Ridge (pass-by) -75 -45South of Pine Ridge 68 33 212 10 154 1B/t Livingston & Whippoorwill S of PRR 27 364 50 82 15 4Annual Growth Rate 4.17% 0.49% 1.32% 0.80% 0.10% 3.89% 2.45% 4.99% 2.33% 5.15% 5.27% 5.22%2040 Future Conditions 450 2613 437 189 1580 255 515 45 363 394 24 25103/10/16Pine Ridge Rd Pine Ridge Rd Whippoorwill Ln Whippoorwill Ln VACANT LAND VOLUMES AT STUDY INTERSECTIONSIntersection:Pine Ridge Road & I-75 SB RampCount Date:A.M. Peak Time Period:7:30 - 8:30 AMPeak Hour Factor:0.95Existing Traffic EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRRaw Turning Movement Counts 0 935 325 171 213000002960734Peak Season Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98Smoothing -43 27 -14 -272016 Existing Conditions 0 873 319 195 208700002760692Interim Traffic EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRExisting Conditions 0 873 319 195 208700002760692Years to Build-out 555555555555North of Pine Ridge 5 2 14 5South of Pine Ridge 3 1 34 11B/t Livingston & Whippoorwill S of PRR 9 3 21 7Annual Growth Rate 0.00% 0.39% 0.37% 0.00% 0.65% 0.00% 0.00% 0.00% 0.00% 0.00% 0.00% 0.66%2021 Interim Conditions 0 890 325 195 215600002760715Future Traffic EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRExisting Conditions 0 873 319 195 208700002760692Years to Build-out 24 24 24 24 24 24 24 24 24 24 24 24North of Pine Ridge 23 8 69 23South of Pine Ridge 17 6 169 56B/t Livingston & Whippoorwill S of PRR 46 17 107 35Annual Growth Rate 0.00% 0.39% 0.39% 0.00% 0.64% 0.00% 0.00% 0.00% 0.00% 0.00% 0.00% 0.64%2040 Future Conditions 0 959 350 195 24320000276080603/10/16Pine Ridge Rd Pine Ridge Rd I-75 SB Ramp VACANT LAND VOLUMES AT STUDY INTERSECTIONSIntersection:Pine Ridge Road & I-75 SB RampCount Date:P.M. Peak Time Period:4:30 - 5:30 PMPeak Hour Factor:0.95Existing Traffic EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRRaw Turning Movement Counts 0 2253 423 115 123500004740570Peak Season Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98Smoothing 18 2 26 4 62016 Existing Conditions 0 2226 415 115 123600004690565Interim Traffic EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRExisting Conditions 0 2226 415 115 123600004690565Years to Build-out 555555555555North of Pine Ridge 47 9 21 10South of Pine Ridge 26 5 5 2B/t Livingston & Whippoorwill S of PRR 61 11 11 5Annual Growth Rate 0.00% 1.18% 1.18% 0.00% 0.59% 0.00% 0.00% 0.00% 0.00% 0.00% 0.00% 0.59%2021 Interim Conditions 0 2360 440 115 127300004690582Future Traffic EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRExisting Conditions 0 2226 415 115 123600004690565Years to Build-out 24 24 24 24 24 24 24 24 24 24 24 24North of Pine Ridge 233 43 105 48South of Pine Ridge 130 24 23 10B/t Livingston & Whippoorwill S of PRR 307 57 56 26Annual Growth Rate 0.00% 1.10% 1.10% 0.00% 0.58% 0.00% 0.00% 0.00% 0.00% 0.00% 0.00% 0.58%2040 Future Conditions 0 2896 539 115 14200000469064903/10/16Pine Ridge Rd I-75 SB RampPine Ridge Rd VACANT LAND VOLUMES AT STUDY INTERSECTIONSIntersection:Pine Ridge Road & I-75 NB RampCount Date:A.M. Peak Time Period:7:45 - 8:45 AMPeak Hour Factor:0.94Existing Traffic EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRRaw Turning Movement Counts 338 778 0 0 1988 490 396 0 107 0 0 0Peak Season Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98Smoothing 17 41 -52 -14 02016 Existing Conditions 348 803 0 0 1896 480 374 0 105 0 0 0Interim Traffic EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRExisting Conditions 348 803 0 0 1896 480 374 0 105 0 0 0Years to Build-out 555555555555North of Pine Ridge 1 3 12 2South of Pine Ridge 1 2 28 6B/t Livingston & Whippoorwill S of PRR 3 6 18 4Astron Plaza 12 3 1 2Annual Growth Rate 0.29% 0.57% 0.00% 0.00% 0.64% 0.04% 0.63% 0.00% 0.38% 0.00% 0.00% 0.00%2021 Interim Conditions 353 826 0 0 1957 481 386 0 107 0 0 0Future Traffic EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRExisting Conditions 348 803 0 0 1896 480 374 0 105 0 0 0Years to Build-out 24 24 24 24 24 24 24 24 24 24 24 24North of Pine Ridge 7 16 58 11South of Pine Ridge 5 12 141 28B/t Livingston & Whippoorwill S of PRR 14 32 89 18Astron Plaza 59 13 3 8Annual Growth Rate 0.30% 0.58% 0.00% 0.00% 0.62% 0.03% 0.59% 0.00% 0.31% 0.00% 0.00% 0.00%2040 Future Conditions 374 922 0 0 2197 483 431 0 113 0 0 003/10/16Pine Ridge Rd Pine Ridge Rd I-75 NB Ramp VACANT LAND VOLUMES AT STUDY INTERSECTIONSIntersection:Pine Ridge Road & I-75 NB RampCount Date:P.M. Peak Time Period:4:45 - 5:45 PMPeak Hour Factor:0.97Existing Traffic EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRRaw Turning Movement Counts 635 2141 0 0 1075 357 300 0 130 0 0 0Peak Season Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98Smoothing -5 -17 15 122016 Existing Conditions 617 2081 0 0 1054 365 294 0 139 0 0 0Interim Traffic EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRExisting Conditions 617 2081 0 0 1054 365 294 0 139 0 0 0Years to Build-out 555555555555North of Pine Ridge 11 36 16 5South of Pine Ridge 6 20 4 1B/t Livingston & Whippoorwill S of PRR 14 47 9 2Astron Plaza 5 12 4 0Annual Growth Rate 0.99% 1.02% 0.00% 0.00% 0.77% 0.22% 0.54% 0.00% 0.00% 0.00% 0.00% 0.00%2021 Interim Conditions 648 2189 0 0 1095 369 302 0 139 0 0 0Future Traffic EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRExisting Conditions 617 2081 0 0 1054 365 294 0 139 0 0 0Years to Build-out 24 24 24 24 24 24 24 24 24 24 24 24North of Pine Ridge 53 180 82 23South of Pine Ridge 30 100 18 5B/t Livingston & Whippoorwill S of PRR 70 237 44 12Astron Plaza 27 59 21 2Annual Growth Rate 0.93% 0.97% 0.00% 0.00% 0.74% 0.23% 0.53% 0.00% 0.06% 0.00% 0.00% 0.00%2040 Future Conditions 770 2625 0 0 1257 386 334 0 141 0 0 003/10/16Pine Ridge Rd I-75 NB RampPine Ridge Rd VACANT LAND VOLUMES AT STUDY INTERSECTIONSIntersection:Pine Ridge Road & Napa BoulevardCount Date:A.M. Peak Time Period:7:30 - 8:30 AMPeak Hour Factor:0.93Existing Traffic EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRRaw Turning Movement Counts 314 624 27 12 1961 196 18 8 7 31 5 408Peak Season Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98Smoothing -12 -25 -1 35 0 02016 Existing Conditions 296 587 25 12 1957 192 18 8 7 30 5 400Interim Traffic EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRExisting Conditions 296 587 25 12 1957 192 18 8 7 30 5 400Years to Build-out 555555555555Astron Plaza 13 6 3 1 1 3Annual Growth Rate 0.00% 0.00% 8.73% 8.45% 0.00% 0.00% 3.13% 2.38% 2.71% 0.00% 9.86% 0.00%2021 Interim Conditions 296 587 38 18 1957 192 21 9 8 30 8 400Future Traffic EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRExisting Conditions 296 587 25 12 1957 192 18 8 7 30 5 400Years to Build-out 24 24 24 24 24 24 24 24 24 24 24 24Astron Plaza 67 32 16 7 6 13Annual Growth Rate 0.00% 0.00% 29.77% 29.67% 0.00% 0.00% 13.56% 13.40% 13.18% 0.00% 29.20% 0.00%2040 Future Conditions 296 587 92 44 1957 192 34 15 13 30 18 40003/10/16Pine Ridge Rd Pine Ridge Rd Napa Blvd Napa Blvd VACANT LAND VOLUMES AT STUDY INTERSECTIONSIntersection:Pine Ridge Road & Napa BoulevardCount Date:P.M. Peak Time Period:4:45 - 5:45 PMPeak Hour Factor:0.96Existing Traffic EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRRaw Turning Movement Counts 351 1910 19 5 999 99 23 6 9 100 10 437Peak Season Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98Smoothing -2 -13 0 -10 0 -42016 Existing Conditions 342 1859 19 5 969 97 23 6 9 98 10 424Interim Traffic EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRExisting Conditions 342 1859 19 5 969 97 23 6 9 98 10 424Years to Build-out 555555555555Astron Plaza 6 2 16 4 6 3Annual Growth Rate 0.00% 0.00% 5.64% 6.96% 0.00% 0.00% 11.14% 10.76% 10.76% 0.00% 5.39% 0.00%2021 Interim Conditions 342 1859 25 7 969 97 39 10 15 98 13 424Future Traffic EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRExisting Conditions 342 1859 19 5 969 97 23 6 9 98 10 424Years to Build-out 24 24 24 24 24 24 24 24 24 24 24 24Astron Plaza 29 8 80 21 31 15Annual Growth Rate 0.00% 0.00% 20.36% 21.06% 0.00% 0.00% 34.97% 35.10% 34.76% 0.00% 20.11% 0.00%2040 Future Conditions 342 1859 48 13 969 97 103 27 40 98 25 42403/10/16Pine Ridge Rd Pine Ridge Rd Napa Blvd Napa Blvd Appendix G Traffic Volumes at Study Area Intersections: Existing and Future Conditions Intersection:Pine Ridge Road & Livingston RoadCount Date:A.M. Peak Time Period:7:30 - 8:30 AMPeak Hour Factor:0.97Existing Traffic EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRRaw Turning Movement Counts 221 753 168 444 1852 289 395 669 206 330 877 373Peak Season Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.982016 Existing Conditions 217 738 165 435 1815 283 387 656 202 323 859 366Interim Traffic EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRExisting Conditions 217 738 165 435 1815 283 387 656 202 323 859 366Years to Build-out555555555555Annual Growth Rate 1.00% 1.30% 1.00% 1.00% 1.00% 1.00% 1.00% 1.00% 1.30% 1.20% 1.00% 1.00%Background Traffic Growth 11 49 8 22 93 14 20 33 13 20 44 192021 Interim Conditions 228 787 173 457 1908 297 407 689 215 343 903 385Future Traffic EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRExisting Conditions 217 738 165 435 1815 283 387 656 202 323 859 366Years to Build-out 24 24 24 24 24 24 24 24 24 24 24 24Annual Growth Rate 1.00% 1.20% 1.00% 1.00% 1.00% 1.00% 1.00% 1.00% 1.20% 1.10% 1.00% 1.00%Background Traffic Growth 59 245 45 117 490 76 104 177 67 97 232 992040 Future Conditions 276 983 210 552 2305 359 491 833 269 420 1091 465TRAFFIC VOLUME AT STUDY INTERSECTIONS03/10/16Pine Ridge Rd Pine Ridge Rd Livingston Rd Livingston Rd Intersection:Pine Ridge Road & Livingston RoadCount Date:P.M. Peak Time Period:4:45 - 5:45 PMPeak Hour Factor:0.97Existing Traffic EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRRaw Turning Movement Counts 240 1754 382 224 1345 351 286 880 527 350 683 265Peak Season Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.982016 Existing Conditions 235 1719 374 220 1318 344 280 862 516 343 669 260Interim Traffic EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRExisting Conditions 235 1719 374 220 1318 344 280 862 516 343 669 260Years to Build-out555555555555Annual Growth Rate 1.00% 1.00% 1.00% 1.00% 1.00% 1.00% 1.00% 1.00% 1.00% 1.00% 1.00% 1.00%Background Traffic Growth 12 88 19 11 67 18 14 44 26 17 34 132021 Interim Conditions 247 1807 393 231 1385 362 294 906 542 360 703 273Future Traffic EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRExisting Conditions 235 1719 374 220 1318 344 280 862 516 343 669 260Years to Build-out 24 24 24 24 24 24 24 24 24 24 24 24Annual Growth Rate 1.00% 1.00% 1.00% 1.00% 1.00% 1.00% 1.00% 1.00% 1.00% 1.00% 1.00% 1.00%Background Traffic Growth 63 464 101 59 356 93 76 233 139 93 180 702040 Future Conditions 298 2183 475 279 1674 437 356 1095 655 436 849 330TRAFFIC VOLUME AT STUDY INTERSECTIONS03/10/16Pine Ridge Rd Pine Ridge Rd Livingston Rd Livingston Rd TRAFFIC VOLUME AT STUDY INTERSECTIONSIntersection:Pine Ridge Road & Whippoorwill LaneCount Date:A.M. Peak Time Period:7:45 - 8:45 AMPeak Hour Factor:0.97Existing Traffic EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRRaw Turning Movement Counts 80 1026 177 220 2452 137 389 31 154 51 5 112Peak Season Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98Smoothing 2 23 12016 Existing Conditions 78 1005 173 218 2426 135 381 30 151 50 5 110Interim Traffic EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRExisting Conditions 78 1005 173 218 2426 135 381 30 151 50 5 110Years to Build-out555555555555Annual Growth Rate 2.90% 1.00% 4.10% 3.80% 0.80% 2.50% 1.00% 3.10% 1.00% 2.30% 7.00% 2.40%Background Traffic Growth 12 51 38 45 99 18 195862142021 Interim Conditions 90 1056 211 263 2525 153 400 35 159 56 7 124Future Traffic EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRExisting Conditions 78 1005 173 218 2426 135 381 30 151 50 5 110Years to Build-out 24 24 24 24 24 24 24 24 24 24 24 24Annual Growth Rate 2.40% 1.00% 3.20% 3.00% 0.85% 2.20% 1.00% 2.50% 1.00% 2.10% 4.10% 2.20%Background Traffic Growth 60 271 195 225 542 93 103 24 41 32 8 752040 Future Conditions 138 1276 368 443 2968 228 484 54 192 82 13 18503/10/16Pine Ridge Rd Pine Ridge Rd Whippoorwill Ln Whippoorwill Ln TRAFFIC VOLUME AT STUDY INTERSECTIONSIntersection:Pine Ridge Road & Whippoorwill LaneCount Date:P.M. Peak Time Period:4:30 - 5:30 PMPeak Hour Factor:0.96Existing Traffic EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRRaw Turning Movement Counts 172 2371 326 161 1591 104 294 14 213 120 7 75Peak Season Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98Smoothing -2 -16 02016 Existing Conditions 169 2324 319 156 1543 102 288 14 209 118 7 74Interim Traffic EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRExisting Conditions 169 2324 319 156 1543 102 288 14 209 118 7 74Years to Build-out555555555555Annual Growth Rate 5.90% 1.00% 1.50% 1.00% 1.00% 5.50% 3.00% 7.40% 2.80% 8.20% 8.20% 8.20%Background Traffic Growth 56 119 25 8 79 31 46 6 31 57 3 362021 Interim Conditions 225 2443 344 164 1622 133 334 20 240 175 10 110Future Traffic EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRExisting Conditions 169 2324 319 156 1543 102 288 14 209 118 7 74Years to Build-out 24 24 24 24 24 24 24 24 24 24 24 24Annual Growth Rate 4.20% 1.00% 1.35% 1.00% 0.90% 4.10% 2.50% 5.00% 2.35% 5.20% 5.20% 5.25%Background Traffic Growth 285 627 121 42 370 164 233 31 156 280 17 1792040 Future Conditions 454 2951 440 198 1913 266 521 45 365 398 24 253Pine Ridge Rd Whippoorwill Ln Whippoorwill Ln03/10/16Pine Ridge Rd TRAFFIC VOLUME AT STUDY INTERSECTIONSIntersection:Pine Ridge Road & I-75 SB RampCount Date:A.M. Peak Time Period:7:30 - 8:30 AMPeak Hour Factor:0.95Existing Traffic EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRRaw Turning Movement Counts 0 935 325 171 213000002960734Peak Season Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98Smoothing -43 27 -14 -272016 Existing Conditions 0 873 319 195 208700002760692Interim Traffic EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRExisting Conditions 0 873 319 195 208700002760692Years to Build-out555555555555Annual Growth Rate 1.00% 1.00% 1.00% 1.00% 1.00% 1.00% 1.00% 1.00% 1.00% 1.50% 1.50% 1.50%Background Traffic Growth 0 47 16 10 1060000210562021 Interim Conditions 0 920 335 205 219300002970748Future Traffic EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRExisting Conditions 0 873 319 195 208700002760692Years to Build-out 24 24 24 24 24 24 24 24 24 24 24 24Annual Growth Rate 1.00% 1.00% 1.00% 1.00% 1.00% 1.00% 1.00% 1.00% 1.00% 1.50% 1.50% 1.50%Background Traffic Growth 0 247 86 53 563000011902972040 Future Conditions 0 1120 405 248 26500000395098903/10/16Pine Ridge Rd Pine Ridge Rd I-75 SB Ramp TRAFFIC VOLUME AT STUDY INTERSECTIONSIntersection:Pine Ridge Road & I-75 SB RampCount Date:P.M. Peak Time Period:4:30 - 5:30 PMPeak Hour Factor:0.95Existing Traffic EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRRaw Turning Movement Counts 0 2253 423 115 123500004740570Peak Season Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98Smoothing 18 2 26 4 62016 Existing Conditions 0 2226 415 115 123600004690565Interim Traffic EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRExisting Conditions 0 2226 415 115 123600004690565Years to Build-out555555555555Annual Growth Rate 1.00% 1.20% 1.20% 1.00% 1.00% 1.00% 1.00% 1.00% 1.00% 1.50% 1.50% 1.75%Background Traffic Growth 0 137 26 7 660000360522021 Interim Conditions 0 2363 441 122 130200005050617Future Traffic EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRExisting Conditions 0 2226 415 115 123600004690565Years to Build-out 24 24 24 24 24 24 24 24 24 24 24 24Annual Growth Rate 1.00% 1.10% 1.10% 1.00% 1.00% 1.00% 1.00% 1.00% 1.00% 1.50% 1.50% 1.50%Background Traffic Growth 0 670 125 31 333000020102432040 Future Conditions 0 2896 540 146 15690000670080803/10/16Pine Ridge Rd Pine Ridge Rd I-75 SB Ramp TRAFFIC VOLUME AT STUDY INTERSECTIONSIntersection:Pine Ridge Road & I-75 NB RampCount Date:A.M. Peak Time Period:7:45 - 8:45 AMPeak Hour Factor:0.94Existing Traffic EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRRaw Turning Movement Counts 338 778 0 0 1988 490 396 0 107 0 0 0Peak Season Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98Smoothing 17 41 -52 -14 02016 Existing Conditions 348 803 0 0 1896 480 374 0 105 0 0 0Interim Traffic EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRExisting Conditions 348 803 0 0 1896 480 374 0 105 0 0 0Years to Build-out555555555555Annual Growth Rate 1.50% 1.00% 1.00% 1.00% 1.00% 1.50% 1.00% 1.00% 3.00% 1.00% 1.00% 1.00%Background Traffic Growth 27 41 0 0 97 37 19 0 17 0 0 02021 Interim Conditions 375 844 0 0 1993 517 393 0 122 0 0 0Future Traffic EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRExisting Conditions 348 803 0 0 1896 480 374 0 105 0 0 0Years to Build-out 24 24 24 24 24 24 24 24 24 24 24 24Annual Growth Rate 1.50% 1.00% 1.00% 1.00% 1.00% 1.50% 1.00% 1.00% 2.60% 1.00% 1.00% 1.00%Background Traffic Growth 149 217 0 0 511 206 105 0 88 0 0 02040 Future Conditions 497 1020 0 0 2407 686 479 0 193 0 0 003/10/16Pine Ridge Rd Pine Ridge Rd I-75 NB Ramp TRAFFIC VOLUME AT STUDY INTERSECTIONSIntersection:Pine Ridge Road & I-75 NB RampCount Date:P.M. Peak Time Period:4:45 - 5:45 PMPeak Hour Factor:0.97Existing Traffic EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRRaw Turning Movement Counts 635 2141 0 0 1075 357 300 0 130 0 0 0Peak Season Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98Smoothing -5 -17 15 122016 Existing Conditions 617 2081 0 0 1054 365 294 0 139 0 0 0Interim Traffic EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRExisting Conditions 617 2081 0 0 1054 365 294 0 139 0 0 0Years to Build-out555555555555Annual Growth Rate 1.50% 1.20% 1.00% 1.00% 1.00% 1.50% 1.00% 1.00% 1.00% 1.00% 1.00% 1.00%Background Traffic Growth 48 127 0 0 54 28 15070002021 Interim Conditions 665 2208 0 0 1108 393 309 0 146 0 0 0Future Traffic EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRExisting Conditions 617 2081 0 0 1054 365 294 0 139 0 0 0Years to Build-out 24 24 24 24 24 24 24 24 24 24 24 24Annual Growth Rate 1.50% 1.10% 1.00% 1.00% 1.00% 1.60% 1.00% 1.00% 1.00% 1.00% 1.00% 1.00%Background Traffic Growth 265 608 0 0 285 169 79 0 37 0 0 02040 Future Conditions 882 2689 0 0 1339 534 373 0 176 0 0 0Pine Ridge RdI-75 NB Ramp03/10/16Pine Ridge Rd TRAFFIC VOLUME AT STUDY INTERSECTIONSIntersection:Pine Ridge Road & Napa BoulevardCount Date:A.M. Peak Time Period:7:30 - 8:30 AMPeak Hour Factor:0.93Existing Traffic EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRRaw Turning Movement Counts 314 624 27 12 1961 196 18 8 7 31 5 408Peak Season Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98Smoothing -12 -25 -1 35 0 02016 Existing Conditions 296 587 25 12 1957 192 18 8 7 30 5 400Interim Traffic EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRExisting Conditions 296 587 25 12 1957 192 18 8 7 30 5 400Years to Build-out555555555555Annual Growth Rate 1.00% 1.00% 9.00% 9.00% 1.10% 1.00% 4.00% 4.00% 4.00% 1.00% 9.00% 1.00%Background Traffic Growth 15 30 13 6 110 1042223202021 Interim Conditions 311 617 38 18 2067 202 22 10 9 32 8 420Future Traffic EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRExisting Conditions 296 587 25 12 1957 192 18 8 7 30 5 400Years to Build-out 24 24 24 24 24 24 24 24 24 24 24 24Annual Growth Rate 1.00% 1.00% 5.60% 5.60% 1.10% 1.00% 2.70% 2.70% 2.70% 1.00% 5.60% 1.00%Background Traffic Growth 80 158 67 32 593 52 16 7 6 8 13 1082040 Future Conditions 376 745 92 44 2550 244 34 15 13 38 18 508Pine Ridge RdPine Ridge RdNapa BlvdNapa Blvd03/10/16 TRAFFIC VOLUME AT STUDY INTERSECTIONSIntersection:Pine Ridge Road & Napa BoulevardCount Date:P.M. Peak Time Period:4:45 - 5:45 PMPeak Hour Factor:0.96Existing Traffic EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRRaw Turning Movement Counts 351 1910 19 5 999 99 23 6 9 100 10 437Peak Season Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98Smoothing -2 -13 0 -10 0 -42016 Existing Conditions 342 1859 19 5 969 97 23 6 9 98 10 424Interim Traffic EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRExisting Conditions 342 1859 19 5 969 97 23 6 9 98 10 424Years to Build-out555555555555Annual Growth Rate 1.00% 1.20% 5.50% 5.50% 1.00% 1.00% 11.00% 11.00% 11.00% 1.00% 5.50% 0.80%Background Traffic Growth 17 114 13 2 49 5 164653172021 Interim Conditions 359 1973 32 7 1018 102 39 10 15 103 13 441Future Traffic EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRExisting Conditions 342 1859 19 5 969 97 23 6 9 98 10 424Years to Build-out 24 24 24 24 24 24 24 24 24 24 24 24Annual Growth Rate 1.00% 1.05% 4.00% 4.00% 1.00% 1.00% 6.50% 6.50% 6.50% 1.00% 4.00% 1.00%Background Traffic Growth 92 523 30 8 259 26 81 21 32 26 16 1142040 Future Conditions 434 2382 49 13 1228 123 104 27 41 124 26 538Pine Ridge RdNapa BlvdNapa BlvdPine Ridge Rd03/10/16 TRAFFIC VOLUME AT STUDY INTERSECTIONSIntersection:Livingston Road & Marbella Lakes DriveCount Date:A.M. Peak Time Period:7:30 - 8:30 AMPeak Hour Factor:0.94Existing Traffic EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRRaw Turning Movement Counts 0 0 0 37 0 90 0 1009 15 21 1540 0Peak Season Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.982016 Existing Conditions 0 0 0 36 0 88 0 989 15 21 1509 0Interim Traffic EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRExisting Conditions 0 0 0 36 0 88 0 989 15 21 1509 0Years to Build-out555555555555Annual Growth Rate 0.00% 0.00% 0.00% 0.00% 0.00% 0.00% 1.00% 1.00% 0.00% 0.00% 1.00% 1.00%Background Traffic Growth000000050007702021 Interim Conditions 0 0 0 36 0 88 0 1039 15 21 1586 0Future Traffic EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRExisting Conditions 0 0 0 36 0 88 0 989 15 21 1509 0Years to Build-out 24 24 24 24 24 24 24 24 24 24 24 24Annual Growth Rate 0.00% 0.00% 0.00% 0.00% 0.00% 0.00% 1.00% 1.00% 0.00% 0.00% 1.00% 1.00%Background Traffic Growth00000002670040702040 Future Conditions 0 0 0 36 0 88 0 1256 15 21 1916 0Marbella Lakes Dr Livingston Rd Livingston Rd03/10/16 TRAFFIC VOLUME AT STUDY INTERSECTIONSIntersection:Livingston Road & Marbella Lakes DriveCount Date:P.M. Peak Time Period:4:30 - 5:30 PMPeak Hour Factor:0.94Existing Traffic EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRRaw Turning Movement Counts 0 0 0 29 0 46 0 1468 38 65 1050 0Peak Season Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.982016 Existing Conditions 0 0 0 28 0 45 0 1439 37 64 1029 0Interim Traffic EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRExisting Conditions 0 0 0 28 0 45 0 1439 37 64 1029 0Years to Build-out555555555555Annual Growth Rate 0.00% 0.00% 0.00% 0.00% 0.00% 0.00% 1.00% 1.00% 0.00% 0.00% 1.00% 1.00%Background Traffic Growth000000073005202021 Interim Conditions 0 0 0 28 0 45 0 1512 37 64 1081 0Future Traffic EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRExisting Conditions 0 0 0 28 0 45 0 1439 37 64 1029 0Years to Build-out 24 24 24 24 24 24 24 24 24 24 24 24Annual Growth Rate 0.00% 0.00% 0.00% 0.00% 0.00% 0.00% 1.00% 1.00% 0.00% 0.00% 1.00% 1.00%Background Traffic Growth00000003880027802040 Future Conditions 0 0 0 28 0 45 0 1827 37 64 1307 0Marbella Lakes Dr Livingston Rd Livingston Rd03/10/16 Appendix H1 Synchro Worksheets: 20-21 No-Build Condition Lanes, Volumes, Timings 1: Livingston Rd & Pine Ridge Rd 02/05/2018 2021 Future Synchro 9 Report AM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 228 787 173 457 1908 297 407 689 215 343 903 385 Future Volume (vph) 228 787 173 457 1908 297 407 689 215 343 903 385 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 425 850 425 325 600 450 550 725 Storage Lanes 2 1 2 1 2 1 2 1 Taper Length (ft) 100 100 150 100 Lane Util. Factor 0.97 0.91 1.00 0.97 0.91 1.00 0.97 0.91 0.88 0.97 0.91 1.00 Frt 0.850 0.850 0.850 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 3335 4893 1583 3183 4940 1538 3367 4893 2707 3433 4988 1568 Flt Permitted 0.950 0.950 0.950 0.950 Satd. Flow (perm) 3335 4893 1583 3183 4940 1538 3367 4893 2707 3433 4988 1568 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 178 233 222 209 Link Speed (mph) 45 45 45 45 Link Distance (ft) 1277 2612 1188 1358 Travel Time (s) 19.3 39.6 18.0 20.6 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Heavy Vehicles (%) 5% 6% 2% 10% 5% 5% 4% 6% 5% 2% 4% 3% Adj. Flow (vph) 235 811 178 471 1967 306 420 710 222 354 931 397 Shared Lane Traffic (%) Lane Group Flow (vph) 235 811 178 471 1967 306 420 710 222 354 931 397 Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 1 6 5 2 7 4 3 8 Permitted Phases 6248 Detector Phase 166522744388 Switch Phase Minimum Initial (s) 7.0 20.0 20.0 7.0 20.0 20.0 7.0 10.0 10.0 7.0 10.0 10.0 Minimum Split (s) 14.1 29.8 29.8 14.1 29.5 29.5 16.5 23.2 23.2 16.9 23.2 23.2 Total Split (s) 25.0 64.0 64.0 35.0 74.0 74.0 28.0 31.0 31.0 30.0 33.0 33.0 Total Split (%) 15.6% 40.0% 40.0% 21.9% 46.3% 46.3% 17.5% 19.4% 19.4% 18.8% 20.6% 20.6% Maximum Green (s) 17.9 54.2 54.2 27.9 66.8 66.8 20.8 23.8 23.8 20.1 25.8 25.8 Yellow Time (s) 4.8 4.8 4.8 4.8 4.8 4.8 4.8 4.8 4.8 4.8 4.8 4.8 All-Red Time (s) 2.3 5.0 5.0 2.3 2.4 2.4 2.4 2.4 2.4 5.1 2.4 2.4 Lost Time Adjust (s) -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 Total Lost Time (s) 5.6 8.3 8.3 5.6 5.7 5.7 5.7 5.7 5.7 8.4 5.7 5.7 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None C-Min C-Min None C-Min C-Min None None None None None None Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0 Act Effct Green (s) 17.3 57.1 57.1 28.0 70.4 70.4 22.2 26.1 26.1 20.8 27.4 27.4 Actuated g/C Ratio 0.11 0.36 0.36 0.18 0.44 0.44 0.14 0.16 0.16 0.13 0.17 0.17 v/c Ratio 0.65 0.46 0.26 0.85 0.91 0.38 0.90 0.89 0.35 0.80 1.09 0.90 Control Delay 77.1 41.0 5.5 84.5 31.2 2.9 90.2 79.5 8.3 81.3 118.4 54.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Lanes, Volumes, Timings 1: Livingston Rd & Pine Ridge Rd 02/05/2018 2021 Future Synchro 9 Report AM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Total Delay 77.1 41.0 5.5 84.5 31.2 2.9 90.2 79.5 8.3 81.3 118.4 54.3 LOS EDAFCAFEAFFD Approach Delay 42.8 37.2 71.2 95.5 Approach LOS D D E F Queue Length 50th (ft) 123 243 0 228 701 27 226 271 0 187 ~401 210 Queue Length 95th (ft) 170 287 55 m268 691 m23 #321 #348 43 246 #497 #408 Internal Link Dist (ft) 1197 2532 1108 1278 Turn Bay Length (ft) 425 850 425 325 600 450 550 725 Base Capacity (vph) 404 1746 679 584 2172 807 469 798 627 463 853 441 Starvation Cap Reductn 000000000000 Spillback Cap Reductn 000000000000 Storage Cap Reductn 000000000000 Reduced v/c Ratio 0.58 0.46 0.26 0.81 0.91 0.38 0.90 0.89 0.35 0.76 1.09 0.90 Intersection Summary Area Type: Other Cycle Length: 160 Actuated Cycle Length: 160 Offset: 43 (27%), Referenced to phase 2:WBT and 6:EBT, Start of Green Natural Cycle: 115 Control Type: Actuated-Coordinated Maximum v/c Ratio: 1.09 Intersection Signal Delay: 58.7 Intersection LOS: E Intersection Capacity Utilization 91.3% ICU Level of Service F Analysis Period (min) 15 ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 1: Livingston Rd & Pine Ridge Rd Lanes, Volumes, Timings 1: Livingston Rd & Pine Ridge Rd 02/05/2018 2021 Future Synchro 9 Report PM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 247 1807 393 231 1385 362 294 906 542 360 703 273 Future Volume (vph) 247 1807 393 231 1385 362 294 906 542 360 703 273 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 425 850 425 325 600 450 550 725 Storage Lanes 2 1 2 1 2 1 2 1 Taper Length (ft) 100 100 150 100 Lane Util. Factor 0.97 0.91 1.00 0.97 0.91 1.00 0.97 0.91 0.88 0.97 0.91 1.00 Frt 0.850 0.850 0.850 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 3467 5036 1599 3367 5036 1583 3433 5036 2733 3400 4988 1599 Flt Permitted 0.950 0.950 0.950 0.950 Satd. Flow (perm) 3467 5036 1599 3367 5036 1583 3433 5036 2733 3400 4988 1599 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 361 353 459 277 Link Speed (mph) 45 45 45 45 Link Distance (ft) 1277 2612 1188 1358 Travel Time (s) 19.3 39.6 18.0 20.6 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Heavy Vehicles (%) 1% 3% 1% 4% 3% 2% 2% 3% 4% 3% 4% 1% Adj. Flow (vph) 255 1863 405 238 1428 373 303 934 559 371 725 281 Shared Lane Traffic (%) Lane Group Flow (vph) 255 1863 405 238 1428 373 303 934 559 371 725 281 Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 1 6 5 2 7 4 3 8 Permitted Phases 6248 Detector Phase 166522744388 Switch Phase Minimum Initial (s) 7.0 20.0 20.0 7.0 20.0 20.0 7.0 10.0 10.0 7.0 10.0 10.0 Minimum Split (s) 14.1 29.8 29.8 14.1 29.5 29.5 16.5 23.2 23.2 16.9 23.2 23.2 Total Split (s) 31.0 70.0 70.0 31.0 70.0 70.0 31.0 32.0 32.0 27.0 28.0 28.0 Total Split (%) 19.4% 43.8% 43.8% 19.4% 43.8% 43.8% 19.4% 20.0% 20.0% 16.9% 17.5% 17.5% Maximum Green (s) 23.9 60.2 60.2 23.9 62.8 62.8 23.8 24.8 24.8 17.1 20.8 20.8 Yellow Time (s) 4.8 4.8 4.8 4.8 4.8 4.8 4.8 4.8 4.8 4.8 4.8 4.8 All-Red Time (s) 2.3 5.0 5.0 2.3 2.4 2.4 2.4 2.4 2.4 5.1 2.4 2.4 Lost Time Adjust (s) -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 Total Lost Time (s) 5.6 8.3 8.3 5.6 5.7 5.7 5.7 5.7 5.7 8.4 5.7 5.7 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None C-Min C-Min None C-Min C-Min None None None None None None Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0 Act Effct Green (s) 18.5 69.0 69.0 18.1 71.2 71.2 20.8 26.3 26.3 18.6 26.8 26.8 Actuated g/C Ratio 0.12 0.43 0.43 0.11 0.44 0.44 0.13 0.16 0.16 0.12 0.17 0.17 v/c Ratio 0.64 0.86 0.45 0.63 0.64 0.41 0.68 1.13 0.67 0.94 0.87 0.56 Control Delay 74.6 46.3 6.3 47.5 52.7 23.4 74.2 131.5 16.1 101.5 76.1 11.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Lanes, Volumes, Timings 1: Livingston Rd & Pine Ridge Rd 02/05/2018 2021 Future Synchro 9 Report PM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Total Delay 74.6 46.3 6.3 47.5 52.7 23.4 74.2 131.5 16.1 101.5 76.1 11.5 LOS EDADDCEFBFEB Approach Delay 42.8 46.8 85.9 69.8 Approach LOS D D F E Queue Length 50th (ft) 133 639 27 128 572 201 158 ~412 52 202 274 4 Queue Length 95th (ft) 178 742 110 m141 618 m265 205 #509 126 #303 #392 97 Internal Link Dist (ft) 1197 2532 1108 1278 Turn Bay Length (ft) 425 850 425 325 600 450 550 725 Base Capacity (vph) 550 2171 894 534 2240 900 542 827 832 395 836 498 Starvation Cap Reductn 000000000000 Spillback Cap Reductn 000000000000 Storage Cap Reductn 000000000000 Reduced v/c Ratio 0.46 0.86 0.45 0.45 0.64 0.41 0.56 1.13 0.67 0.94 0.87 0.56 Intersection Summary Area Type: Other Cycle Length: 160 Actuated Cycle Length: 160 Offset: 145 (91%), Referenced to phase 2:WBT and 6:EBT, Start of Green Natural Cycle: 115 Control Type: Actuated-Coordinated Maximum v/c Ratio: 1.13 Intersection Signal Delay: 58.6 Intersection LOS: E Intersection Capacity Utilization 92.6% ICU Level of Service F Analysis Period (min) 15 ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 1: Livingston Rd & Pine Ridge Rd Lanes, Volumes, Timings 2: Whippoorwill Ln & Pine Ridge Rd 02/05/2018 2021 Future Synchro 9 Report AM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 90 1056 211 263 2525 153 400 35 159 56 7 124 Future Volume (vph) 90 1056 211 263 2525 153 400 35 159 56 7 124 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 525 300 500 175 375 0 0 125 Storage Lanes 1 1 1 1 2 0 1 1 Taper Length (ft) 50 50 50 25 Lane Util. Factor 1.00 0.91 1.00 1.00 0.91 1.00 0.97 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 0.877 0.858 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1719 4848 1568 1787 4893 1468 3433 1666 0 1641 1529 0 Flt Permitted 0.045 0.196 0.950 0.950 Satd. Flow (perm) 81 4848 1568 369 4893 1468 3433 1666 0 1641 1529 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 218 117 118 117 Link Speed (mph) 45 45 30 30 Link Distance (ft) 2612 1936 722 316 Travel Time (s) 39.6 29.3 16.4 7.2 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Heavy Vehicles (%) 5% 7% 3% 1% 6% 10% 2% 0% 0% 10% 0% 7% Adj. Flow (vph) 93 1089 218 271 2603 158 412 36 164 58 7 128 Shared Lane Traffic (%) Lane Group Flow (vph) 93 1089 218 271 2603 158 412 200 0 58 135 0 Turn Type pm+pt NA Perm pm+pt NA Perm Prot NA Prot NA Protected Phases 1 6 5 2 7 4 3 8 Permitted Phases 6 6 2 2 Detector Phase 16652274 38 Switch Phase Minimum Initial (s) 7.0 20.0 20.0 7.0 20.0 20.0 5.0 8.0 5.0 8.0 Minimum Split (s) 13.8 26.8 26.8 13.8 26.8 26.8 11.7 22.7 11.7 22.7 Total Split (s) 18.0 77.0 77.0 34.0 93.0 93.0 26.0 26.0 23.0 23.0 Total Split (%) 11.3% 48.1% 48.1% 21.3% 58.1% 58.1% 16.3% 16.3% 14.4% 14.4% Maximum Green (s) 11.2 70.2 70.2 27.2 86.2 86.2 19.3 19.3 16.3 16.3 Yellow Time (s) 4.8 4.8 4.8 4.8 4.8 4.8 4.4 4.4 4.4 4.4 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.3 2.3 2.3 2.3 Lost Time Adjust (s) -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 Total Lost Time (s) 5.3 5.3 5.3 5.3 5.3 5.3 5.2 5.2 5.2 5.2 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None C-Min C-Min None C-Min C-Min None None None None Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 Act Effct Green (s) 100.8 89.8 89.8 110.9 95.5 95.5 20.8 22.7 12.5 11.7 Actuated g/C Ratio 0.63 0.56 0.56 0.69 0.60 0.60 0.13 0.14 0.08 0.07 v/c Ratio 0.57 0.40 0.22 0.67 0.89 0.17 0.92 0.59 0.45 0.61 Control Delay 39.4 40.0 18.4 15.7 35.1 7.7 95.3 35.1 80.9 27.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Lanes, Volumes, Timings 2: Whippoorwill Ln & Pine Ridge Rd 02/05/2018 2021 Future Synchro 9 Report AM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Total Delay 39.4 40.0 18.4 15.7 35.1 7.7 95.3 35.1 80.9 27.9 LOS DDBBDAFD FC Approach Delay 36.6 31.9 75.7 43.8 Approach LOS D C E D Queue Length 50th (ft) 56 410 86 119 880 39 223 83 59 18 Queue Length 95th (ft) m109 475 m173 m181 m#1029 m63 #323 172 107 88 Internal Link Dist (ft) 2532 1856 642 236 Turn Bay Length (ft) 525 300 500 175 375 Base Capacity (vph) 183 2721 975 512 2920 923 446 349 182 274 Starvation Cap Reductn 00000000 00 Spillback Cap Reductn 00000000 00 Storage Cap Reductn 00000000 00 Reduced v/c Ratio 0.51 0.40 0.22 0.53 0.89 0.17 0.92 0.57 0.32 0.49 Intersection Summary Area Type: Other Cycle Length: 160 Actuated Cycle Length: 160 Offset: 159 (99%), Referenced to phase 2:WBTL and 6:EBTL, Start of Green Natural Cycle: 140 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.92 Intersection Signal Delay: 38.7 Intersection LOS: D Intersection Capacity Utilization 91.6% ICU Level of Service F Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 2: Whippoorwill Ln & Pine Ridge Rd Lanes, Volumes, Timings 2: Whippoorwill Ln & Pine Ridge Rd 02/05/2018 2021 Future Synchro 9 Report PM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 225 2406 344 164 1614 133 334 20 240 175 10 110 Future Volume (vph) 225 2406 344 164 1614 133 334 20 240 175 10 110 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 525 300 500 175 375 0 0 125 Storage Lanes 1 1 1 1 2 0 1 1 Taper Length (ft) 50 50 50 25 Lane Util. Factor 1.00 0.91 1.00 1.00 0.91 1.00 0.97 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 0.862 0.862 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1736 5036 1599 1770 5036 1553 3467 1608 0 1687 1594 0 Flt Permitted 0.077 0.047 0.950 0.950 Satd. Flow (perm) 141 5036 1599 88 5036 1553 3467 1608 0 1687 1594 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 236 117 199 115 Link Speed (mph) 45 45 30 30 Link Distance (ft) 2612 1936 722 316 Travel Time (s) 39.6 29.3 16.4 7.2 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Heavy Vehicles (%) 4% 3% 1% 2% 3% 4% 1% 0% 2% 7% 0% 3% Adj. Flow (vph) 234 2506 358 171 1681 139 348 21 250 182 10 115 Shared Lane Traffic (%) Lane Group Flow (vph) 234 2506 358 171 1681 139 348 271 0 182 125 0 Turn Type pm+pt NA Perm pm+pt NA Perm Prot NA Prot NA Protected Phases 1 6 5 2 7 4 3 8 Permitted Phases 6 6 2 2 Detector Phase 16652274 38 Switch Phase Minimum Initial (s) 7.0 20.0 20.0 7.0 20.0 20.0 5.0 8.0 5.0 8.0 Minimum Split (s) 13.8 26.8 26.8 13.8 26.8 26.8 11.7 22.7 11.7 22.7 Total Split (s) 30.0 88.0 88.0 25.0 83.0 83.0 24.0 24.0 23.0 23.0 Total Split (%) 18.8% 55.0% 55.0% 15.6% 51.9% 51.9% 15.0% 15.0% 14.4% 14.4% Maximum Green (s) 23.2 81.2 81.2 18.2 76.2 76.2 17.3 17.3 16.3 16.3 Yellow Time (s) 4.8 4.8 4.8 4.8 4.8 4.8 4.4 4.4 4.4 4.4 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.3 2.3 2.3 2.3 Lost Time Adjust (s) -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 Total Lost Time (s) 5.3 5.3 5.3 5.3 5.3 5.3 5.2 5.2 5.2 5.2 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None C-Min C-Min None C-Min C-Min None None None None Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 Act Effct Green (s) 111.3 90.3 90.3 101.7 85.5 85.5 18.7 14.7 17.8 13.8 Actuated g/C Ratio 0.70 0.56 0.56 0.64 0.53 0.53 0.12 0.09 0.11 0.09 v/c Ratio 0.76 0.88 0.36 0.76 0.62 0.16 0.86 0.83 0.97 0.52 Control Delay 65.7 20.1 1.2 64.2 29.6 7.9 89.7 40.6 128.2 21.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Lanes, Volumes, Timings 2: Whippoorwill Ln & Pine Ridge Rd 02/05/2018 2021 Future Synchro 9 Report PM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Total Delay 65.7 20.1 1.2 64.2 29.6 7.9 89.7 40.6 128.2 21.0 LOS ECAECAFD FC Approach Delay 21.3 31.0 68.2 84.6 Approach LOS C C E F Queue Length 50th (ft) 147 852 8 116 667 26 187 73 193 10 Queue Length 95th (ft) m200 #942 m16 m200 722 m51 #269 183 #356 76 Internal Link Dist (ft) 2532 1856 642 236 Turn Bay Length (ft) 525 300 500 175 375 Base Capacity (vph) 344 2842 1005 264 2691 884 407 364 187 279 Starvation Cap Reductn 00000000 00 Spillback Cap Reductn 00000000 00 Storage Cap Reductn 00000000 00 Reduced v/c Ratio 0.68 0.88 0.36 0.65 0.62 0.16 0.86 0.74 0.97 0.45 Intersection Summary Area Type: Other Cycle Length: 160 Actuated Cycle Length: 160 Offset: 36 (23%), Referenced to phase 2:WBTL and 6:EBTL, Start of Green Natural Cycle: 120 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.97 Intersection Signal Delay: 32.6 Intersection LOS: C Intersection Capacity Utilization 98.7% ICU Level of Service F Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 2: Whippoorwill Ln & Pine Ridge Rd Lanes, Volumes, Timings 3: Pine Ridge Rd & I-75 SB Ramp 02/05/2018 2021 Future Synchro 9 Report AM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 920 335 205 2193 00002970748 Future Volume (vph) 0 920 335 205 2193 00002970748 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 300 250 0 0 0 0 0 Storage Lanes 0 1 1 0 0 0 2 2 Taper Length (ft) 25 50 25 25 Lane Util. Factor 1.00 0.91 1.00 1.00 0.91 1.00 1.00 1.00 1.00 0.97 1.00 0.88 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 0 4848 1568 1736 4940 00003155 0 2656 Flt Permitted 0.224 0.950 Satd. Flow (perm) 0 4848 1568 409 4940 00003155 0 2656 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 353 119 Link Speed (mph) 45 30 30 30 Link Distance (ft) 1936 1011 693 790 Travel Time (s) 29.3 23.0 15.8 18.0 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles (%) 0% 7% 3% 4% 5% 0% 0% 0% 0% 11% 0% 7% Adj. Flow (vph) 0 968 353 216 2308 00003130787 Shared Lane Traffic (%) Lane Group Flow (vph) 0 968 353 216 2308 00003130787 Turn Type NA Perm pm+pt NA Perm Perm Protected Phases 1 2 3 1 2 3 Permitted Phases 1 2 1 2 3 4 5 4 5 Detector Phase 1 2 1 2 3 1 2 3 4 5 4 5 Switch Phase Minimum Initial (s) 4.0 Minimum Split (s) 10.8 Total Split (s) 32.0 Total Split (%) 20.0% Maximum Green (s) 25.2 Yellow Time (s) 4.8 All-Red Time (s) 2.0 Lost Time Adjust (s) -1.5 Total Lost Time (s) 5.3 Lead/Lag Lead Lead-Lag Optimize? Yes Vehicle Extension (s) 3.0 Recall Mode None Act Effct Green (s) 74.7 74.7 101.4 106.7 42.7 42.7 Actuated g/C Ratio 0.47 0.47 0.63 0.67 0.27 0.27 v/c Ratio 0.43 0.38 0.45 0.70 0.37 0.99 Control Delay 39.3 22.8 27.7 24.0 49.3 78.0 Queue Delay 0.0 0.0 0.0 0.2 0.0 0.0 Total Delay 39.3 22.8 27.7 24.2 49.3 78.0 LOS DCCC D E Approach Delay 34.9 24.5 69.9 Lanes, Volumes, Timings 3: Pine Ridge Rd & I-75 SB Ramp 02/05/2018 2021 Future Synchro 9 Report AM Peak-Hour Lane Group Ø1 Ø2 Ø4 Ø5 Lane Configurations Traffic Volume (vph) Future Volume (vph) Ideal Flow (vphpl) Storage Length (ft) Storage Lanes Taper Length (ft) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Right Turn on Red Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor Heavy Vehicles (%) Adj. Flow (vph) Shared Lane Traffic (%) Lane Group Flow (vph) Turn Type Protected Phases 1245 Permitted Phases Detector Phase Switch Phase Minimum Initial (s) 7.0 20.0 7.0 4.0 Minimum Split (s) 13.8 26.8 13.8 11.5 Total Split (s) 37.0 43.0 21.0 27.0 Total Split (%) 23% 27% 13% 17% Maximum Green (s) 30.2 36.2 14.2 19.5 Yellow Time (s) 4.8 4.8 4.8 5.5 All-Red Time (s) 2.0 2.0 2.0 2.0 Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 Recall Mode None C-Min None None Act Effct Green (s) Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Lanes, Volumes, Timings 3: Pine Ridge Rd & I-75 SB Ramp 02/05/2018 2021 Future Synchro 9 Report AM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Approach LOS C C E Queue Length 50th (ft) 340 236 108 526 138 413 Queue Length 95th (ft) 402 334 m114 m553 185 #571 Internal Link Dist (ft) 1856 931 613 710 Turn Bay Length (ft) 300 250 Base Capacity (vph) 2263 920 480 3294 841 796 Starvation Cap Reductn 0 0 0 237 0 0 Spillback Cap Reductn 0000 0 0 Storage Cap Reductn 0000 0 0 Reduced v/c Ratio 0.43 0.38 0.45 0.75 0.37 0.99 Intersection Summary Area Type: Other Cycle Length: 160 Actuated Cycle Length: 160 Offset: 95 (59%), Referenced to phase 2:EBWB, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.99 Intersection Signal Delay: 37.4 Intersection LOS: D Intersection Capacity Utilization 85.8% ICU Level of Service E Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 3: Pine Ridge Rd & I-75 SB Ramp Lanes, Volumes, Timings 3: Pine Ridge Rd & I-75 SB Ramp 02/05/2018 2021 Future Synchro 9 Report PM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 2363 441 122 1302 00005050609 Future Volume (vph) 0 2363 441 122 1302 00005050609 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 300 250 0 0 0 0 0 Storage Lanes 0 1 1 0 0 0 2 2 Taper Length (ft) 25 50 25 25 Lane Util. Factor 1.00 0.91 1.00 1.00 0.91 1.00 1.00 1.00 1.00 0.97 1.00 0.88 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 0 5036 1568 1770 5036 00003367 0 2787 Flt Permitted 0.047 0.950 Satd. Flow (perm) 0 5036 1568 88 5036 00003367 0 2787 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 317 127 Link Speed (mph) 45 30 30 30 Link Distance (ft) 1936 1011 693 790 Travel Time (s) 29.3 23.0 15.8 18.0 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles (%) 0% 3% 3% 2% 3% 0% 0% 0% 0% 4% 0% 2% Adj. Flow (vph) 0 2487 464 128 1371 00005320641 Shared Lane Traffic (%) Lane Group Flow (vph) 0 2487 464 128 1371 00005320641 Turn Type NA Perm pm+pt NA Perm Perm Protected Phases 1 2 3 1 2 3 Permitted Phases 1 2 1 2 3 4 5 4 5 Detector Phase 1 2 1 2 3 1 2 3 4 5 4 5 Switch Phase Minimum Initial (s) 4.0 Minimum Split (s) 10.8 Total Split (s) 23.0 Total Split (%) 14.4% Maximum Green (s) 16.2 Yellow Time (s) 4.8 All-Red Time (s) 2.0 Lost Time Adjust (s) -1.5 Total Lost Time (s) 5.3 Lead/Lag Lead Lead-Lag Optimize? Yes Vehicle Extension (s) 3.0 Recall Mode None Act Effct Green (s) 85.2 85.2 102.9 108.2 41.2 41.2 Actuated g/C Ratio 0.53 0.53 0.64 0.68 0.26 0.26 v/c Ratio 0.93 0.47 0.53 0.40 0.61 0.79 Control Delay 33.0 11.4 59.7 20.6 55.9 52.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 33.0 11.4 59.7 20.6 55.9 52.0 LOS C B E C E D Approach Delay 29.6 24.0 53.7 Lanes, Volumes, Timings 3: Pine Ridge Rd & I-75 SB Ramp 02/05/2018 2021 Future Synchro 9 Report PM Peak-Hour Lane Group Ø1 Ø2 Ø4 Ø5 Lane Configurations Traffic Volume (vph) Future Volume (vph) Ideal Flow (vphpl) Storage Length (ft) Storage Lanes Taper Length (ft) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Right Turn on Red Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor Heavy Vehicles (%) Adj. Flow (vph) Shared Lane Traffic (%) Lane Group Flow (vph) Turn Type Protected Phases 1245 Permitted Phases Detector Phase Switch Phase Minimum Initial (s) 7.0 20.0 7.0 4.0 Minimum Split (s) 13.8 26.8 13.8 11.5 Total Split (s) 60.0 30.0 20.0 27.0 Total Split (%) 38% 19% 13% 17% Maximum Green (s) 53.2 23.2 13.2 19.5 Yellow Time (s) 4.8 4.8 4.8 5.5 All-Red Time (s) 2.0 2.0 2.0 2.0 Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 Recall Mode None C-Min None None Act Effct Green (s) Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Lanes, Volumes, Timings 3: Pine Ridge Rd & I-75 SB Ramp 02/05/2018 2021 Future Synchro 9 Report PM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Approach LOS C C D Queue Length 50th (ft) 470 98 80 346 254 292 Queue Length 95th (ft) m579 m173 m118 399 318 377 Internal Link Dist (ft) 1856 931 613 710 Turn Bay Length (ft) 300 250 Base Capacity (vph) 2681 983 242 3405 877 820 Starvation Cap Reductn 0000 0 0 Spillback Cap Reductn 0000 0 0 Storage Cap Reductn 0000 0 0 Reduced v/c Ratio 0.93 0.47 0.53 0.40 0.61 0.78 Intersection Summary Area Type: Other Cycle Length: 160 Actuated Cycle Length: 160 Offset: 78 (49%), Referenced to phase 2:EBWB, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.93 Intersection Signal Delay: 33.2 Intersection LOS: C Intersection Capacity Utilization 80.1% ICU Level of Service D Analysis Period (min) 15 m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 3: Pine Ridge Rd & I-75 SB Ramp Lanes, Volumes, Timings 4: I-75 NB Ramp & Pine Ridge Rd 02/05/2018 2021 Future Synchro 9 Report AM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 375 844 0 0 1993 517 393 0 122 0 0 0 Future Volume (vph) 375 844 0 0 1993 517 393 0 122 0 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 460 0 0 0 630 365 0 0 Storage Lanes 2 0 0 0 1 1 0 0 Taper Length (ft) 100 25 50 25 Lane Util. Factor 0.97 0.91 1.00 1.00 0.91 0.91 0.97 1.00 1.00 1.00 1.00 1.00 Frt 0.969 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 3183 4803 0 0 4787 0 3335 0 1615 0 0 0 Flt Permitted 0.950 0.950 Satd. Flow (perm) 3183 4803 0 0 4787 0 3335 0 1615 0 0 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 67 165 Link Speed (mph) 30 30 30 30 Link Distance (ft) 1011 1267 734 778 Travel Time (s) 23.0 28.8 16.7 17.7 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Heavy Vehicles (%) 10% 8% 0% 0% 5% 5% 5% 0% 0% 0% 0% 0% Adj. Flow (vph) 399 898 0 0 2120 550 418 0 130 0 0 0 Shared Lane Traffic (%) Lane Group Flow (vph) 399 898 0 0 2670 0 418 0 130 0 0 0 Turn Type Prot NA NA Perm Perm Protected Phases 1 1 2 3 4 2 3 4 Permitted Phases 5 5 Detector Phase 1 1 2 3 4 2 3 4 5 5 Switch Phase Minimum Initial (s) 7.0 4.0 4.0 Minimum Split (s) 13.8 11.5 11.5 Total Split (s) 37.0 27.0 27.0 Total Split (%) 23.1% 16.9% 16.9% Maximum Green (s) 30.2 19.5 19.5 Yellow Time (s) 4.8 5.5 5.5 All-Red Time (s) 2.0 2.0 2.0 Lost Time Adjust (s) -1.5 -1.5 -1.5 Total Lost Time (s) 5.3 6.0 6.0 Lead/Lag Lead Lead-Lag Optimize? Yes Vehicle Extension (s) 3.0 3.0 3.0 Recall Mode None None None Act Effct Green (s) 31.7 127.7 90.7 21.0 21.0 Actuated g/C Ratio 0.20 0.80 0.57 0.13 0.13 v/c Ratio 0.63 0.23 0.97 0.96 0.37 Control Delay 76.7 4.6 28.3 101.4 6.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 76.7 4.6 28.3 101.4 6.1 LOS E A C F A Approach Delay 26.8 28.3 78.8 Lanes, Volumes, Timings 4: I-75 NB Ramp & Pine Ridge Rd 02/05/2018 2021 Future Synchro 9 Report AM Peak-Hour Lane Group Ø2 Ø3 Ø4 Lane Configurations Traffic Volume (vph) Future Volume (vph) Ideal Flow (vphpl) Storage Length (ft) Storage Lanes Taper Length (ft) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Right Turn on Red Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor Heavy Vehicles (%) Adj. Flow (vph) Shared Lane Traffic (%) Lane Group Flow (vph) Turn Type Protected Phases 2 3 4 Permitted Phases Detector Phase Switch Phase Minimum Initial (s) 20.0 4.0 7.0 Minimum Split (s) 26.8 10.8 13.8 Total Split (s) 43.0 32.0 21.0 Total Split (%) 27% 20% 13% Maximum Green (s) 36.2 25.2 14.2 Yellow Time (s) 4.8 4.8 4.8 All-Red Time (s) 2.0 2.0 2.0 Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 Recall Mode C-Min None None Act Effct Green (s) Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Lanes, Volumes, Timings 4: I-75 NB Ramp & Pine Ridge Rd 02/05/2018 2021 Future Synchro 9 Report AM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Approach LOS C C E Queue Length 50th (ft) 178 79 399 227 0 Queue Length 95th (ft) 236 91 m394 #336 30 Internal Link Dist (ft) 931 1187 654 698 Turn Bay Length (ft) 460 630 365 Base Capacity (vph) 630 3833 2742 437 355 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.63 0.23 0.97 0.96 0.37 Intersection Summary Area Type: Other Cycle Length: 160 Actuated Cycle Length: 160 Offset: 95 (59%), Referenced to phase 2:EBWB, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.99 Intersection Signal Delay: 34.0 Intersection LOS: C Intersection Capacity Utilization 85.8% ICU Level of Service E Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 4: I-75 NB Ramp & Pine Ridge Rd Lanes, Volumes, Timings 4: I-75 NB Ramp & Pine Ridge Rd 02/05/2018 2021 Future Synchro 9 Report PM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 665 2208 0 0 1108 393 309 0 146 0 0 0 Future Volume (vph) 665 2208 0 0 1108 393 309 0 146 0 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 460 0 0 0 630 365 0 0 Storage Lanes 2 0 0 0 1 1 0 0 Taper Length (ft) 100 25 50 25 Lane Util. Factor 0.97 0.91 1.00 1.00 0.91 0.91 0.97 1.00 1.00 1.00 1.00 1.00 Frt 0.961 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 3335 5036 0 0 4862 0 3433 0 1599 0 0 0 Flt Permitted 0.950 0.950 Satd. Flow (perm) 3335 5036 0 0 4862 0 3433 0 1599 0 0 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 69 165 Link Speed (mph) 30 30 30 30 Link Distance (ft) 1011 1267 734 778 Travel Time (s) 23.0 28.8 16.7 17.7 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Heavy Vehicles (%) 5% 3% 0% 0% 2% 4% 2% 0% 1% 0% 0% 0% Adj. Flow (vph) 686 2276 0 0 1142 405 319 0 151 0 0 0 Shared Lane Traffic (%) Lane Group Flow (vph) 686 2276 0 0 1547 0 319 0 151 0 0 0 Turn Type Prot NA NA Perm Perm Protected Phases 1 1 2 3 4 2 3 4 Permitted Phases 5 5 Detector Phase 1 1 2 3 4 2 3 4 5 5 Switch Phase Minimum Initial (s) 7.0 4.0 4.0 Minimum Split (s) 13.8 11.5 11.5 Total Split (s) 60.0 27.0 27.0 Total Split (%) 37.5% 16.9% 16.9% Maximum Green (s) 53.2 19.5 19.5 Yellow Time (s) 4.8 5.5 5.5 All-Red Time (s) 2.0 2.0 2.0 Lost Time Adjust (s) -1.5 -1.5 -1.5 Total Lost Time (s) 5.3 6.0 6.0 Lead/Lag Lead Lead-Lag Optimize? Yes Vehicle Extension (s) 3.0 3.0 3.0 Recall Mode None None None Act Effct Green (s) 55.2 128.2 67.7 20.5 20.5 Actuated g/C Ratio 0.34 0.80 0.42 0.13 0.13 v/c Ratio 0.60 0.56 0.74 0.73 0.43 Control Delay 50.4 3.1 41.8 77.4 10.4 Queue Delay 0.0 0.2 0.0 0.0 0.0 Total Delay 50.4 3.4 41.8 77.4 10.4 LOS D A D E B Approach Delay 14.3 41.8 55.8 Lanes, Volumes, Timings 4: I-75 NB Ramp & Pine Ridge Rd 02/05/2018 2021 Future Synchro 9 Report PM Peak-Hour Lane Group Ø2 Ø3 Ø4 Lane Configurations Traffic Volume (vph) Future Volume (vph) Ideal Flow (vphpl) Storage Length (ft) Storage Lanes Taper Length (ft) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Right Turn on Red Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor Heavy Vehicles (%) Adj. Flow (vph) Shared Lane Traffic (%) Lane Group Flow (vph) Turn Type Protected Phases 2 3 4 Permitted Phases Detector Phase Switch Phase Minimum Initial (s) 20.0 4.0 7.0 Minimum Split (s) 26.8 10.8 13.8 Total Split (s) 30.0 23.0 20.0 Total Split (%) 19% 14% 13% Maximum Green (s) 23.2 16.2 13.2 Yellow Time (s) 4.8 4.8 4.8 All-Red Time (s) 2.0 2.0 2.0 Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 Recall Mode C-Min None None Act Effct Green (s) Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Lanes, Volumes, Timings 4: I-75 NB Ramp & Pine Ridge Rd 02/05/2018 2021 Future Synchro 9 Report PM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Approach LOS B D E Queue Length 50th (ft) 262 151 284 167 0 Queue Length 95th (ft) m297 158 597 222 55 Internal Link Dist (ft) 931 1187 654 698 Turn Bay Length (ft) 460 630 365 Base Capacity (vph) 1151 4035 2097 450 353 Starvation Cap Reductn 0 848 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.60 0.71 0.74 0.71 0.43 Intersection Summary Area Type: Other Cycle Length: 160 Actuated Cycle Length: 160 Offset: 78 (49%), Referenced to phase 2:EBWB, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.93 Intersection Signal Delay: 26.8 Intersection LOS: C Intersection Capacity Utilization 80.1% ICU Level of Service D Analysis Period (min) 15 m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 4: I-75 NB Ramp & Pine Ridge Rd Lanes, Volumes, Timings 5: Napa Blvd & Pine Ridge Rd 02/05/2018 2021 Future Synchro 9 Report AM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 311 617 38 18 2067 202 22 10 9 32 8 420 Future Volume (vph) 311 617 38 18 2067 202 22 10 9 32 8 420 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 610 0 274 210 0 0 0 0 Storage Lanes 2 0 1 1 0 0 0 1 Taper Length (ft) 100 50 25 25 Lane Util. Factor 0.97 0.91 0.91 1.00 0.91 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.991 0.850 0.970 0.850 Flt Protected 0.950 0.950 0.974 0.962 Satd. Flow (prot) 3433 4618 0 1805 4893 1524 0 1739 0 0 1732 1568 Flt Permitted 0.950 0.950 0.840 0.762 Satd. Flow (perm) 3433 4618 0 1805 4893 1524 0 1500 0 0 1372 1568 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 14 163 7 119 Link Speed (mph) 30 30 30 30 Link Distance (ft) 1267 1091 605 459 Travel Time (s) 28.8 24.8 13.8 10.4 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Heavy Vehicles (%) 2% 12% 0% 0% 6% 6% 6% 0% 0% 7% 0% 3% Adj. Flow (vph) 334 663 41 19 2223 217 24 11 10 34 9 452 Shared Lane Traffic (%) Lane Group Flow (vph) 334 704 0 19 2223 217 0 45 0 0 43 452 Turn Type Prot NA Prot NA Perm Perm NA Perm NA Perm Protected Phases 1 6 5 2 4 8 Permitted Phases 2 4 8 8 Detector Phase 1 6 52244 888 Switch Phase Minimum Initial (s) 10.0 20.0 7.0 20.0 20.0 8.0 8.0 8.0 8.0 8.0 Minimum Split (s) 16.8 26.8 13.8 26.8 26.8 22.9 22.9 22.9 22.9 22.9 Total Split (s) 23.0 118.0 15.0 110.0 110.0 27.0 27.0 27.0 27.0 27.0 Total Split (%) 14.4% 73.8% 9.4% 68.8% 68.8% 16.9% 16.9% 16.9% 16.9% 16.9% Maximum Green (s) 16.2 111.2 8.2 103.2 103.2 20.1 20.1 20.1 20.1 20.1 Yellow Time (s) 4.8 4.8 4.8 4.8 4.8 4.4 4.4 4.4 4.4 4.4 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.5 2.5 2.5 2.5 2.5 Lost Time Adjust (s) -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 Total Lost Time (s) 5.3 5.3 5.3 5.3 5.3 5.4 5.4 5.4 Lead/Lag Lead Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None C-Min None C-Min C-Min None None None None None Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0000 000 Act Effct Green (s) 17.7 116.4 9.0 102.2 102.2 24.1 24.1 24.1 Actuated g/C Ratio 0.11 0.73 0.06 0.64 0.64 0.15 0.15 0.15 v/c Ratio 0.88 0.21 0.19 0.71 0.21 0.19 0.21 1.34 Control Delay 115.1 1.3 76.3 20.5 3.4 55.1 64.5 207.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Lanes, Volumes, Timings 5: Napa Blvd & Pine Ridge Rd 02/05/2018 2021 Future Synchro 9 Report AM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Total Delay 115.1 1.3 76.3 20.5 3.4 55.1 64.5 207.9 LOS F A E C A E E F Approach Delay 37.9 19.4 55.1 195.4 Approach LOS D B E F Queue Length 50th (ft) 162 8 19 511 19 36 41 ~528 Queue Length 95th (ft) #250 16 49 558 51 78 83 #756 Internal Link Dist (ft) 1187 1011 525 379 Turn Bay Length (ft) 610 274 210 Base Capacity (vph) 379 3364 109 3201 1053 231 206 337 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.88 0.21 0.17 0.69 0.21 0.19 0.21 1.34 Intersection Summary Area Type: Other Cycle Length: 160 Actuated Cycle Length: 160 Offset: 97 (61%), Referenced to phase 2:WBT and 6:EBT, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 1.34 Intersection Signal Delay: 46.1 Intersection LOS: D Intersection Capacity Utilization 86.0% ICU Level of Service E Analysis Period (min) 15 ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 5: Napa Blvd & Pine Ridge Rd Lanes, Volumes, Timings 5: Napa Blvd & Pine Ridge Rd 02/05/2018 2021 Future Synchro 9 Report PM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 359 1973 32 7 1018 102 39 10 15 103 13 441 Future Volume (vph) 359 1973 32 7 1018 102 39 10 15 103 13 441 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 610 0 274 210 0 0 0 0 Storage Lanes 2 0 1 1 0 0 0 1 Taper Length (ft) 100 50 25 25 Lane Util. Factor 0.97 0.91 0.91 1.00 0.91 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.998 0.850 0.968 0.850 Flt Protected 0.950 0.950 0.970 0.958 Satd. Flow (prot) 3467 5028 0 1805 4988 1599 0 1784 0 0 1773 1599 Flt Permitted 0.950 0.950 0.673 0.709 Satd. Flow (perm) 3467 5028 0 1805 4988 1599 0 1238 0 0 1312 1599 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 2 119 9 310 Link Speed (mph) 30 30 30 30 Link Distance (ft) 1267 1091 605 459 Travel Time (s) 28.8 24.8 13.8 10.4 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Heavy Vehicles (%) 1% 3% 0% 0% 4% 1% 0% 0% 0% 3% 0% 1% Adj. Flow (vph) 374 2055 33 7 1060 106 41 10 16 107 14 459 Shared Lane Traffic (%) Lane Group Flow (vph) 374 2088 0 7 1060 106 0 67 0 0 121 459 Turn Type Prot NA Prot NA Perm Perm NA Perm NA Perm Protected Phases 1 6 5 2 4 8 Permitted Phases 2 4 8 8 Detector Phase 1 6 52244 888 Switch Phase Minimum Initial (s) 10.0 20.0 7.0 20.0 20.0 8.0 8.0 8.0 8.0 8.0 Minimum Split (s) 16.8 26.8 13.8 26.8 26.8 22.9 22.9 22.9 22.9 22.9 Total Split (s) 38.0 96.0 24.0 82.0 82.0 40.0 40.0 40.0 40.0 40.0 Total Split (%) 23.8% 60.0% 15.0% 51.3% 51.3% 25.0% 25.0% 25.0% 25.0% 25.0% Maximum Green (s) 31.2 89.2 17.2 75.2 75.2 33.1 33.1 33.1 33.1 33.1 Yellow Time (s) 4.8 4.8 4.8 4.8 4.8 4.4 4.4 4.4 4.4 4.4 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.5 2.5 2.5 2.5 2.5 Lost Time Adjust (s) -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 Total Lost Time (s) 5.3 5.3 5.3 5.3 5.3 5.4 5.4 5.4 Lead/Lag Lead Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None C-Min None C-Min C-Min None None None None None Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0000 000 Act Effct Green (s) 24.0 121.0 8.6 94.6 94.6 25.4 25.4 25.4 Actuated g/C Ratio 0.15 0.76 0.05 0.59 0.59 0.16 0.16 0.16 v/c Ratio 0.72 0.55 0.07 0.36 0.11 0.33 0.58 0.89 Control Delay 81.6 8.0 73.6 18.9 2.6 53.1 71.9 40.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Lanes, Volumes, Timings 5: Napa Blvd & Pine Ridge Rd 02/05/2018 2021 Future Synchro 9 Report PM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Total Delay 81.6 8.0 73.6 18.9 2.6 53.1 71.9 40.7 LOS F A E B A D E D Approach Delay 19.2 17.8 53.1 47.2 Approach LOS B B D D Queue Length 50th (ft) 203 12 7 206 0 54 118 167 Queue Length 95th (ft) 228 864 26 291 25 100 180 304 Internal Link Dist (ft) 1187 1011 525 379 Turn Bay Length (ft) 610 274 210 Base Capacity (vph) 708 3802 210 2948 993 274 283 588 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.53 0.55 0.03 0.36 0.11 0.24 0.43 0.78 Intersection Summary Area Type: Other Cycle Length: 160 Actuated Cycle Length: 160 Offset: 116 (73%), Referenced to phase 2:WBT and 6:EBT, Start of Green Natural Cycle: 80 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.89 Intersection Signal Delay: 23.1 Intersection LOS: C Intersection Capacity Utilization 68.3% ICU Level of Service C Analysis Period (min) 15 Splits and Phases: 5: Napa Blvd & Pine Ridge Rd HCM 2010 TWSC 6: Livingston Rd & Marbella Lakes Dr 02/05/2018 2021 Future Synchro 9 Report AM Peak-Hour Intersection Int Delay, s/veh 1.4 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 36 88 1039 15 21 1586 Future Vol, veh/h 36 88 1039 15 21 1586 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 320 - 300 400 - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 94 94 94 94 94 94 Heavy Vehicles, % 8 0 4 20 0 4 Mvmt Flow 38 94 1105 16 22 1687 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 1825 553 0 0 1105 0 Stage 1 1105 ----- Stage 2 720 ----- Critical Hdwy 5.86 7.1 - - 5.3 - Critical Hdwy Stg 1 6.76 ----- Critical Hdwy Stg 2 6.16 ----- Follow-up Hdwy 3.88 3.9 - - 3.1 - Pot Cap-1 Maneuver 109 412 - - 354 - Stage 1 199 ----- Stage 2 389 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 102 412 - - 354 - Mov Cap-2 Maneuver 102 ----- Stage 1 199 ----- Stage 2 365 ----- Approach WB NB SB HCM Control Delay, s 29 0 0.2 HCM LOS D Minor Lane/Major Mvmt NBT NBRWBLn1WBLn2 SBL SBT Capacity (veh/h) - - 102 412 354 - HCM Lane V/C Ratio - - 0.375 0.227 0.063 - HCM Control Delay (s) - - 60.1 16.3 15.9 - HCM Lane LOS - - F C C - HCM 95th %tile Q(veh) - - 1.5 0.9 0.2 - HCM 2010 TWSC 6: Livingston Rd & Marbella Lakes Dr 02/05/2018 2021 Future Synchro 9 Report PM Peak-Hour Intersection Int Delay, s/veh 2.7 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 28 45 1512 37 64 1081 Future Vol, veh/h 28 45 1512 37 64 1081 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 320 - 300 400 - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 94 94 94 94 94 94 Heavy Vehicles, % 0 22004 Mvmt Flow 30 48 1609 39 68 1150 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 2205 804 0 0 1609 0 Stage 1 1609 ----- Stage 2 596 ----- Critical Hdwy 5.7 7.14 - - 5.3 - Critical Hdwy Stg 1 6.6 ----- Critical Hdwy Stg 2 6 ----- Follow-up Hdwy 3.8 3.92 - - 3.1 - Pot Cap-1 Maneuver 74 280 - - 201 - Stage 1 103 ----- Stage 2 473 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 49 280 - - 201 - Mov Cap-2 Maneuver 49 ----- Stage 1 103 ----- Stage 2 313 ----- Approach WB NB SB HCM Control Delay, s 72.9 0 1.8 HCM LOS F Minor Lane/Major Mvmt NBT NBRWBLn1WBLn2 SBL SBT Capacity (veh/h) - - 49 280 201 - HCM Lane V/C Ratio - - 0.608 0.171 0.339 - HCM Control Delay (s) - - 157.2 20.5 31.8 - HCM Lane LOS - - F C D - HCM 95th %tile Q(veh) - - 2.4 0.6 1.4 - Appendix H2 Synchro Worksheets: 2021 Signal Adjustment Condition Lanes, Volumes, Timings 1: Livingston Rd & Pine Ridge Rd 02/05/2018 2021 Future with Improvements Synchro 9 Report AM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 228 787 173 457 1908 297 407 689 215 343 903 385 Future Volume (vph) 228 787 173 457 1908 297 407 689 215 343 903 385 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 425 850 425 325 600 450 550 725 Storage Lanes 2 1 2 1 2 1 2 1 Taper Length (ft) 100 100 150 100 Lane Util. Factor 0.97 0.91 1.00 0.97 0.91 1.00 0.97 0.91 0.88 0.97 0.91 1.00 Frt 0.850 0.850 0.850 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 3335 4893 1583 3183 4940 1538 3367 4893 2707 3433 4988 1568 Flt Permitted 0.950 0.950 0.950 0.950 Satd. Flow (perm) 3335 4893 1583 3183 4940 1538 3367 4893 2707 3433 4988 1568 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 199 265 222 220 Link Speed (mph) 45 45 45 45 Link Distance (ft) 1277 2612 1188 1358 Travel Time (s) 19.3 39.6 18.0 20.6 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Heavy Vehicles (%) 5% 6% 2% 10% 5% 5% 4% 6% 5% 2% 4% 3% Adj. Flow (vph) 235 811 178 471 1967 306 420 710 222 354 931 397 Shared Lane Traffic (%) Lane Group Flow (vph) 235 811 178 471 1967 306 420 710 222 354 931 397 Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 1 6 5 2 7 4 3 8 Permitted Phases 6248 Detector Phase 166522744388 Switch Phase Minimum Initial (s) 7.0 20.0 20.0 7.0 20.0 20.0 7.0 10.0 10.0 7.0 10.0 10.0 Minimum Split (s) 14.1 29.8 29.8 14.1 29.5 29.5 16.5 23.2 23.2 16.9 23.2 23.2 Total Split (s) 17.0 47.1 47.1 34.9 65.0 65.0 25.0 31.8 31.8 26.2 33.0 33.0 Total Split (%) 12.1% 33.6% 33.6% 24.9% 46.4% 46.4% 17.9% 22.7% 22.7% 18.7% 23.6% 23.6% Maximum Green (s) 9.9 37.3 37.3 27.8 57.8 57.8 17.8 24.6 24.6 16.3 25.8 25.8 Yellow Time (s) 4.8 4.8 4.8 4.8 4.8 4.8 4.8 4.8 4.8 4.8 4.8 4.8 All-Red Time (s) 2.3 5.0 5.0 2.3 2.4 2.4 2.4 2.4 2.4 5.1 2.4 2.4 Lost Time Adjust (s) -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 Total Lost Time (s) 5.6 8.3 8.3 5.6 5.7 5.7 5.7 5.7 5.7 8.4 5.7 5.7 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None C-Min C-Min None C-Min C-Min None None None None None None Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0 Act Effct Green (s) 11.4 41.7 41.7 26.4 59.3 59.3 19.3 26.3 26.3 17.6 27.3 27.3 Actuated g/C Ratio 0.08 0.30 0.30 0.19 0.42 0.42 0.14 0.19 0.19 0.13 0.20 0.20 v/c Ratio 0.87 0.56 0.29 0.79 0.94 0.38 0.91 0.77 0.32 0.82 0.96 0.82 Control Delay 92.4 43.6 4.7 56.6 30.6 4.7 83.1 60.5 7.1 75.9 75.9 38.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Lanes, Volumes, Timings 1: Livingston Rd & Pine Ridge Rd 02/05/2018 2021 Future with Improvements Synchro 9 Report AM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Total Delay 92.4 43.6 4.7 56.6 30.6 4.7 83.1 60.5 7.1 75.9 75.9 38.7 LOS FDAECAFEAEED Approach Delay 47.3 32.2 58.8 67.1 Approach LOS D C E E Queue Length 50th (ft) 110 230 0 198 639 56 197 228 0 163 310 164 Queue Length 95th (ft) #186 283 42 m204 m#690 m54 #292 278 39 #235 #401 #330 Internal Link Dist (ft) 1197 2532 1108 1278 Turn Bay Length (ft) 425 850 425 325 600 450 550 725 Base Capacity (vph) 271 1457 611 666 2092 804 464 920 689 436 972 482 Starvation Cap Reductn 000000000000 Spillback Cap Reductn 000000000000 Storage Cap Reductn 000000000000 Reduced v/c Ratio 0.87 0.56 0.29 0.71 0.94 0.38 0.91 0.77 0.32 0.81 0.96 0.82 Intersection Summary Area Type: Other Cycle Length: 140 Actuated Cycle Length: 140 Offset: 73 (52%), Referenced to phase 2:WBT and 6:EBT, Start of Green Natural Cycle: 115 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.96 Intersection Signal Delay: 48.3 Intersection LOS: D Intersection Capacity Utilization 91.3% ICU Level of Service F Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 1: Livingston Rd & Pine Ridge Rd Lanes, Volumes, Timings 1: Livingston Rd & Pine Ridge Rd 02/05/2018 2021 Future with Improvements Synchro 9 Report PM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 247 1807 393 231 1385 362 294 906 542 360 703 273 Future Volume (vph) 247 1807 393 231 1385 362 294 906 542 360 703 273 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 425 850 425 325 600 450 550 725 Storage Lanes 2 1 2 1 2 1 2 1 Taper Length (ft) 100 100 150 100 Lane Util. Factor 0.97 0.91 1.00 0.97 0.91 1.00 0.97 0.91 0.88 0.97 0.91 1.00 Frt 0.850 0.850 0.850 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 3467 5036 1599 3367 5036 1583 3433 5036 2733 3400 4988 1599 Flt Permitted 0.950 0.950 0.950 0.950 Satd. Flow (perm) 3467 5036 1599 3367 5036 1583 3433 5036 2733 3400 4988 1599 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 319 322 264 164 Link Speed (mph) 45 45 45 45 Link Distance (ft) 1277 2612 1188 1358 Travel Time (s) 19.3 39.6 18.0 20.6 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Heavy Vehicles (%) 1% 3% 1% 4% 3% 2% 2% 3% 4% 3% 4% 1% Adj. Flow (vph) 255 1863 405 238 1428 373 303 934 559 371 725 281 Shared Lane Traffic (%) Lane Group Flow (vph) 255 1863 405 238 1428 373 303 934 559 371 725 281 Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 1 6 5 2 7 4 3 8 Permitted Phases 6248 Detector Phase 166522744388 Switch Phase Minimum Initial (s) 7.0 20.0 20.0 7.0 20.0 20.0 7.0 10.0 10.0 7.0 10.0 10.0 Minimum Split (s) 14.1 29.8 29.8 14.1 29.5 29.5 16.5 23.2 23.2 16.9 23.2 23.2 Total Split (s) 22.2 65.0 65.0 17.0 59.8 59.8 21.3 33.0 33.0 25.0 36.7 36.7 Total Split (%) 15.9% 46.4% 46.4% 12.1% 42.7% 42.7% 15.2% 23.6% 23.6% 17.9% 26.2% 26.2% Maximum Green (s) 15.1 55.2 55.2 9.9 52.6 52.6 14.1 25.8 25.8 15.1 29.5 29.5 Yellow Time (s) 4.8 4.8 4.8 4.8 4.8 4.8 4.8 4.8 4.8 4.8 4.8 4.8 All-Red Time (s) 2.3 5.0 5.0 2.3 2.4 2.4 2.4 2.4 2.4 5.1 2.4 2.4 Lost Time Adjust (s) -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 Total Lost Time (s) 5.6 8.3 8.3 5.6 5.7 5.7 5.7 5.7 5.7 8.4 5.7 5.7 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None C-Min C-Min None C-Min C-Min None None None None None None Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0 Act Effct Green (s) 15.6 56.7 56.7 11.4 55.1 55.1 15.5 27.3 27.3 16.6 31.1 31.1 Actuated g/C Ratio 0.11 0.40 0.40 0.08 0.39 0.39 0.11 0.20 0.20 0.12 0.22 0.22 v/c Ratio 0.66 0.91 0.48 0.87 0.72 0.46 0.80 0.95 0.75 0.92 0.65 0.58 Control Delay 68.3 47.3 8.6 88.7 18.3 7.4 77.0 74.6 34.6 89.5 52.8 25.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Lanes, Volumes, Timings 1: Livingston Rd & Pine Ridge Rd 02/05/2018 2021 Future with Improvements Synchro 9 Report PM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Total Delay 68.3 47.3 8.6 88.7 18.3 7.4 77.0 74.6 34.6 89.5 52.8 25.1 LOS EDAFBAEECFDC Approach Delay 43.3 24.5 62.5 57.0 Approach LOS D C E E Queue Length 50th (ft) 115 581 49 101 314 92 140 311 148 175 222 93 Queue Length 95th (ft) 162 653 137 m#174 426 m157 #206 #400 225 #270 270 193 Internal Link Dist (ft) 1197 2532 1108 1278 Turn Bay Length (ft) 425 850 425 325 600 450 550 725 Base Capacity (vph) 411 2039 837 274 1982 818 382 982 745 403 1109 482 Starvation Cap Reductn 000000000000 Spillback Cap Reductn 000000000000 Storage Cap Reductn 000000000000 Reduced v/c Ratio 0.62 0.91 0.48 0.87 0.72 0.46 0.79 0.95 0.75 0.92 0.65 0.58 Intersection Summary Area Type: Other Cycle Length: 140 Actuated Cycle Length: 140 Offset: 4 (3%), Referenced to phase 2:WBT and 6:EBT, Start of Green Natural Cycle: 115 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.95 Intersection Signal Delay: 45.2 Intersection LOS: D Intersection Capacity Utilization 92.6% ICU Level of Service F Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 1: Livingston Rd & Pine Ridge Rd Lanes, Volumes, Timings 2: Whippoorwill Ln & Pine Ridge Rd 02/05/2018 2021 Future with Improvements Synchro 9 Report AM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 90 1056 211 263 2525 153 400 35 159 56 7 124 Future Volume (vph) 90 1056 211 263 2525 153 400 35 159 56 7 124 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 525 300 500 175 375 0 0 125 Storage Lanes 1 1 1 1 2 0 1 1 Taper Length (ft) 50 50 50 25 Lane Util. Factor 1.00 0.91 1.00 1.00 0.91 1.00 0.97 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 0.877 0.858 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1719 4848 1568 1787 4893 1468 3433 1666 0 1641 1529 0 Flt Permitted 0.056 0.187 0.950 0.950 Satd. Flow (perm) 101 4848 1568 352 4893 1468 3433 1666 0 1641 1529 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 218 134 141 93 Link Speed (mph) 45 45 30 30 Link Distance (ft) 2612 1936 722 316 Travel Time (s) 39.6 29.3 16.4 7.2 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Heavy Vehicles (%) 5% 7% 3% 1% 6% 10% 2% 0% 0% 10% 0% 7% Adj. Flow (vph) 93 1089 218 271 2603 158 412 36 164 58 7 128 Shared Lane Traffic (%) Lane Group Flow (vph) 93 1089 218 271 2603 158 412 200 0 58 135 0 Turn Type pm+pt NA Perm pm+pt NA Perm Prot NA Prot NA Protected Phases 1 6 5 2 7 4 3 8 Permitted Phases 6 6 2 2 Detector Phase 16652274 38 Switch Phase Minimum Initial (s) 7.0 20.0 20.0 7.0 20.0 20.0 5.0 8.0 5.0 8.0 Minimum Split (s) 13.8 26.8 26.8 13.8 26.8 26.8 11.7 22.7 11.7 22.7 Total Split (s) 13.8 67.0 67.0 27.6 80.8 80.8 22.7 28.8 16.6 22.7 Total Split (%) 9.9% 47.9% 47.9% 19.7% 57.7% 57.7% 16.2% 20.6% 11.9% 16.2% Maximum Green (s) 7.0 60.2 60.2 20.8 74.0 74.0 16.0 22.1 9.9 16.0 Yellow Time (s) 4.8 4.8 4.8 4.8 4.8 4.8 4.4 4.4 4.4 4.4 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.3 2.3 2.3 2.3 Lost Time Adjust (s) -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 Total Lost Time (s) 5.3 5.3 5.3 5.3 5.3 5.3 5.2 5.2 5.2 5.2 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lead Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None C-Min C-Min None C-Min C-Min None None None None Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 Act Effct Green (s) 82.9 73.3 73.3 93.8 79.6 79.6 17.5 22.0 10.4 12.3 Actuated g/C Ratio 0.59 0.52 0.52 0.67 0.57 0.57 0.12 0.16 0.07 0.09 v/c Ratio 0.55 0.43 0.24 0.68 0.94 0.18 0.96 0.53 0.48 0.62 Control Delay 56.8 11.9 4.8 21.0 27.5 4.1 95.0 23.0 75.2 33.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Lanes, Volumes, Timings 2: Whippoorwill Ln & Pine Ridge Rd 02/05/2018 2021 Future with Improvements Synchro 9 Report AM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Total Delay 56.8 11.9 4.8 21.0 27.5 4.1 95.0 23.0 75.2 33.9 LOS E B A C C A F C E C Approach Delay 13.8 25.7 71.5 46.3 Approach LOS B C E D Queue Length 50th (ft) 31 236 42 107 505 11 195 50 51 37 Queue Length 95th (ft) m81 291 m128 m176 #962 m26 #300 127 100 104 Internal Link Dist (ft) 2532 1856 642 236 Turn Bay Length (ft) 525 300 500 175 375 Base Capacity (vph) 170 2537 924 466 2783 892 429 417 133 272 Starvation Cap Reductn 00000000 00 Spillback Cap Reductn 00000000 00 Storage Cap Reductn 00000000 00 Reduced v/c Ratio 0.55 0.43 0.24 0.58 0.94 0.18 0.96 0.48 0.44 0.50 Intersection Summary Area Type: Other Cycle Length: 140 Actuated Cycle Length: 140 Offset: 137 (98%), Referenced to phase 2:WBTL and 6:EBTL, Start of Green Natural Cycle: 140 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.96 Intersection Signal Delay: 28.7 Intersection LOS: C Intersection Capacity Utilization 91.6% ICU Level of Service F Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 2: Whippoorwill Ln & Pine Ridge Rd Lanes, Volumes, Timings 2: Whippoorwill Ln & Pine Ridge Rd 02/05/2018 2021 Future with Improvements Synchro 9 Report PM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 225 2406 344 164 1614 133 334 20 240 175 10 110 Future Volume (vph) 225 2406 344 164 1614 133 334 20 240 175 10 110 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 525 300 500 175 375 0 0 125 Storage Lanes 1 1 1 1 2 0 1 1 Taper Length (ft) 50 50 50 25 Lane Util. Factor 1.00 0.91 1.00 1.00 0.91 1.00 0.97 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 0.862 0.862 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1736 5036 1599 1770 5036 1553 3467 1608 0 1687 1594 0 Flt Permitted 0.063 0.060 0.950 0.950 Satd. Flow (perm) 115 5036 1599 112 5036 1553 3467 1608 0 1687 1594 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 275 187 138 115 Link Speed (mph) 45 45 30 30 Link Distance (ft) 2612 1936 722 316 Travel Time (s) 39.6 29.3 16.4 7.2 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Heavy Vehicles (%) 4% 3% 1% 2% 3% 4% 1% 0% 2% 7% 0% 3% Adj. Flow (vph) 234 2506 358 171 1681 139 348 21 250 182 10 115 Shared Lane Traffic (%) Lane Group Flow (vph) 234 2506 358 171 1681 139 348 271 0 182 125 0 Turn Type pm+pt NA Perm pm+pt NA Perm Prot NA Prot NA Protected Phases 1 6 5 2 7 4 3 8 Permitted Phases 6 6 2 2 Detector Phase 16652274 38 Switch Phase Minimum Initial (s) 7.0 20.0 20.0 7.0 20.0 20.0 5.0 8.0 5.0 8.0 Minimum Split (s) 13.8 26.8 26.8 13.8 26.8 26.8 11.7 22.7 11.7 22.7 Total Split (s) 26.4 79.0 79.0 16.0 68.6 68.6 21.0 23.0 22.0 24.0 Total Split (%) 18.9% 56.4% 56.4% 11.4% 49.0% 49.0% 15.0% 16.4% 15.7% 17.1% Maximum Green (s) 19.6 72.2 72.2 9.2 61.8 61.8 14.3 16.3 15.3 17.3 Yellow Time (s) 4.8 4.8 4.8 4.8 4.8 4.8 4.4 4.4 4.4 4.4 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.3 2.3 2.3 2.3 Lost Time Adjust (s) -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 Total Lost Time (s) 5.3 5.3 5.3 5.3 5.3 5.3 5.2 5.2 5.2 5.2 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lead Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None C-Min C-Min None C-Min C-Min None None None None Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 Act Effct Green (s) 90.6 74.8 74.8 78.2 67.0 67.0 15.8 16.2 16.8 17.2 Actuated g/C Ratio 0.65 0.53 0.53 0.56 0.48 0.48 0.11 0.12 0.12 0.12 v/c Ratio 0.80 0.93 0.36 0.88 0.70 0.17 0.89 0.88 0.90 0.42 Control Delay 49.0 31.3 4.0 84.7 11.1 1.2 85.9 57.9 102.3 16.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Lanes, Volumes, Timings 2: Whippoorwill Ln & Pine Ridge Rd 02/05/2018 2021 Future with Improvements Synchro 9 Report PM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Total Delay 49.0 31.3 4.0 84.7 11.1 1.2 85.9 57.9 102.3 16.1 LOS DCAFBAFE FB Approach Delay 29.5 16.8 73.6 67.2 Approach LOS C B E E Queue Length 50th (ft) 123 830 65 105 214 4 163 122 166 8 Queue Length 95th (ft) m169 888 m75 m#217 304 m8 #251 #271 #311 69 Internal Link Dist (ft) 2532 1856 642 236 Turn Bay Length (ft) 525 300 500 175 375 Base Capacity (vph) 318 2692 982 194 2410 840 391 324 202 313 Starvation Cap Reductn 00000000 00 Spillback Cap Reductn 00000000 00 Storage Cap Reductn 00000000 00 Reduced v/c Ratio 0.74 0.93 0.36 0.88 0.70 0.17 0.89 0.84 0.90 0.40 Intersection Summary Area Type: Other Cycle Length: 140 Actuated Cycle Length: 140 Offset: 74 (53%), Referenced to phase 2:WBTL and 6:EBTL, Start of Green Natural Cycle: 120 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.93 Intersection Signal Delay: 31.7 Intersection LOS: C Intersection Capacity Utilization 98.7% ICU Level of Service F Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 2: Whippoorwill Ln & Pine Ridge Rd Lanes, Volumes, Timings 3: Pine Ridge Rd & I-75 SB Ramp 02/05/2018 2021 Future with Improvements Synchro 9 Report AM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 920 335 205 2193 00002970748 Future Volume (vph) 0 920 335 205 2193 00002970748 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 300 250 0 0 0 0 0 Storage Lanes 0 1 1 0 0 0 2 2 Taper Length (ft) 25 50 25 25 Lane Util. Factor 1.00 0.91 1.00 1.00 0.91 1.00 1.00 1.00 1.00 0.97 1.00 0.88 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 0 4848 1568 1736 4940 00003155 0 2656 Flt Permitted 0.240 0.950 Satd. Flow (perm) 0 4848 1568 438 4940 00003155 0 2656 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 353 136 Link Speed (mph) 45 30 30 30 Link Distance (ft) 1936 1011 693 790 Travel Time (s) 29.3 23.0 15.8 18.0 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles (%) 0% 7% 3% 4% 5% 0% 0% 0% 0% 11% 0% 7% Adj. Flow (vph) 0 968 353 216 2308 00003130787 Shared Lane Traffic (%) Lane Group Flow (vph) 0 968 353 216 2308 00003130787 Turn Type NA Perm pm+pt NA Perm Perm Protected Phases 1 2 3 1 2 3 Permitted Phases 1 2 1 2 3 4 5 4 5 Detector Phase 1 2 1 2 3 1 2 3 4 5 4 5 Switch Phase Minimum Initial (s) 4.0 Minimum Split (s) 10.8 Total Split (s) 14.0 Total Split (%) 10.0% Maximum Green (s) 7.2 Yellow Time (s) 4.8 All-Red Time (s) 2.0 Lost Time Adjust (s) -1.5 Total Lost Time (s) 5.3 Lead/Lag Lead Lead-Lag Optimize? Vehicle Extension (s) 3.0 Recall Mode None Act Effct Green (s) 72.7 72.7 81.4 86.7 42.7 42.7 Actuated g/C Ratio 0.52 0.52 0.58 0.62 0.30 0.30 v/c Ratio 0.38 0.36 0.64 0.75 0.33 0.87 Control Delay 7.5 1.0 31.2 24.9 38.7 49.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 7.5 1.0 31.2 24.9 38.7 49.4 LOS A A C C D D Approach Delay 5.7 25.4 46.3 Lanes, Volumes, Timings 3: Pine Ridge Rd & I-75 SB Ramp 02/05/2018 2021 Future with Improvements Synchro 9 Report AM Peak-Hour Lane Group Ø1 Ø2 Ø4 Ø5 Lane Configurations Traffic Volume (vph) Future Volume (vph) Ideal Flow (vphpl) Storage Length (ft) Storage Lanes Taper Length (ft) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Right Turn on Red Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor Heavy Vehicles (%) Adj. Flow (vph) Shared Lane Traffic (%) Lane Group Flow (vph) Turn Type Protected Phases 1245 Permitted Phases Detector Phase Switch Phase Minimum Initial (s) 7.0 20.0 7.0 4.0 Minimum Split (s) 13.8 26.8 13.8 11.5 Total Split (s) 26.0 52.0 23.0 25.0 Total Split (%) 19% 37% 16% 18% Maximum Green (s) 19.2 45.2 16.2 17.5 Yellow Time (s) 4.8 4.8 4.8 5.5 All-Red Time (s) 2.0 2.0 2.0 2.0 Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lead Lag Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 Recall Mode None C-Min None None Act Effct Green (s) Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Lanes, Volumes, Timings 3: Pine Ridge Rd & I-75 SB Ramp 02/05/2018 2021 Future with Improvements Synchro 9 Report AM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Approach LOS A C D Queue Length 50th (ft) 53 1 97 487 113 328 Queue Length 95th (ft) 90 0 m115 543 156 #448 Internal Link Dist (ft) 1856 931 613 710 Turn Bay Length (ft) 300 250 Base Capacity (vph) 2517 983 335 3059 962 904 Starvation Cap Reductn 0000 0 0 Spillback Cap Reductn 0000 0 0 Storage Cap Reductn 0000 0 0 Reduced v/c Ratio 0.38 0.36 0.64 0.75 0.33 0.87 Intersection Summary Area Type: Other Cycle Length: 140 Actuated Cycle Length: 140 Offset: 17 (12%), Referenced to phase 2:EBWB, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.92 Intersection Signal Delay: 24.8 Intersection LOS: C Intersection Capacity Utilization 85.8% ICU Level of Service E Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 3: Pine Ridge Rd & I-75 SB Ramp Lanes, Volumes, Timings 3: Pine Ridge Rd & I-75 SB Ramp 02/05/2018 2021 Future with Improvements Synchro 9 Report PM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 2363 441 122 1302 00005050609 Future Volume (vph) 0 2363 441 122 1302 00005050609 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 300 250 0 0 0 0 0 Storage Lanes 0 1 1 0 0 0 2 2 Taper Length (ft) 25 50 25 25 Lane Util. Factor 1.00 0.91 1.00 1.00 0.91 1.00 1.00 1.00 1.00 0.97 1.00 0.88 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 0 5036 1568 1770 5036 00003367 0 2787 Flt Permitted 0.047 0.950 Satd. Flow (perm) 0 5036 1568 88 5036 00003367 0 2787 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 439 140 Link Speed (mph) 45 30 30 30 Link Distance (ft) 1936 1011 693 790 Travel Time (s) 29.3 23.0 15.8 18.0 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles (%) 0% 3% 3% 2% 3% 0% 0% 0% 0% 4% 0% 2% Adj. Flow (vph) 0 2487 464 128 1371 00005320641 Shared Lane Traffic (%) Lane Group Flow (vph) 0 2487 464 128 1371 00005320641 Turn Type NA Perm pm+pt NA Perm Perm Protected Phases 1 2 3 1 2 3 Permitted Phases 1 2 1 2 3 4 5 4 5 Detector Phase 1 2 1 2 3 1 2 3 4 5 4 5 Switch Phase Minimum Initial (s) 4.0 Minimum Split (s) 10.8 Total Split (s) 12.0 Total Split (%) 8.6% Maximum Green (s) 5.2 Yellow Time (s) 4.8 All-Red Time (s) 2.0 Lost Time Adjust (s) -1.5 Total Lost Time (s) 5.3 Lead/Lag Lead Lead-Lag Optimize? Vehicle Extension (s) 3.0 Recall Mode None Act Effct Green (s) 85.7 85.7 92.4 97.7 31.7 31.7 Actuated g/C Ratio 0.61 0.61 0.66 0.70 0.23 0.23 v/c Ratio 0.81 0.41 0.93 0.39 0.70 0.87 Control Delay 5.5 0.4 96.8 18.7 55.4 53.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 5.5 0.4 96.8 18.7 55.4 53.8 LOS A A F B E D Approach Delay 4.7 25.4 54.5 Lanes, Volumes, Timings 3: Pine Ridge Rd & I-75 SB Ramp 02/05/2018 2021 Future with Improvements Synchro 9 Report PM Peak-Hour Lane Group Ø1 Ø2 Ø4 Ø5 Lane Configurations Traffic Volume (vph) Future Volume (vph) Ideal Flow (vphpl) Storage Length (ft) Storage Lanes Taper Length (ft) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Right Turn on Red Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor Heavy Vehicles (%) Adj. Flow (vph) Shared Lane Traffic (%) Lane Group Flow (vph) Turn Type Protected Phases 1245 Permitted Phases Detector Phase Switch Phase Minimum Initial (s) 7.0 20.0 7.0 4.0 Minimum Split (s) 13.8 26.8 13.8 11.5 Total Split (s) 58.0 33.0 16.8 20.2 Total Split (%) 41% 24% 12% 14% Maximum Green (s) 51.2 26.2 10.0 12.7 Yellow Time (s) 4.8 4.8 4.8 5.5 All-Red Time (s) 2.0 2.0 2.0 2.0 Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lead Lag Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 Recall Mode None C-Min None None Act Effct Green (s) Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Lanes, Volumes, Timings 3: Pine Ridge Rd & I-75 SB Ramp 02/05/2018 2021 Future with Improvements Synchro 9 Report PM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Approach LOS A C D Queue Length 50th (ft) 108 0 75 334 231 258 Queue Length 95th (ft) 118 m0 m#126 m391 296 #367 Internal Link Dist (ft) 1856 931 613 710 Turn Bay Length (ft) 300 250 Base Capacity (vph) 3082 1130 138 3514 762 739 Starvation Cap Reductn 0000 0 0 Spillback Cap Reductn 0000 0 0 Storage Cap Reductn 0000 0 0 Reduced v/c Ratio 0.81 0.41 0.93 0.39 0.70 0.87 Intersection Summary Area Type: Other Cycle Length: 140 Actuated Cycle Length: 140 Offset: 0 (0%), Referenced to phase 2:EBWB, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.93 Intersection Signal Delay: 20.6 Intersection LOS: C Intersection Capacity Utilization 80.1% ICU Level of Service D Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 3: Pine Ridge Rd & I-75 SB Ramp Lanes, Volumes, Timings 4: I-75 NB Ramp & Pine Ridge Rd 02/05/2018 2021 Future with Improvements Synchro 9 Report AM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 375 844 0 0 1993 517 393 0 122 0 0 0 Future Volume (vph) 375 844 0 0 1993 517 393 0 122 0 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 460 0 0 0 630 365 0 0 Storage Lanes 2 0 0 0 1 1 0 0 Taper Length (ft) 100 25 50 25 Lane Util. Factor 0.97 0.91 1.00 1.00 0.91 0.91 0.97 1.00 1.00 1.00 1.00 1.00 Frt 0.969 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 3183 4803 0 0 4787 0 3335 0 1615 0 0 0 Flt Permitted 0.950 0.950 Satd. Flow (perm) 3183 4803 0 0 4787 0 3335 0 1615 0 0 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 82 189 Link Speed (mph) 30 30 30 30 Link Distance (ft) 1011 1267 734 778 Travel Time (s) 23.0 28.8 16.7 17.7 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Heavy Vehicles (%) 10% 8% 0% 0% 5% 5% 5% 0% 0% 0% 0% 0% Adj. Flow (vph) 399 898 0 0 2120 550 418 0 130 0 0 0 Shared Lane Traffic (%) Lane Group Flow (vph) 399 898 0 0 2670 0 418 0 130 0 0 0 Turn Type Prot NA NA Perm Perm Protected Phases 1 1 2 3 4 2 3 4 Permitted Phases 5 5 Detector Phase 1 1 2 3 4 2 3 4 5 5 Switch Phase Minimum Initial (s) 7.0 4.0 4.0 Minimum Split (s) 13.8 11.5 11.5 Total Split (s) 26.0 25.0 25.0 Total Split (%) 18.6% 17.9% 17.9% Maximum Green (s) 19.2 17.5 17.5 Yellow Time (s) 4.8 5.5 5.5 All-Red Time (s) 2.0 2.0 2.0 Lost Time Adjust (s) -1.5 -1.5 -1.5 Total Lost Time (s) 5.3 6.0 6.0 Lead/Lag Lead Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 Recall Mode None None None Act Effct Green (s) 20.7 109.7 83.7 19.0 19.0 Actuated g/C Ratio 0.15 0.78 0.60 0.14 0.14 v/c Ratio 0.85 0.24 0.92 0.92 0.34 Control Delay 89.3 4.6 10.6 86.7 3.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 89.3 4.6 10.6 86.7 3.6 LOS F A B F A Approach Delay 30.7 10.6 67.0 Lanes, Volumes, Timings 4: I-75 NB Ramp & Pine Ridge Rd 02/05/2018 2021 Future with Improvements Synchro 9 Report AM Peak-Hour Lane Group Ø2 Ø3 Ø4 Lane Configurations Traffic Volume (vph) Future Volume (vph) Ideal Flow (vphpl) Storage Length (ft) Storage Lanes Taper Length (ft) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Right Turn on Red Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor Heavy Vehicles (%) Adj. Flow (vph) Shared Lane Traffic (%) Lane Group Flow (vph) Turn Type Protected Phases 2 3 4 Permitted Phases Detector Phase Switch Phase Minimum Initial (s) 20.0 4.0 7.0 Minimum Split (s) 26.8 10.8 13.8 Total Split (s) 52.0 14.0 23.0 Total Split (%) 37% 10% 16% Maximum Green (s) 45.2 7.2 16.2 Yellow Time (s) 4.8 4.8 4.8 All-Red Time (s) 2.0 2.0 2.0 Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lag Lead Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 Recall Mode C-Min None None Act Effct Green (s) Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Lanes, Volumes, Timings 4: I-75 NB Ramp & Pine Ridge Rd 02/05/2018 2021 Future with Improvements Synchro 9 Report AM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Approach LOS C B E Queue Length 50th (ft) 197 68 133 196 0 Queue Length 95th (ft) #273 79 m141 #295 11 Internal Link Dist (ft) 931 1187 654 698 Turn Bay Length (ft) 460 630 365 Base Capacity (vph) 470 3763 2894 452 382 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.85 0.24 0.92 0.92 0.34 Intersection Summary Area Type: Other Cycle Length: 140 Actuated Cycle Length: 140 Offset: 17 (12%), Referenced to phase 2:EBWB, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.92 Intersection Signal Delay: 23.2 Intersection LOS: C Intersection Capacity Utilization 85.8% ICU Level of Service E Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 4: I-75 NB Ramp & Pine Ridge Rd Lanes, Volumes, Timings 4: I-75 NB Ramp & Pine Ridge Rd 02/05/2018 2021 Future with Improvements Synchro 9 Report PM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 665 2208 0 0 1108 393 309 0 146 0 0 0 Future Volume (vph) 665 2208 0 0 1108 393 309 0 146 0 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 460 0 0 0 630 365 0 0 Storage Lanes 2 0 0 0 1 1 0 0 Taper Length (ft) 100 25 50 25 Lane Util. Factor 0.97 0.91 1.00 1.00 0.91 0.91 0.97 1.00 1.00 1.00 1.00 1.00 Frt 0.961 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 3335 5036 0 0 4862 0 3433 0 1599 0 0 0 Flt Permitted 0.950 0.950 Satd. Flow (perm) 3335 5036 0 0 4862 0 3433 0 1599 0 0 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 77 189 Link Speed (mph) 30 30 30 30 Link Distance (ft) 1011 1267 734 778 Travel Time (s) 23.0 28.8 16.7 17.7 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Heavy Vehicles (%) 5% 3% 0% 0% 2% 4% 2% 0% 1% 0% 0% 0% Adj. Flow (vph) 686 2276 0 0 1142 405 319 0 151 0 0 0 Shared Lane Traffic (%) Lane Group Flow (vph) 686 2276 0 0 1547 0 319 0 151 0 0 0 Turn Type Prot NA NA Perm Perm Protected Phases 1 1 2 3 4 2 3 4 Permitted Phases 5 5 Detector Phase 1 1 2 3 4 2 3 4 5 5 Switch Phase Minimum Initial (s) 7.0 4.0 4.0 Minimum Split (s) 13.8 11.5 11.5 Total Split (s) 58.0 20.2 20.2 Total Split (%) 41.4% 14.4% 14.4% Maximum Green (s) 51.2 12.7 12.7 Yellow Time (s) 4.8 5.5 5.5 All-Red Time (s) 2.0 2.0 2.0 Lost Time Adjust (s) -1.5 -1.5 -1.5 Total Lost Time (s) 5.3 6.0 6.0 Lead/Lag Lead Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 Recall Mode None None None Act Effct Green (s) 52.7 114.5 56.5 14.2 14.2 Actuated g/C Ratio 0.38 0.82 0.40 0.10 0.10 v/c Ratio 0.55 0.55 0.77 0.92 0.45 Control Delay 40.5 1.8 28.0 93.0 7.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 40.5 1.8 28.0 93.0 7.7 LOS D A C F A Approach Delay 10.7 28.0 65.6 Lanes, Volumes, Timings 4: I-75 NB Ramp & Pine Ridge Rd 02/05/2018 2021 Future with Improvements Synchro 9 Report PM Peak-Hour Lane Group Ø2 Ø3 Ø4 Lane Configurations Traffic Volume (vph) Future Volume (vph) Ideal Flow (vphpl) Storage Length (ft) Storage Lanes Taper Length (ft) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Right Turn on Red Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor Heavy Vehicles (%) Adj. Flow (vph) Shared Lane Traffic (%) Lane Group Flow (vph) Turn Type Protected Phases 2 3 4 Permitted Phases Detector Phase Switch Phase Minimum Initial (s) 20.0 4.0 7.0 Minimum Split (s) 26.8 10.8 13.8 Total Split (s) 33.0 12.0 16.8 Total Split (%) 24% 9% 12% Maximum Green (s) 26.2 5.2 10.0 Yellow Time (s) 4.8 4.8 4.8 All-Red Time (s) 2.0 2.0 2.0 Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lag Lead Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 Recall Mode C-Min None None Act Effct Green (s) Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Lanes, Volumes, Timings 4: I-75 NB Ramp & Pine Ridge Rd 02/05/2018 2021 Future with Improvements Synchro 9 Report PM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Approach LOS B C E Queue Length 50th (ft) 240 104 213 151 0 Queue Length 95th (ft) 290 73 282 #240 34 Internal Link Dist (ft) 931 1187 654 698 Turn Bay Length (ft) 460 630 365 Base Capacity (vph) 1255 4118 2008 348 332 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.55 0.55 0.77 0.92 0.45 Intersection Summary Area Type: Other Cycle Length: 140 Actuated Cycle Length: 140 Offset: 0 (0%), Referenced to phase 2:EBWB, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.93 Intersection Signal Delay: 21.3 Intersection LOS: C Intersection Capacity Utilization 80.1% ICU Level of Service D Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 4: I-75 NB Ramp & Pine Ridge Rd Lanes, Volumes, Timings 5: Napa Blvd & Pine Ridge Rd 02/05/2018 2021 Future with Improvements Synchro 9 Report AM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 311 617 38 18 2067 202 22 10 9 32 8 420 Future Volume (vph) 311 617 38 18 2067 202 22 10 9 32 8 420 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 610 0 274 210 0 0 0 0 Storage Lanes 2 0 1 1 0 0 0 1 Taper Length (ft) 100 50 25 25 Lane Util. Factor 0.97 0.91 0.91 1.00 0.91 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.991 0.850 0.970 0.850 Flt Protected 0.950 0.950 0.974 0.962 Satd. Flow (prot) 3433 4618 0 1805 4893 1524 0 1739 0 0 1732 1568 Flt Permitted 0.950 0.950 0.858 0.786 Satd. Flow (perm) 3433 4618 0 1805 4893 1524 0 1532 0 0 1415 1568 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 12 138 10 136 Link Speed (mph) 30 30 30 30 Link Distance (ft) 1267 1091 605 459 Travel Time (s) 28.8 24.8 13.8 10.4 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Heavy Vehicles (%) 2% 12% 0% 0% 6% 6% 6% 0% 0% 7% 0% 3% Adj. Flow (vph) 334 663 41 19 2223 217 24 11 10 34 9 452 Shared Lane Traffic (%) Lane Group Flow (vph) 334 704 0 19 2223 217 0 45 0 0 43 452 Turn Type Prot NA Prot NA Perm Perm NA Perm NA Perm Protected Phases 1 6 5 2 4 8 Permitted Phases 2 4 8 8 Detector Phase 1 6 52244 888 Switch Phase Minimum Initial (s) 10.0 20.0 7.0 20.0 20.0 8.0 8.0 8.0 8.0 8.0 Minimum Split (s) 16.8 26.8 13.8 26.8 26.8 22.9 22.9 22.9 22.9 22.9 Total Split (s) 22.0 88.0 13.8 79.8 79.8 38.2 38.2 38.2 38.2 38.2 Total Split (%) 15.7% 62.9% 9.9% 57.0% 57.0% 27.3% 27.3% 27.3% 27.3% 27.3% Maximum Green (s) 15.2 81.2 7.0 73.0 73.0 31.3 31.3 31.3 31.3 31.3 Yellow Time (s) 4.8 4.8 4.8 4.8 4.8 4.4 4.4 4.4 4.4 4.4 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.5 2.5 2.5 2.5 2.5 Lost Time Adjust (s) -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 Total Lost Time (s) 5.3 5.3 5.3 5.3 5.3 5.4 5.4 5.4 Lead/Lag Lead Lag Lead Lag Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None C-Min None C-Min C-Min None None None None None Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0000 000 Act Effct Green (s) 16.6 88.6 8.5 75.0 75.0 32.4 32.4 32.4 Actuated g/C Ratio 0.12 0.63 0.06 0.54 0.54 0.23 0.23 0.23 v/c Ratio 0.82 0.24 0.17 0.85 0.25 0.12 0.13 0.97 Control Delay 75.5 17.1 66.4 31.7 7.1 35.6 43.8 71.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Lanes, Volumes, Timings 5: Napa Blvd & Pine Ridge Rd 02/05/2018 2021 Future with Improvements Synchro 9 Report AM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Total Delay 75.5 17.1 66.4 31.7 7.1 35.6 43.8 71.4 LOS E B E C A D D E Approach Delay 35.9 29.8 35.6 69.0 Approach LOS D C D E Queue Length 50th (ft) 165 108 17 617 34 25 31 304 Queue Length 95th (ft) #231 164 45 687 80 60 66 #525 Internal Link Dist (ft) 1187 1011 525 379 Turn Bay Length (ft) 610 274 210 Base Capacity (vph) 409 2927 109 2622 880 366 331 471 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.82 0.24 0.17 0.85 0.25 0.12 0.13 0.96 Intersection Summary Area Type: Other Cycle Length: 140 Actuated Cycle Length: 140 Offset: 139 (99%), Referenced to phase 2:WBT and 6:EBT, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.97 Intersection Signal Delay: 36.2 Intersection LOS: D Intersection Capacity Utilization 86.0% ICU Level of Service E Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 5: Napa Blvd & Pine Ridge Rd Lanes, Volumes, Timings 5: Napa Blvd & Pine Ridge Rd 02/05/2018 2021 Future with Improvements Synchro 9 Report PM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 359 1973 32 7 1018 102 39 10 15 103 13 441 Future Volume (vph) 359 1973 32 7 1018 102 39 10 15 103 13 441 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 610 0 274 210 0 0 0 0 Storage Lanes 2 0 1 1 0 0 0 1 Taper Length (ft) 100 50 25 25 Lane Util. Factor 0.97 0.91 0.91 1.00 0.91 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.998 0.850 0.968 0.850 Flt Protected 0.950 0.950 0.970 0.958 Satd. Flow (prot) 3467 5028 0 1805 4988 1599 0 1784 0 0 1773 1599 Flt Permitted 0.950 0.950 0.769 0.719 Satd. Flow (perm) 3467 5028 0 1805 4988 1599 0 1414 0 0 1331 1599 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 3 136 10 247 Link Speed (mph) 30 30 30 30 Link Distance (ft) 1267 1091 605 459 Travel Time (s) 28.8 24.8 13.8 10.4 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Heavy Vehicles (%) 1% 3% 0% 0% 4% 1% 0% 0% 0% 3% 0% 1% Adj. Flow (vph) 374 2055 33 7 1060 106 41 10 16 107 14 459 Shared Lane Traffic (%) Lane Group Flow (vph) 374 2088 0 7 1060 106 0 67 0 0 121 459 Turn Type Prot NA Prot NA Perm Perm NA Perm NA Perm Protected Phases 1 6 5 2 4 8 Permitted Phases 2 4 8 8 Detector Phase 1 6 52244 888 Switch Phase Minimum Initial (s) 10.0 20.0 7.0 20.0 20.0 8.0 8.0 8.0 8.0 8.0 Minimum Split (s) 16.8 26.8 13.8 26.8 26.8 22.9 22.9 22.9 22.9 22.9 Total Split (s) 28.4 89.5 13.9 75.0 75.0 36.6 36.6 36.6 36.6 36.6 Total Split (%) 20.3% 63.9% 9.9% 53.6% 53.6% 26.1% 26.1% 26.1% 26.1% 26.1% Maximum Green (s) 21.6 82.7 7.1 68.2 68.2 29.7 29.7 29.7 29.7 29.7 Yellow Time (s) 4.8 4.8 4.8 4.8 4.8 4.4 4.4 4.4 4.4 4.4 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.5 2.5 2.5 2.5 2.5 Lost Time Adjust (s) -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 Total Lost Time (s) 5.3 5.3 5.3 5.3 5.3 5.4 5.4 5.4 Lead/Lag Lead Lag Lead Lag Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None C-Min None C-Min C-Min None None None None None Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0000 000 Act Effct Green (s) 20.9 99.1 8.5 75.7 75.7 27.4 27.4 27.4 Actuated g/C Ratio 0.15 0.71 0.06 0.54 0.54 0.20 0.20 0.20 v/c Ratio 0.72 0.59 0.06 0.39 0.11 0.24 0.47 0.90 Control Delay 70.0 8.0 63.4 20.4 1.5 40.2 54.5 45.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Lanes, Volumes, Timings 5: Napa Blvd & Pine Ridge Rd 02/05/2018 2021 Future with Improvements Synchro 9 Report PM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Total Delay 70.0 8.0 63.4 20.4 1.5 40.2 54.5 45.6 LOS E A E C A D D D Approach Delay 17.4 19.0 40.2 47.4 Approach LOS B B D D Queue Length 50th (ft) 156 131 6 213 0 43 96 199 Queue Length 95th (ft) 233 288 23 258 17 87 160 #381 Internal Link Dist (ft) 1187 1011 525 379 Turn Bay Length (ft) 610 274 210 Base Capacity (vph) 572 3560 110 2720 933 329 302 554 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.65 0.59 0.06 0.39 0.11 0.20 0.40 0.83 Intersection Summary Area Type: Other Cycle Length: 140 Actuated Cycle Length: 140 Offset: 2 (1%), Referenced to phase 2:WBT and 6:EBT, Start of Green Natural Cycle: 80 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.90 Intersection Signal Delay: 22.2 Intersection LOS: C Intersection Capacity Utilization 68.3% ICU Level of Service C Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 5: Napa Blvd & Pine Ridge Rd Appendix I Synchro Worksheets: 2040 No-Build Condition Lanes, Volumes, Timings 1: Livingston Rd & Pine Ridge Rd 02/05/2018 2040 Future Synchro 9 Report AM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 276 983 210 552 2305 359 491 833 269 420 1091 465 Future Volume (vph) 276 983 210 552 2305 359 491 833 269 420 1091 465 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 425 850 425 325 600 450 550 725 Storage Lanes 2 1 2 1 2 1 2 1 Taper Length (ft) 100 100 150 100 Lane Util. Factor 0.97 0.91 1.00 0.97 0.91 1.00 0.97 0.91 0.88 0.97 0.91 1.00 Frt 0.850 0.850 0.850 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 3335 4893 1583 3183 4940 1538 3367 4893 2707 3433 4988 1568 Flt Permitted 0.950 0.950 0.950 0.950 Satd. Flow (perm) 3335 4893 1583 3183 4940 1538 3367 4893 2707 3433 4988 1568 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 216 234 259 206 Link Speed (mph) 45 45 45 45 Link Distance (ft) 1277 2612 1188 1358 Travel Time (s) 19.3 39.6 18.0 20.6 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Heavy Vehicles (%) 5% 6% 2% 10% 5% 5% 4% 6% 5% 2% 4% 3% Adj. Flow (vph) 285 1013 216 569 2376 370 506 859 277 433 1125 479 Shared Lane Traffic (%) Lane Group Flow (vph) 285 1013 216 569 2376 370 506 859 277 433 1125 479 Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 1 6 5 2 7 4 3 8 Permitted Phases 6248 Detector Phase 166522744388 Switch Phase Minimum Initial (s) 7.0 20.0 20.0 7.0 20.0 20.0 7.0 10.0 10.0 7.0 10.0 10.0 Minimum Split (s) 14.1 29.8 29.8 14.1 29.5 29.5 16.5 23.2 23.2 16.9 23.2 23.2 Total Split (s) 25.0 64.0 64.0 35.0 74.0 74.0 28.0 31.0 31.0 30.0 33.0 33.0 Total Split (%) 15.6% 40.0% 40.0% 21.9% 46.3% 46.3% 17.5% 19.4% 19.4% 18.8% 20.6% 20.6% Maximum Green (s) 17.9 54.2 54.2 27.9 66.8 66.8 20.8 23.8 23.8 20.1 25.8 25.8 Yellow Time (s) 4.8 4.8 4.8 4.8 4.8 4.8 4.8 4.8 4.8 4.8 4.8 4.8 All-Red Time (s) 2.3 5.0 5.0 2.3 2.4 2.4 2.4 2.4 2.4 5.1 2.4 2.4 Lost Time Adjust (s) -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 Total Lost Time (s) 5.6 8.3 8.3 5.6 5.7 5.7 5.7 5.7 5.7 8.4 5.7 5.7 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None C-Min C-Min None C-Min C-Min None None None None None None Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0 Act Effct Green (s) 18.4 55.7 55.7 29.4 69.3 69.3 22.3 25.3 25.3 21.6 27.3 27.3 Actuated g/C Ratio 0.12 0.35 0.35 0.18 0.43 0.43 0.14 0.16 0.16 0.14 0.17 0.17 v/c Ratio 0.74 0.59 0.31 0.97 1.11 0.46 1.08 1.11 0.43 0.94 1.32 1.09 Control Delay 80.8 44.6 5.4 85.8 80.7 4.0 126.8 126.9 10.4 96.1 202.1 104.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Lanes, Volumes, Timings 1: Livingston Rd & Pine Ridge Rd 02/05/2018 2040 Future Synchro 9 Report AM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Total Delay 80.8 44.6 5.4 85.8 80.7 4.0 126.8 126.9 10.4 96.1 202.1 104.2 LOS FDAFFAFFBFFF Approach Delay 45.9 73.1 107.2 156.6 Approach LOS D E F F Queue Length 50th (ft) 150 319 0 297 ~1041 29 ~303 ~374 9 234 ~555 ~374 Queue Length 95th (ft) 203 369 59 m264 m#871 m22 #423 #469 56 #339 #653 #607 Internal Link Dist (ft) 1197 2532 1108 1278 Turn Bay Length (ft) 425 850 425 325 600 450 550 725 Base Capacity (vph) 404 1703 691 584 2138 798 469 773 646 463 851 438 Starvation Cap Reductn 000000000000 Spillback Cap Reductn 000000000000 Storage Cap Reductn 000000000000 Reduced v/c Ratio 0.71 0.59 0.31 0.97 1.11 0.46 1.08 1.11 0.43 0.94 1.32 1.09 Intersection Summary Area Type: Other Cycle Length: 160 Actuated Cycle Length: 160 Offset: 43 (27%), Referenced to phase 2:WBT and 6:EBT, Start of Green Natural Cycle: 145 Control Type: Actuated-Coordinated Maximum v/c Ratio: 1.32 Intersection Signal Delay: 94.8 Intersection LOS: F Intersection Capacity Utilization 106.4% ICU Level of Service G Analysis Period (min) 15 ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 1: Livingston Rd & Pine Ridge Rd Lanes, Volumes, Timings 1: Livingston Rd & Pine Ridge Rd 02/05/2018 2040 Future Synchro 9 Report PM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 298 2183 475 279 1674 437 356 1095 655 436 849 330 Future Volume (vph) 298 2183 475 279 1674 437 356 1095 655 436 849 330 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 425 850 425 325 600 450 550 725 Storage Lanes 2 1 2 1 2 1 2 1 Taper Length (ft) 100 100 150 100 Lane Util. Factor 0.97 0.91 1.00 0.97 0.91 1.00 0.97 0.91 0.88 0.97 0.91 1.00 Frt 0.850 0.850 0.850 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 3467 5036 1599 3367 5036 1583 3433 5036 2733 3400 4988 1599 Flt Permitted 0.950 0.950 0.950 0.950 Satd. Flow (perm) 3467 5036 1599 3367 5036 1583 3433 5036 2733 3400 4988 1599 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 340 334 455 267 Link Speed (mph) 45 45 45 45 Link Distance (ft) 1277 2612 1188 1358 Travel Time (s) 19.3 39.6 18.0 20.6 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Heavy Vehicles (%) 1% 3% 1% 4% 3% 2% 2% 3% 4% 3% 4% 1% Adj. Flow (vph) 307 2251 490 288 1726 451 367 1129 675 449 875 340 Shared Lane Traffic (%) Lane Group Flow (vph) 307 2251 490 288 1726 451 367 1129 675 449 875 340 Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 1 6 5 2 7 4 3 8 Permitted Phases 6248 Detector Phase 166522744388 Switch Phase Minimum Initial (s) 7.0 20.0 20.0 7.0 20.0 20.0 7.0 10.0 10.0 7.0 10.0 10.0 Minimum Split (s) 14.1 29.8 29.8 14.1 29.5 29.5 16.5 23.2 23.2 16.9 23.2 23.2 Total Split (s) 31.0 70.0 70.0 31.0 70.0 70.0 31.0 32.0 32.0 27.0 28.0 28.0 Total Split (%) 19.4% 43.8% 43.8% 19.4% 43.8% 43.8% 19.4% 20.0% 20.0% 16.9% 17.5% 17.5% Maximum Green (s) 23.9 60.2 60.2 23.9 62.8 62.8 23.8 24.8 24.8 17.1 20.8 20.8 Yellow Time (s) 4.8 4.8 4.8 4.8 4.8 4.8 4.8 4.8 4.8 4.8 4.8 4.8 All-Red Time (s) 2.3 5.0 5.0 2.3 2.4 2.4 2.4 2.4 2.4 5.1 2.4 2.4 Lost Time Adjust (s) -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 Total Lost Time (s) 5.6 8.3 8.3 5.6 5.7 5.7 5.7 5.7 5.7 8.4 5.7 5.7 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None C-Min C-Min None C-Min C-Min None None None None None None Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0 Act Effct Green (s) 20.8 66.7 66.7 20.4 68.9 68.9 22.9 26.3 26.3 18.6 24.7 24.7 Actuated g/C Ratio 0.13 0.42 0.42 0.13 0.43 0.43 0.14 0.16 0.16 0.12 0.15 0.15 v/c Ratio 0.68 1.07 0.57 0.67 0.80 0.52 0.75 1.37 0.81 1.14 1.14 0.72 Control Delay 74.1 86.4 13.2 50.7 46.5 21.1 75.6 219.7 29.3 148.5 135.0 24.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Lanes, Volumes, Timings 1: Livingston Rd & Pine Ridge Rd 02/05/2018 2040 Future Synchro 9 Report PM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Total Delay 74.1 86.4 13.2 50.7 46.5 21.1 75.6 219.7 29.3 148.5 135.0 24.7 LOS EFBDDCEFCFFC Approach Delay 73.4 42.3 136.2 116.1 Approach LOS E D F F Queue Length 50th (ft) 160 ~953 111 136 683 226 191 ~567 132 ~280 ~400 70 Queue Length 95th (ft) 208 #1099 240 m151 m691 m309 247 #665 222 #396 #513 198 Internal Link Dist (ft) 1197 2532 1108 1278 Turn Bay Length (ft) 425 850 425 325 600 450 550 725 Base Capacity (vph) 550 2098 864 534 2167 871 542 827 829 395 770 472 Starvation Cap Reductn 000000000000 Spillback Cap Reductn 000000000000 Storage Cap Reductn 000000000000 Reduced v/c Ratio 0.56 1.07 0.57 0.54 0.80 0.52 0.68 1.37 0.81 1.14 1.14 0.72 Intersection Summary Area Type: Other Cycle Length: 160 Actuated Cycle Length: 160 Offset: 145 (91%), Referenced to phase 2:WBT and 6:EBT, Start of Green Natural Cycle: 145 Control Type: Actuated-Coordinated Maximum v/c Ratio: 1.37 Intersection Signal Delay: 87.4 Intersection LOS: F Intersection Capacity Utilization 107.1% ICU Level of Service G Analysis Period (min) 15 ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 1: Livingston Rd & Pine Ridge Rd Lanes, Volumes, Timings 2: Whippoorwill Ln & Pine Ridge Rd 02/05/2018 2040 Future Synchro 9 Report AM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 138 1276 368 443 2968 228 484 54 192 82 13 185 Future Volume (vph) 138 1276 368 443 2968 228 484 54 192 82 13 185 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 525 300 500 175 375 0 0 125 Storage Lanes 1 1 1 1 2 0 1 1 Taper Length (ft) 50 50 50 25 Lane Util. Factor 1.00 0.91 1.00 1.00 0.91 1.00 0.97 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 0.883 0.860 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1719 4848 1568 1787 4893 1468 3433 1678 0 1641 1533 0 Flt Permitted 0.056 0.115 0.950 0.950 Satd. Flow (perm) 101 4848 1568 216 4893 1468 3433 1678 0 1641 1533 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 379 117 91 115 Link Speed (mph) 45 45 30 30 Link Distance (ft) 2612 1936 722 316 Travel Time (s) 39.6 29.3 16.4 7.2 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Heavy Vehicles (%) 5% 7% 3% 1% 6% 10% 2% 0% 0% 10% 0% 7% Adj. Flow (vph) 142 1315 379 457 3060 235 499 56 198 85 13 191 Shared Lane Traffic (%) Lane Group Flow (vph) 142 1315 379 457 3060 235 499 254 0 85 204 0 Turn Type pm+pt NA Perm pm+pt NA Perm Prot NA Prot NA Protected Phases 1 6 5 2 7 4 3 8 Permitted Phases 6 6 2 2 Detector Phase 16652274 38 Switch Phase Minimum Initial (s) 7.0 20.0 20.0 7.0 20.0 20.0 5.0 8.0 5.0 8.0 Minimum Split (s) 13.8 26.8 26.8 13.8 26.8 26.8 11.7 22.7 11.7 22.7 Total Split (s) 18.0 77.0 77.0 34.0 93.0 93.0 26.0 26.0 23.0 23.0 Total Split (%) 11.3% 48.1% 48.1% 21.3% 58.1% 58.1% 16.3% 16.3% 14.4% 14.4% Maximum Green (s) 11.2 70.2 70.2 27.2 86.2 86.2 19.3 19.3 16.3 16.3 Yellow Time (s) 4.8 4.8 4.8 4.8 4.8 4.8 4.4 4.4 4.4 4.4 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.3 2.3 2.3 2.3 Lost Time Adjust (s) -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 Total Lost Time (s) 5.3 5.3 5.3 5.3 5.3 5.3 5.2 5.2 5.2 5.2 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None C-Min C-Min None C-Min C-Min None None None None Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 Act Effct Green (s) 84.0 71.7 71.7 108.2 90.6 90.6 20.8 21.5 14.6 15.3 Actuated g/C Ratio 0.52 0.45 0.45 0.68 0.57 0.57 0.13 0.13 0.09 0.10 v/c Ratio 0.80 0.61 0.42 1.01 1.10 0.27 1.12 0.84 0.57 0.82 Control Delay 60.8 57.1 22.8 62.6 84.8 10.1 139.9 65.7 84.2 55.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Lanes, Volumes, Timings 2: Whippoorwill Ln & Pine Ridge Rd 02/05/2018 2040 Future Synchro 9 Report AM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Total Delay 60.8 57.1 22.8 62.6 84.8 10.1 139.9 65.7 84.2 55.0 LOS EECEFBFE FD Approach Delay 50.3 77.4 114.9 63.6 Approach LOS D E F E Queue Length 50th (ft) 100 510 177 ~416 ~1372 74 ~308 170 87 92 Queue Length 95th (ft) m#185 m562 m252 m#483 m#1263 m80 #427 #328 146 #207 Internal Link Dist (ft) 2532 1856 642 236 Turn Bay Length (ft) 525 300 500 175 375 Base Capacity (vph) 183 2172 911 452 2770 882 446 304 182 272 Starvation Cap Reductn 00000000 00 Spillback Cap Reductn 00000000 00 Storage Cap Reductn 00000000 00 Reduced v/c Ratio 0.78 0.61 0.42 1.01 1.10 0.27 1.12 0.84 0.47 0.75 Intersection Summary Area Type: Other Cycle Length: 160 Actuated Cycle Length: 160 Offset: 159 (99%), Referenced to phase 2:WBTL and 6:EBTL, Start of Green Natural Cycle: 150 Control Type: Actuated-Coordinated Maximum v/c Ratio: 1.12 Intersection Signal Delay: 73.6 Intersection LOS: E Intersection Capacity Utilization 108.4% ICU Level of Service G Analysis Period (min) 15 ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 2: Whippoorwill Ln & Pine Ridge Rd Lanes, Volumes, Timings 2: Whippoorwill Ln & Pine Ridge Rd 02/05/2018 2040 Future Synchro 9 Report PM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 454 2748 440 198 1913 266 521 45 365 398 24 253 Future Volume (vph) 454 2748 440 198 1913 266 521 45 365 398 24 253 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 525 300 500 175 375 0 0 125 Storage Lanes 1 1 1 1 2 0 1 1 Taper Length (ft) 50 50 50 25 Lane Util. Factor 1.00 0.91 1.00 1.00 0.91 1.00 0.97 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 0.867 0.863 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1736 5036 1599 1770 5036 1553 3467 1618 0 1687 1596 0 Flt Permitted 0.048 0.051 0.950 0.950 Satd. Flow (perm) 88 5036 1599 95 5036 1553 3467 1618 0 1687 1596 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 264 133 181 182 Link Speed (mph) 45 45 30 30 Link Distance (ft) 2612 1936 722 316 Travel Time (s) 39.6 29.3 16.4 7.2 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Heavy Vehicles (%) 4% 3% 1% 2% 3% 4% 1% 0% 2% 7% 0% 3% Adj. Flow (vph) 473 2863 458 206 1993 277 543 47 380 415 25 264 Shared Lane Traffic (%) Lane Group Flow (vph) 473 2863 458 206 1993 277 543 427 0 415 289 0 Turn Type pm+pt NA Perm pm+pt NA Perm Prot NA Prot NA Protected Phases 1 6 5 2 7 4 3 8 Permitted Phases 6 6 2 2 Detector Phase 16652274 38 Switch Phase Minimum Initial (s) 7.0 20.0 20.0 7.0 20.0 20.0 5.0 8.0 5.0 8.0 Minimum Split (s) 13.8 26.8 26.8 13.8 26.8 26.8 11.7 22.7 11.7 22.7 Total Split (s) 30.0 88.0 88.0 25.0 83.0 83.0 24.0 24.0 23.0 23.0 Total Split (%) 18.8% 55.0% 55.0% 15.6% 51.9% 51.9% 15.0% 15.0% 14.4% 14.4% Maximum Green (s) 23.2 81.2 81.2 18.2 76.2 76.2 17.3 17.3 16.3 16.3 Yellow Time (s) 4.8 4.8 4.8 4.8 4.8 4.8 4.4 4.4 4.4 4.4 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.3 2.3 2.3 2.3 Lost Time Adjust (s) -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 Total Lost Time (s) 5.3 5.3 5.3 5.3 5.3 5.3 5.2 5.2 5.2 5.2 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None C-Min C-Min None C-Min C-Min None None None None Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 Act Effct Green (s) 107.5 84.1 84.1 96.0 77.7 77.7 18.8 18.8 17.8 17.8 Actuated g/C Ratio 0.67 0.53 0.53 0.60 0.49 0.49 0.12 0.12 0.11 0.11 v/c Ratio 1.51 1.08 0.47 0.83 0.82 0.34 1.33 1.22 2.22 0.85 Control Delay 280.7 63.4 1.7 73.2 36.2 11.6 217.2 154.9 594.9 48.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Lanes, Volumes, Timings 2: Whippoorwill Ln & Pine Ridge Rd 02/05/2018 2040 Future Synchro 9 Report PM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Total Delay 280.7 63.4 1.7 73.2 36.2 11.6 217.2 154.9 594.9 48.3 LOS F E A E D B F F F D Approach Delay 83.0 36.5 189.8 370.5 Approach LOS F D F F Queue Length 50th (ft) ~631 ~1241 27 156 802 88 ~378 ~371 ~696 114 Queue Length 95th (ft) m#642 m#1136 m9 m217 m821 m120 #502 #595 #917 #277 Internal Link Dist (ft) 2532 1856 642 236 Turn Bay Length (ft) 525 300 500 175 375 Base Capacity (vph) 313 2646 965 264 2445 822 407 349 187 339 Starvation Cap Reductn 00000000 00 Spillback Cap Reductn 00000000 00 Storage Cap Reductn 00000000 00 Reduced v/c Ratio 1.51 1.08 0.47 0.78 0.82 0.34 1.33 1.22 2.22 0.85 Intersection Summary Area Type: Other Cycle Length: 160 Actuated Cycle Length: 160 Offset: 36 (23%), Referenced to phase 2:WBTL and 6:EBTL, Start of Green Natural Cycle: 150 Control Type: Actuated-Coordinated Maximum v/c Ratio: 2.22 Intersection Signal Delay: 107.0 Intersection LOS: F Intersection Capacity Utilization 128.5% ICU Level of Service H Analysis Period (min) 15 ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 2: Whippoorwill Ln & Pine Ridge Rd Lanes, Volumes, Timings 3: Pine Ridge Rd & I-75 SB Ramp 02/05/2018 2040 Future Synchro 9 Report AM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 1120 405 248 2650 00003950989 Future Volume (vph) 0 1120 405 248 2650 00003950989 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 300 250 0 0 0 0 0 Storage Lanes 0 1 1 0 0 0 2 2 Taper Length (ft) 25 50 25 25 Lane Util. Factor 1.00 0.91 1.00 1.00 0.91 1.00 1.00 1.00 1.00 0.97 1.00 0.88 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 0 4848 1568 1736 4940 00003155 0 2656 Flt Permitted 0.162 0.950 Satd. Flow (perm) 0 4848 1568 296 4940 00003155 0 2656 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 426 119 Link Speed (mph) 45 30 30 30 Link Distance (ft) 1936 1011 693 790 Travel Time (s) 29.3 23.0 15.8 18.0 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles (%) 0% 7% 3% 4% 5% 0% 0% 0% 0% 11% 0% 7% Adj. Flow (vph) 0 1179 426 261 2789 000041601041 Shared Lane Traffic (%) Lane Group Flow (vph) 0 1179 426 261 2789 000041601041 Turn Type NA Perm pm+pt NA Perm Perm Protected Phases 1 2 3 1 2 3 Permitted Phases 1 2 1 2 3 4 5 4 5 Detector Phase 1 2 1 2 3 1 2 3 4 5 4 5 Switch Phase Minimum Initial (s) 4.0 Minimum Split (s) 10.8 Total Split (s) 32.0 Total Split (%) 20.0% Maximum Green (s) 25.2 Yellow Time (s) 4.8 All-Red Time (s) 2.0 Lost Time Adjust (s) -1.5 Total Lost Time (s) 5.3 Lead/Lag Lead Lead-Lag Optimize? Yes Vehicle Extension (s) 3.0 Recall Mode None Act Effct Green (s) 74.7 74.7 101.4 106.7 42.7 42.7 Actuated g/C Ratio 0.47 0.47 0.63 0.67 0.27 0.27 v/c Ratio 0.52 0.44 0.61 0.85 0.49 1.31 Control Delay 27.0 14.1 39.0 26.6 51.9 187.5 Queue Delay 0.0 0.0 0.0 1.0 0.0 0.0 Total Delay 27.0 14.1 39.0 27.5 51.9 187.5 LOS C B D C D F Approach Delay 23.6 28.5 148.8 Lanes, Volumes, Timings 3: Pine Ridge Rd & I-75 SB Ramp 02/05/2018 2040 Future Synchro 9 Report AM Peak-Hour Lane Group Ø1 Ø2 Ø4 Ø5 Lane Configurations Traffic Volume (vph) Future Volume (vph) Ideal Flow (vphpl) Storage Length (ft) Storage Lanes Taper Length (ft) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Right Turn on Red Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor Heavy Vehicles (%) Adj. Flow (vph) Shared Lane Traffic (%) Lane Group Flow (vph) Turn Type Protected Phases 1245 Permitted Phases Detector Phase Switch Phase Minimum Initial (s) 7.0 20.0 7.0 4.0 Minimum Split (s) 13.8 26.8 13.8 11.5 Total Split (s) 37.0 43.0 21.0 27.0 Total Split (%) 23% 27% 13% 17% Maximum Green (s) 30.2 36.2 14.2 19.5 Yellow Time (s) 4.8 4.8 4.8 5.5 All-Red Time (s) 2.0 2.0 2.0 2.0 Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 Recall Mode None C-Min None None Act Effct Green (s) Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Lanes, Volumes, Timings 3: Pine Ridge Rd & I-75 SB Ramp 02/05/2018 2040 Future Synchro 9 Report AM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Approach LOS C C F Queue Length 50th (ft) 424 297 130 651 191 ~740 Queue Length 95th (ft) 483 m394 m111 m543 246 #893 Internal Link Dist (ft) 1856 931 613 710 Turn Bay Length (ft) 300 250 Base Capacity (vph) 2263 959 427 3294 841 796 Starvation Cap Reductn 0 0 0 250 0 0 Spillback Cap Reductn 0000 0 0 Storage Cap Reductn 0000 0 0 Reduced v/c Ratio 0.52 0.44 0.61 0.92 0.49 1.31 Intersection Summary Area Type: Other Cycle Length: 160 Actuated Cycle Length: 160 Offset: 95 (59%), Referenced to phase 2:EBWB, Start of Green Natural Cycle: 150 Control Type: Actuated-Coordinated Maximum v/c Ratio: 1.31 Intersection Signal Delay: 55.9 Intersection LOS: E Intersection Capacity Utilization 103.5% ICU Level of Service G Analysis Period (min) 15 ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 3: Pine Ridge Rd & I-75 SB Ramp Lanes, Volumes, Timings 3: Pine Ridge Rd & I-75 SB Ramp 02/05/2018 2040 Future Synchro 9 Report PM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 2896 540 146 1569 00006700808 Future Volume (vph) 0 2896 540 146 1569 00006700808 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 300 250 0 0 0 0 0 Storage Lanes 0 1 1 0 0 0 2 2 Taper Length (ft) 25 50 25 25 Lane Util. Factor 1.00 0.91 1.00 1.00 0.91 1.00 1.00 1.00 1.00 0.97 1.00 0.88 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 0 5036 1568 1770 5036 00003367 0 2787 Flt Permitted 0.047 0.950 Satd. Flow (perm) 0 5036 1568 88 5036 00003367 0 2787 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 316 119 Link Speed (mph) 45 30 30 30 Link Distance (ft) 1936 1011 693 790 Travel Time (s) 29.3 23.0 15.8 18.0 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles (%) 0% 3% 3% 2% 3% 0% 0% 0% 0% 4% 0% 2% Adj. Flow (vph) 0 3048 568 154 1652 00007050851 Shared Lane Traffic (%) Lane Group Flow (vph) 0 3048 568 154 1652 00007050851 Turn Type NA Perm pm+pt NA Perm Perm Protected Phases 1 2 3 1 2 3 Permitted Phases 1 2 1 2 3 4 5 4 5 Detector Phase 1 2 1 2 3 1 2 3 4 5 4 5 Switch Phase Minimum Initial (s) 4.0 Minimum Split (s) 10.8 Total Split (s) 23.0 Total Split (%) 14.4% Maximum Green (s) 16.2 Yellow Time (s) 4.8 All-Red Time (s) 2.0 Lost Time Adjust (s) -1.5 Total Lost Time (s) 5.3 Lead/Lag Lead Lead-Lag Optimize? Yes Vehicle Extension (s) 3.0 Recall Mode None Act Effct Green (s) 84.7 84.7 102.4 107.7 41.7 41.7 Actuated g/C Ratio 0.53 0.53 0.64 0.67 0.26 0.26 v/c Ratio 1.14 0.58 0.64 0.49 0.80 1.05 Control Delay 101.3 17.2 69.9 25.7 63.5 92.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 101.3 17.2 69.9 25.7 63.5 92.1 LOS F B E C E F Approach Delay 88.1 29.4 79.2 Lanes, Volumes, Timings 3: Pine Ridge Rd & I-75 SB Ramp 02/05/2018 2040 Future Synchro 9 Report PM Peak-Hour Lane Group Ø1 Ø2 Ø4 Ø5 Lane Configurations Traffic Volume (vph) Future Volume (vph) Ideal Flow (vphpl) Storage Length (ft) Storage Lanes Taper Length (ft) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Right Turn on Red Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor Heavy Vehicles (%) Adj. Flow (vph) Shared Lane Traffic (%) Lane Group Flow (vph) Turn Type Protected Phases 1245 Permitted Phases Detector Phase Switch Phase Minimum Initial (s) 7.0 20.0 7.0 4.0 Minimum Split (s) 13.8 26.8 13.8 11.5 Total Split (s) 60.0 30.0 20.0 27.0 Total Split (%) 38% 19% 13% 17% Maximum Green (s) 53.2 23.2 13.2 19.5 Yellow Time (s) 4.8 4.8 4.8 5.5 All-Red Time (s) 2.0 2.0 2.0 2.0 Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 Recall Mode None C-Min None None Act Effct Green (s) Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Lanes, Volumes, Timings 3: Pine Ridge Rd & I-75 SB Ramp 02/05/2018 2040 Future Synchro 9 Report PM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Approach LOS F C E Queue Length 50th (ft) ~1350 202 108 460 358 ~491 Queue Length 95th (ft) m653 m146 m124 510 436 #641 Internal Link Dist (ft) 1856 931 613 710 Turn Bay Length (ft) 300 250 Base Capacity (vph) 2665 978 242 3389 877 814 Starvation Cap Reductn 0000 0 0 Spillback Cap Reductn 0000 0 0 Storage Cap Reductn 0000 0 0 Reduced v/c Ratio 1.14 0.58 0.64 0.49 0.80 1.05 Intersection Summary Area Type: Other Cycle Length: 160 Actuated Cycle Length: 160 Offset: 78 (49%), Referenced to phase 2:EBWB, Start of Green Natural Cycle: 120 Control Type: Actuated-Coordinated Maximum v/c Ratio: 1.14 Intersection Signal Delay: 70.9 Intersection LOS: E Intersection Capacity Utilization 96.4% ICU Level of Service F Analysis Period (min) 15 ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 3: Pine Ridge Rd & I-75 SB Ramp Lanes, Volumes, Timings 4: I-75 NB Ramp & Pine Ridge Rd 02/05/2018 2040 Future Synchro 9 Report AM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 497 1020 0 0 2407 686 479 0 193 0 0 0 Future Volume (vph) 497 1020 0 0 2407 686 479 0 193 0 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 460 0 0 0 630 365 0 0 Storage Lanes 2 0 0 0 1 1 0 0 Taper Length (ft) 100 25 50 25 Lane Util. Factor 0.97 0.91 1.00 1.00 0.91 0.91 0.97 1.00 1.00 1.00 1.00 1.00 Frt 0.967 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 3183 4803 0 0 4777 0 3335 0 1615 0 0 0 Flt Permitted 0.950 0.950 Satd. Flow (perm) 3183 4803 0 0 4777 0 3335 0 1615 0 0 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 74 183 Link Speed (mph) 30 30 30 30 Link Distance (ft) 1011 1267 734 778 Travel Time (s) 23.0 28.8 16.7 17.7 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Heavy Vehicles (%) 10% 8% 0% 0% 5% 5% 5% 0% 0% 0% 0% 0% Adj. Flow (vph) 529 1085 0 0 2561 730 510 0 205 0 0 0 Shared Lane Traffic (%) Lane Group Flow (vph) 529 1085 0 0 3291 0 510 0 205 0 0 0 Turn Type Prot NA NA Perm Perm Protected Phases 1 1 2 3 4 2 3 4 Permitted Phases 5 5 Detector Phase 1 1 2 3 4 2 3 4 5 5 Switch Phase Minimum Initial (s) 7.0 4.0 4.0 Minimum Split (s) 13.8 11.5 11.5 Total Split (s) 37.0 27.0 27.0 Total Split (%) 23.1% 16.9% 16.9% Maximum Green (s) 30.2 19.5 19.5 Yellow Time (s) 4.8 5.5 5.5 All-Red Time (s) 2.0 2.0 2.0 Lost Time Adjust (s) -1.5 -1.5 -1.5 Total Lost Time (s) 5.3 6.0 6.0 Lead/Lag Lead Lead-Lag Optimize? Yes Vehicle Extension (s) 3.0 3.0 3.0 Recall Mode None None None Act Effct Green (s) 31.7 127.7 90.7 21.0 21.0 Actuated g/C Ratio 0.20 0.80 0.57 0.13 0.13 v/c Ratio 0.84 0.28 1.20 1.17 0.55 Control Delay 87.0 4.7 117.1 155.4 17.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 87.0 4.7 117.1 155.4 17.7 LOS F A F F B Approach Delay 31.7 117.1 115.9 Lanes, Volumes, Timings 4: I-75 NB Ramp & Pine Ridge Rd 02/05/2018 2040 Future Synchro 9 Report AM Peak-Hour Lane Group Ø2 Ø3 Ø4 Lane Configurations Traffic Volume (vph) Future Volume (vph) Ideal Flow (vphpl) Storage Length (ft) Storage Lanes Taper Length (ft) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Right Turn on Red Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor Heavy Vehicles (%) Adj. Flow (vph) Shared Lane Traffic (%) Lane Group Flow (vph) Turn Type Protected Phases 2 3 4 Permitted Phases Detector Phase Switch Phase Minimum Initial (s) 20.0 4.0 7.0 Minimum Split (s) 26.8 10.8 13.8 Total Split (s) 43.0 32.0 21.0 Total Split (%) 27% 20% 13% Maximum Green (s) 36.2 25.2 14.2 Yellow Time (s) 4.8 4.8 4.8 All-Red Time (s) 2.0 2.0 2.0 Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 Recall Mode C-Min None None Act Effct Green (s) Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Lanes, Volumes, Timings 4: I-75 NB Ramp & Pine Ridge Rd 02/05/2018 2040 Future Synchro 9 Report AM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Approach LOS C F F Queue Length 50th (ft) 252 104 ~1501 ~325 21 Queue Length 95th (ft) #318 116 m#1372 #444 105 Internal Link Dist (ft) 931 1187 654 698 Turn Bay Length (ft) 460 630 365 Base Capacity (vph) 630 3833 2740 437 370 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.84 0.28 1.20 1.17 0.55 Intersection Summary Area Type: Other Cycle Length: 160 Actuated Cycle Length: 160 Offset: 95 (59%), Referenced to phase 2:EBWB, Start of Green Natural Cycle: 150 Control Type: Actuated-Coordinated Maximum v/c Ratio: 1.31 Intersection Signal Delay: 92.4 Intersection LOS: F Intersection Capacity Utilization 103.5% ICU Level of Service G Analysis Period (min) 15 ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 4: I-75 NB Ramp & Pine Ridge Rd Lanes, Volumes, Timings 4: I-75 NB Ramp & Pine Ridge Rd 02/05/2018 2040 Future Synchro 9 Report PM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 882 2689 0 0 1339 534 373 0 176 0 0 0 Future Volume (vph) 882 2689 0 0 1339 534 373 0 176 0 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 460 0 0 0 630 365 0 0 Storage Lanes 2 0 0 0 1 1 0 0 Taper Length (ft) 100 25 50 25 Lane Util. Factor 0.97 0.91 1.00 1.00 0.91 0.91 0.97 1.00 1.00 1.00 1.00 1.00 Frt 0.957 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 3335 5036 0 0 4840 0 3433 0 1599 0 0 0 Flt Permitted 0.950 0.950 Satd. Flow (perm) 3335 5036 0 0 4840 0 3433 0 1599 0 0 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 78 165 Link Speed (mph) 30 30 30 30 Link Distance (ft) 1011 1267 734 778 Travel Time (s) 23.0 28.8 16.7 17.7 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Heavy Vehicles (%) 5% 3% 0% 0% 2% 4% 2% 0% 1% 0% 0% 0% Adj. Flow (vph) 909 2772 0 0 1380 551 385 0 181 0 0 0 Shared Lane Traffic (%) Lane Group Flow (vph) 909 2772 0 0 1931 0 385 0 181 0 0 0 Turn Type Prot NA NA Perm Perm Protected Phases 1 1 2 3 4 2 3 4 Permitted Phases 5 5 Detector Phase 1 1 2 3 4 2 3 4 5 5 Switch Phase Minimum Initial (s) 7.0 4.0 4.0 Minimum Split (s) 13.8 11.5 11.5 Total Split (s) 60.0 27.0 27.0 Total Split (%) 37.5% 16.9% 16.9% Maximum Green (s) 53.2 19.5 19.5 Yellow Time (s) 4.8 5.5 5.5 All-Red Time (s) 2.0 2.0 2.0 Lost Time Adjust (s) -1.5 -1.5 -1.5 Total Lost Time (s) 5.3 6.0 6.0 Lead/Lag Lead Lead-Lag Optimize? Yes Vehicle Extension (s) 3.0 3.0 3.0 Recall Mode None None None Act Effct Green (s) 54.7 127.7 67.7 21.0 21.0 Actuated g/C Ratio 0.34 0.80 0.42 0.13 0.13 v/c Ratio 0.80 0.69 0.92 0.86 0.51 Control Delay 53.3 2.9 67.8 86.3 16.8 Queue Delay 0.0 0.9 0.0 0.0 0.0 Total Delay 53.3 3.8 67.8 86.3 16.8 LOS D A E F B Approach Delay 16.1 67.8 64.0 Lanes, Volumes, Timings 4: I-75 NB Ramp & Pine Ridge Rd 02/05/2018 2040 Future Synchro 9 Report PM Peak-Hour Lane Group Ø2 Ø3 Ø4 Lane Configurations Traffic Volume (vph) Future Volume (vph) Ideal Flow (vphpl) Storage Length (ft) Storage Lanes Taper Length (ft) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Right Turn on Red Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor Heavy Vehicles (%) Adj. Flow (vph) Shared Lane Traffic (%) Lane Group Flow (vph) Turn Type Protected Phases 2 3 4 Permitted Phases Detector Phase Switch Phase Minimum Initial (s) 20.0 4.0 7.0 Minimum Split (s) 26.8 10.8 13.8 Total Split (s) 30.0 23.0 20.0 Total Split (%) 19% 14% 13% Maximum Green (s) 23.2 16.2 13.2 Yellow Time (s) 4.8 4.8 4.8 All-Red Time (s) 2.0 2.0 2.0 Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 Recall Mode C-Min None None Act Effct Green (s) Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Lanes, Volumes, Timings 4: I-75 NB Ramp & Pine Ridge Rd 02/05/2018 2040 Future Synchro 9 Report PM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Approach LOS B E E Queue Length 50th (ft) 374 201 683 206 15 Queue Length 95th (ft) m334 m132 m789 #289 93 Internal Link Dist (ft) 931 1187 654 698 Turn Bay Length (ft) 460 630 365 Base Capacity (vph) 1140 4019 2092 450 353 Starvation Cap Reductn 0 862 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.80 0.88 0.92 0.86 0.51 Intersection Summary Area Type: Other Cycle Length: 160 Actuated Cycle Length: 160 Offset: 78 (49%), Referenced to phase 2:EBWB, Start of Green Natural Cycle: 120 Control Type: Actuated-Coordinated Maximum v/c Ratio: 1.14 Intersection Signal Delay: 36.6 Intersection LOS: D Intersection Capacity Utilization 96.4% ICU Level of Service F Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 4: I-75 NB Ramp & Pine Ridge Rd Lanes, Volumes, Timings 5: Napa Blvd & Pine Ridge Rd 02/05/2018 2040 Future Synchro 9 Report AM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 376 745 92 44 2550 244 34 15 13 38 18 508 Future Volume (vph) 376 745 92 44 2550 244 34 15 13 38 18 508 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 610 0 274 210 0 0 0 0 Storage Lanes 2 0 1 1 0 0 0 1 Taper Length (ft) 100 50 25 25 Lane Util. Factor 0.97 0.91 0.91 1.00 0.91 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.983 0.850 0.972 0.850 Flt Protected 0.950 0.950 0.973 0.967 Satd. Flow (prot) 3433 4607 0 1805 4893 1524 0 1739 0 0 1753 1568 Flt Permitted 0.950 0.950 0.803 0.760 Satd. Flow (perm) 3433 4607 0 1805 4893 1524 0 1435 0 0 1378 1568 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 33 160 7 119 Link Speed (mph) 30 30 30 30 Link Distance (ft) 1267 1091 605 459 Travel Time (s) 28.8 24.8 13.8 10.4 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Heavy Vehicles (%) 2% 12% 0% 0% 6% 6% 6% 0% 0% 7% 0% 3% Adj. Flow (vph) 404 801 99 47 2742 262 37 16 14 41 19 546 Shared Lane Traffic (%) Lane Group Flow (vph) 404 900 0 47 2742 262 0 67 0 0 60 546 Turn Type Prot NA Prot NA Perm Perm NA Perm NA Perm Protected Phases 1 6 5 2 4 8 Permitted Phases 2 4 8 8 Detector Phase 1 6 52244 888 Switch Phase Minimum Initial (s) 10.0 20.0 7.0 20.0 20.0 8.0 8.0 8.0 8.0 8.0 Minimum Split (s) 16.8 26.8 13.8 26.8 26.8 22.9 22.9 22.9 22.9 22.9 Total Split (s) 23.0 118.0 15.0 110.0 110.0 27.0 27.0 27.0 27.0 27.0 Total Split (%) 14.4% 73.8% 9.4% 68.8% 68.8% 16.9% 16.9% 16.9% 16.9% 16.9% Maximum Green (s) 16.2 111.2 8.2 103.2 103.2 20.1 20.1 20.1 20.1 20.1 Yellow Time (s) 4.8 4.8 4.8 4.8 4.8 4.4 4.4 4.4 4.4 4.4 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.5 2.5 2.5 2.5 2.5 Lost Time Adjust (s) -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 Total Lost Time (s) 5.3 5.3 5.3 5.3 5.3 5.4 5.4 5.4 Lead/Lag Lead Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None C-Min None C-Min C-Min None None None None None Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0000 000 Act Effct Green (s) 17.7 115.7 9.4 104.7 104.7 21.6 21.6 21.6 Actuated g/C Ratio 0.11 0.72 0.06 0.65 0.65 0.14 0.14 0.14 v/c Ratio 1.07 0.27 0.44 0.86 0.25 0.34 0.32 1.74 Control Delay 147.6 2.1 86.1 25.3 4.7 61.3 68.0 374.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Lanes, Volumes, Timings 5: Napa Blvd & Pine Ridge Rd 02/05/2018 2040 Future Synchro 9 Report AM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Total Delay 147.6 2.1 86.1 25.3 4.7 61.3 68.0 374.3 LOS F A F C A E E F Approach Delay 47.2 24.5 61.3 344.0 Approach LOS D C E F Queue Length 50th (ft) ~223 17 48 782 37 58 58 ~734 Queue Length 95th (ft) #337 33 95 846 75 111 108 #974 Internal Link Dist (ft) 1187 1011 525 379 Turn Bay Length (ft) 610 274 210 Base Capacity (vph) 379 3340 109 3201 1052 199 186 314 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 1.07 0.27 0.43 0.86 0.25 0.34 0.32 1.74 Intersection Summary Area Type: Other Cycle Length: 160 Actuated Cycle Length: 160 Offset: 97 (61%), Referenced to phase 2:WBT and 6:EBT, Start of Green Natural Cycle: 150 Control Type: Actuated-Coordinated Maximum v/c Ratio: 1.74 Intersection Signal Delay: 69.4 Intersection LOS: E Intersection Capacity Utilization 100.8% ICU Level of Service G Analysis Period (min) 15 ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 5: Napa Blvd & Pine Ridge Rd Lanes, Volumes, Timings 5: Napa Blvd & Pine Ridge Rd 02/05/2018 2040 Future Synchro 9 Report PM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 434 2382 49 13 1228 123 104 27 41 124 26 538 Future Volume (vph) 434 2382 49 13 1228 123 104 27 41 124 26 538 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 610 0 274 210 0 0 0 0 Storage Lanes 2 0 1 1 0 0 0 1 Taper Length (ft) 100 50 25 25 Lane Util. Factor 0.97 0.91 0.91 1.00 0.91 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.997 0.850 0.968 0.850 Flt Protected 0.950 0.950 0.971 0.960 Satd. Flow (prot) 3467 5024 0 1805 4988 1599 0 1786 0 0 1780 1599 Flt Permitted 0.950 0.950 0.590 0.647 Satd. Flow (perm) 3467 5024 0 1805 4988 1599 0 1085 0 0 1200 1599 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 3 119 9 290 Link Speed (mph) 30 30 30 30 Link Distance (ft) 1267 1091 605 459 Travel Time (s) 28.8 24.8 13.8 10.4 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Heavy Vehicles (%) 1% 3% 0% 0% 4% 1% 0% 0% 0% 3% 0% 1% Adj. Flow (vph) 452 2481 51 14 1279 128 108 28 43 129 27 560 Shared Lane Traffic (%) Lane Group Flow (vph) 452 2532 0 14 1279 128 0 179 0 0 156 560 Turn Type Prot NA Prot NA Perm Perm NA Perm NA Perm Protected Phases 1 6 5 2 4 8 Permitted Phases 2 4 8 8 Detector Phase 1 6 52244 888 Switch Phase Minimum Initial (s) 10.0 20.0 7.0 20.0 20.0 8.0 8.0 8.0 8.0 8.0 Minimum Split (s) 16.8 26.8 13.8 26.8 26.8 22.9 22.9 22.9 22.9 22.9 Total Split (s) 38.0 96.0 24.0 82.0 82.0 40.0 40.0 40.0 40.0 40.0 Total Split (%) 23.8% 60.0% 15.0% 51.3% 51.3% 25.0% 25.0% 25.0% 25.0% 25.0% Maximum Green (s) 31.2 89.2 17.2 75.2 75.2 33.1 33.1 33.1 33.1 33.1 Yellow Time (s) 4.8 4.8 4.8 4.8 4.8 4.4 4.4 4.4 4.4 4.4 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.5 2.5 2.5 2.5 2.5 Lost Time Adjust (s) -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 Total Lost Time (s) 5.3 5.3 5.3 5.3 5.3 5.4 5.4 5.4 Lead/Lag Lead Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None C-Min None C-Min C-Min None None None None None Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0000 000 Act Effct Green (s) 27.4 108.8 8.9 82.1 82.1 34.5 34.5 34.5 Actuated g/C Ratio 0.17 0.68 0.06 0.51 0.51 0.22 0.22 0.22 v/c Ratio 0.76 0.74 0.14 0.50 0.15 0.75 0.60 0.98 Control Delay 69.2 22.9 74.8 26.8 4.6 75.1 67.6 62.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Lanes, Volumes, Timings 5: Napa Blvd & Pine Ridge Rd 02/05/2018 2040 Future Synchro 9 Report PM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Total Delay 69.2 22.9 74.8 26.8 4.6 75.1 67.6 62.0 LOS EC ECA E EE Approach Delay 29.9 25.3 75.1 63.2 Approach LOS C C E E Queue Length 50th (ft) 221 873 14 315 5 168 149 326 Queue Length 95th (ft) 268 1040 40 383 42 #283 234 #583 Internal Link Dist (ft) 1187 1011 525 379 Turn Bay Length (ft) 610 274 210 Base Capacity (vph) 708 3417 210 2558 878 241 259 573 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.64 0.74 0.07 0.50 0.15 0.74 0.60 0.98 Intersection Summary Area Type: Other Cycle Length: 160 Actuated Cycle Length: 160 Offset: 116 (73%), Referenced to phase 2:WBT and 6:EBT, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.98 Intersection Signal Delay: 34.7 Intersection LOS: C Intersection Capacity Utilization 82.6% ICU Level of Service E Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 5: Napa Blvd & Pine Ridge Rd HCM 2010 TWSC 6: Livingston Rd & Marbella Lakes Dr 02/05/2018 2040 Future Synchro 9 Report AM Peak-Hour Intersection Int Delay, s/veh 2 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 36 88 1256 15 21 1916 Future Vol, veh/h 36 88 1256 15 21 1916 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 320 - 300 400 - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 94 94 94 94 94 94 Heavy Vehicles, % 8 0 4 20 0 4 Mvmt Flow 38 94 1336 16 22 2038 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 2196 668 0 0 1336 0 Stage 1 1336 ----- Stage 2 860 ----- Critical Hdwy 5.86 7.1 - - 5.3 - Critical Hdwy Stg 1 6.76 ----- Critical Hdwy Stg 2 6.16 ----- Follow-up Hdwy 3.88 3.9 - - 3.1 - Pot Cap-1 Maneuver 68 347 - - 273 - Stage 1 142 ----- Stage 2 327 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 63 347 - - 273 - Mov Cap-2 Maneuver 63 ----- Stage 1 142 ----- Stage 2 301 ----- Approach WB NB SB HCM Control Delay, s 50.5 0 0.2 HCM LOS F Minor Lane/Major Mvmt NBT NBRWBLn1WBLn2 SBL SBT Capacity (veh/h) - - 63 347 273 - HCM Lane V/C Ratio - - 0.608 0.27 0.082 - HCM Control Delay (s) - - 126.9 19.2 19.4 - HCM Lane LOS - - F C C - HCM 95th %tile Q(veh) - - 2.5 1.1 0.3 - HCM 2010 TWSC 6: Livingston Rd & Marbella Lakes Dr 02/05/2018 2040 Future Synchro 9 Report PM Peak-Hour Intersection Int Delay, s/veh 6.3 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 28 45 1827 37 64 1307 Future Vol, veh/h 28 45 1827 37 64 1307 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 320 - 300 400 - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 94 94 94 94 94 94 Heavy Vehicles, % 0 22004 Mvmt Flow 30 48 1944 39 68 1390 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 2636 972 0 0 1944 0 Stage 1 1944 ----- Stage 2 692 ----- Critical Hdwy 5.7 7.14 - - 5.3 - Critical Hdwy Stg 1 6.6 ----- Critical Hdwy Stg 2 6 ----- Follow-up Hdwy 3.8 3.92 - - 3.1 - Pot Cap-1 Maneuver 43 217 - - 137 - Stage 1 63 ----- Stage 2 421 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver ~ 22 217 - - 137 - Mov Cap-2 Maneuver ~ 22 ----- Stage 1 63 ----- Stage 2 212 ----- Approach WB NB SB HCM Control Delay, s 236.3 0 2.6 HCM LOS F Minor Lane/Major Mvmt NBT NBRWBLn1WBLn2 SBL SBT Capacity (veh/h) - - 22 217 137 - HCM Lane V/C Ratio - - 1.354 0.221 0.497 - HCM Control Delay (s) - -$ 573.9 26.2 54.8 - HCM Lane LOS - - F D F - HCM 95th %tile Q(veh) - - 3.9 0.8 2.3 - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon Appendix J Synchro Worksheets: 2040 Conventional Improvements Condition Lanes, Volumes, Timings 1: Livingston Rd & Pine Ridge Rd 02/05/2018 2040 Future with Improvements Synchro 9 Report AM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 276 983 210 552 2305 359 491 833 269 420 1091 465 Future Volume (vph) 276 983 210 552 2305 359 491 833 269 420 1091 465 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 425 850 425 325 600 450 550 725 Storage Lanes 2 1 2 1 2 1 2 1 Taper Length (ft) 100 100 150 100 Lane Util. Factor 0.97 0.86 1.00 0.97 0.86 1.00 0.97 0.91 0.88 0.97 0.91 1.00 Frt 0.850 0.850 0.850 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 3335 6166 1583 3183 6225 1538 3367 4893 2707 3433 4988 1568 Flt Permitted 0.950 0.950 0.950 0.950 Satd. Flow (perm) 3335 6166 1583 3183 6225 1538 3367 4893 2707 3433 4988 1568 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 216 275 276 192 Link Speed (mph) 45 45 45 45 Link Distance (ft) 1277 2612 1188 1358 Travel Time (s) 19.3 39.6 18.0 20.6 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Heavy Vehicles (%) 5% 6% 2% 10% 5% 5% 4% 6% 5% 2% 4% 3% Adj. Flow (vph) 285 1013 216 569 2376 370 506 859 277 433 1125 479 Shared Lane Traffic (%) Lane Group Flow (vph) 285 1013 216 569 2376 370 506 859 277 433 1125 479 Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 1 6 5 2 7 4 3 8 Permitted Phases 6248 Detector Phase 166522744388 Switch Phase Minimum Initial (s) 7.0 20.0 20.0 7.0 20.0 20.0 7.0 10.0 10.0 7.0 10.0 10.0 Minimum Split (s) 14.1 29.8 29.8 14.1 29.5 29.5 16.5 23.2 23.2 16.9 23.2 23.2 Total Split (s) 20.0 48.0 48.0 39.6 67.6 67.6 30.0 39.7 39.7 32.7 42.4 42.4 Total Split (%) 12.5% 30.0% 30.0% 24.8% 42.3% 42.3% 18.8% 24.8% 24.8% 20.4% 26.5% 26.5% Maximum Green (s) 12.9 38.2 38.2 32.5 60.4 60.4 22.8 32.5 32.5 22.8 35.2 35.2 Yellow Time (s) 4.8 4.8 4.8 4.8 4.8 4.8 4.8 4.8 4.8 4.8 4.8 4.8 All-Red Time (s) 2.3 5.0 5.0 2.3 2.4 2.4 2.4 2.4 2.4 5.1 2.4 2.4 Lost Time Adjust (s) -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 Total Lost Time (s) 5.6 8.3 8.3 5.6 5.7 5.7 5.7 5.7 5.7 8.4 5.7 5.7 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None C-Min C-Min None C-Min C-Min None None None None None None Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0 Act Effct Green (s) 14.4 41.1 41.1 32.6 61.9 61.9 24.3 34.6 34.6 23.7 36.7 36.7 Actuated g/C Ratio 0.09 0.26 0.26 0.20 0.39 0.39 0.15 0.22 0.22 0.15 0.23 0.23 v/c Ratio 0.95 0.64 0.38 0.88 0.99 0.48 0.99 0.81 0.35 0.85 0.98 0.94 Control Delay 111.7 55.3 7.5 59.8 46.3 11.7 104.0 66.9 6.6 82.6 83.6 64.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Lanes, Volumes, Timings 1: Livingston Rd & Pine Ridge Rd 02/05/2018 2040 Future with Improvements Synchro 9 Report AM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Total Delay 111.7 55.3 7.5 59.8 46.3 11.7 104.0 66.9 6.6 82.6 83.6 64.0 LOS FEAEDBFEAFFE Approach Delay 59.1 44.8 68.2 78.8 Approach LOS E D E E Queue Length 50th (ft) 155 279 0 289 720 146 276 317 0 229 433 325 Queue Length 95th (ft) #251 321 69 m319 #808 m171 #400 373 44 #307 #536 #556 Internal Link Dist (ft) 1197 2532 1108 1278 Turn Bay Length (ft) 425 850 425 325 600 450 550 725 Base Capacity (vph) 300 1582 567 676 2408 763 511 1057 801 521 1144 507 Starvation Cap Reductn 000000000000 Spillback Cap Reductn 000000000000 Storage Cap Reductn 000000000000 Reduced v/c Ratio 0.95 0.64 0.38 0.84 0.99 0.48 0.99 0.81 0.35 0.83 0.98 0.94 Intersection Summary Area Type: Other Cycle Length: 160 Actuated Cycle Length: 160 Offset: 102 (64%), Referenced to phase 2:WBT and 6:EBT, Start of Green Natural Cycle: 125 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.99 Intersection Signal Delay: 60.0 Intersection LOS: E Intersection Capacity Utilization 95.3% ICU Level of Service F Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 1: Livingston Rd & Pine Ridge Rd Lanes, Volumes, Timings 1: Livingston Rd & Pine Ridge Rd 02/05/2018 2040 Future with Improvements Synchro 9 Report PM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 298 2183 475 279 1674 437 356 1095 655 436 849 330 Future Volume (vph) 298 2183 475 279 1674 437 356 1095 655 436 849 330 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 425 850 425 325 600 450 550 725 Storage Lanes 2 1 2 1 2 1 2 1 Taper Length (ft) 100 100 150 100 Lane Util. Factor 0.97 0.86 1.00 0.97 0.86 1.00 0.97 0.91 0.88 0.97 0.91 1.00 Frt 0.850 0.850 0.850 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 3467 6346 1599 3367 6346 1583 3433 5036 2733 3400 4988 1599 Flt Permitted 0.950 0.950 0.950 0.950 Satd. Flow (perm) 3467 6346 1599 3367 6346 1583 3433 5036 2733 3400 4988 1599 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 319 320 302 175 Link Speed (mph) 45 45 45 45 Link Distance (ft) 1277 2612 1188 1358 Travel Time (s) 19.3 39.6 18.0 20.6 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Heavy Vehicles (%) 1% 3% 1% 4% 3% 2% 2% 3% 4% 3% 4% 1% Adj. Flow (vph) 307 2251 490 288 1726 451 367 1129 675 449 875 340 Shared Lane Traffic (%) Lane Group Flow (vph) 307 2251 490 288 1726 451 367 1129 675 449 875 340 Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 1 6 5 2 7 4 3 8 Permitted Phases 6248 Detector Phase 166522744388 Switch Phase Minimum Initial (s) 7.0 20.0 20.0 7.0 20.0 20.0 7.0 10.0 10.0 7.0 10.0 10.0 Minimum Split (s) 14.1 29.8 29.8 14.1 29.5 29.5 16.5 23.2 23.2 16.9 23.2 23.2 Total Split (s) 26.0 67.0 67.0 20.0 61.0 61.0 26.5 42.6 42.6 30.4 46.5 46.5 Total Split (%) 16.3% 41.9% 41.9% 12.5% 38.1% 38.1% 16.6% 26.6% 26.6% 19.0% 29.1% 29.1% Maximum Green (s) 18.9 57.2 57.2 12.9 53.8 53.8 19.3 35.4 35.4 20.5 39.3 39.3 Yellow Time (s) 4.8 4.8 4.8 4.8 4.8 4.8 4.8 4.8 4.8 4.8 4.8 4.8 All-Red Time (s) 2.3 5.0 5.0 2.3 2.4 2.4 2.4 2.4 2.4 5.1 2.4 2.4 Lost Time Adjust (s) -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 Total Lost Time (s) 5.6 8.3 8.3 5.6 5.7 5.7 5.7 5.7 5.7 8.4 5.7 5.7 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None C-Min C-Min None C-Min C-Min None None None None None None Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0 Act Effct Green (s) 19.2 58.7 58.7 14.4 56.5 56.5 20.4 36.9 36.9 22.0 41.2 41.2 Actuated g/C Ratio 0.12 0.37 0.37 0.09 0.35 0.35 0.13 0.23 0.23 0.14 0.26 0.26 v/c Ratio 0.74 0.97 0.62 0.95 0.77 0.59 0.84 0.97 0.78 0.96 0.68 0.63 Control Delay 79.1 61.8 17.3 102.1 28.0 14.3 85.3 81.0 38.5 100.6 56.8 30.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Lanes, Volumes, Timings 1: Livingston Rd & Pine Ridge Rd 02/05/2018 2040 Future with Improvements Synchro 9 Report PM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Total Delay 79.1 61.8 17.3 102.1 28.0 14.3 85.3 81.0 38.5 100.6 56.8 30.5 LOS EEBFCBFFDFEC Approach Delay 56.4 34.1 68.5 63.3 Approach LOS E C E E Queue Length 50th (ft) 160 671 144 148 448 155 195 433 219 244 305 156 Queue Length 95th (ft) 216 #752 273 m#234 499 m355 #269 #532 307 #356 357 272 Internal Link Dist (ft) 1197 2532 1108 1278 Turn Bay Length (ft) 425 850 425 325 600 450 550 725 Base Capacity (vph) 442 2328 788 303 2240 765 446 1161 862 467 1283 541 Starvation Cap Reductn 000000000000 Spillback Cap Reductn 000000000000 Storage Cap Reductn 000000000000 Reduced v/c Ratio 0.69 0.97 0.62 0.95 0.77 0.59 0.82 0.97 0.78 0.96 0.68 0.63 Intersection Summary Area Type: Other Cycle Length: 160 Actuated Cycle Length: 160 Offset: 43 (27%), Referenced to phase 2:WBT and 6:EBT, Start of Green Natural Cycle: 125 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.97 Intersection Signal Delay: 54.6 Intersection LOS: D Intersection Capacity Utilization 96.5% ICU Level of Service F Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 1: Livingston Rd & Pine Ridge Rd Lanes, Volumes, Timings 2: Whippoorwill Ln & Pine Ridge Rd 02/05/2018 2040 Future with Improvements Synchro 9 Report AM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 138 1276 368 443 2968 228 484 54 192 82 13 185 Future Volume (vph) 138 1276 368 443 2968 228 484 54 192 82 13 185 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 525 300 500 175 375 200 150 125 Storage Lanes 2 1 1 1 2 1 1 1 Taper Length (ft) 50 50 50 50 Lane Util. Factor 0.97 0.86 1.00 1.00 0.86 1.00 0.97 1.00 1.00 0.97 1.00 1.00 Frt 0.850 0.850 0.850 0.860 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 3335 6108 1568 1787 6166 1468 3433 1900 1615 3183 1533 0 Flt Permitted 0.950 0.950 0.950 0.950 Satd. Flow (perm) 3335 6108 1568 1787 6166 1468 3433 1900 1615 3183 1533 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 379 163 198 79 Link Speed (mph) 45 45 30 30 Link Distance (ft) 2612 1936 722 316 Travel Time (s) 39.6 29.3 16.4 7.2 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Heavy Vehicles (%) 5% 7% 3% 1% 6% 10% 2% 0% 0% 10% 0% 7% Adj. Flow (vph) 142 1315 379 457 3060 235 499 56 198 85 13 191 Shared Lane Traffic (%) Lane Group Flow (vph) 142 1315 379 457 3060 235 499 56 198 85 204 0 Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Protected Phases 1 6 5 2 7 4 3 8 Permitted Phases 6 2 4 Detector Phase 16652274438 Switch Phase Minimum Initial (s) 7.0 20.0 20.0 7.0 20.0 20.0 5.0 8.0 8.0 5.0 8.0 Minimum Split (s) 13.8 26.8 26.8 13.8 26.8 26.8 11.7 22.7 22.7 11.7 22.7 Total Split (s) 14.0 53.3 53.3 52.7 92.0 92.0 31.0 39.9 39.9 14.1 23.0 Total Split (%) 8.8% 33.3% 33.3% 32.9% 57.5% 57.5% 19.4% 24.9% 24.9% 8.8% 14.4% Maximum Green (s) 7.2 46.5 46.5 45.9 85.2 85.2 24.3 33.2 33.2 7.4 16.3 Yellow Time (s) 4.8 4.8 4.8 4.8 4.8 4.8 4.4 4.4 4.4 4.4 4.4 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.3 2.3 2.3 2.3 2.3 Lost Time Adjust (s) -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 Total Lost Time (s) 5.3 5.3 5.3 5.3 5.3 5.3 5.2 5.2 5.2 5.2 5.2 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None C-Min C-Min None C-Min C-Min None None None None None Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 Act Effct Green (s) 9.1 51.8 51.8 44.8 87.5 87.5 25.6 33.6 33.6 8.8 16.8 Actuated g/C Ratio 0.06 0.32 0.32 0.28 0.55 0.55 0.16 0.21 0.21 0.06 0.10 v/c Ratio 0.75 0.67 0.50 0.92 0.91 0.27 0.91 0.14 0.40 0.49 0.88 Control Delay 123.8 38.5 18.3 74.7 35.6 9.7 87.1 51.9 8.7 83.1 77.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Lanes, Volumes, Timings 2: Whippoorwill Ln & Pine Ridge Rd 02/05/2018 2040 Future with Improvements Synchro 9 Report AM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Total Delay 123.8 38.5 18.3 74.7 35.6 9.7 87.1 51.9 8.7 83.1 77.5 LOS FDBEDAFDAFE Approach Delay 40.9 38.7 63.9 79.1 Approach LOS D D E E Queue Length 50th (ft) 74 413 181 474 669 43 268 48 0 45 133 Queue Length 95th (ft) m#119 438 m239 m#581 m730 m78 #368 90 69 76 #278 Internal Link Dist (ft) 2532 1856 642 236 Turn Bay Length (ft) 525 300 500 175 375 200 150 Base Capacity (vph) 189 1977 763 529 3371 876 553 412 505 177 240 Starvation Cap Reductn 00000000000 Spillback Cap Reductn 00000000000 Storage Cap Reductn 00000000000 Reduced v/c Ratio 0.75 0.67 0.50 0.86 0.91 0.27 0.90 0.14 0.39 0.48 0.85 Intersection Summary Area Type: Other Cycle Length: 160 Actuated Cycle Length: 160 Offset: 29 (18%), Referenced to phase 2:WBT and 6:EBT, Start of Green Natural Cycle: 130 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.92 Intersection Signal Delay: 44.0 Intersection LOS: D Intersection Capacity Utilization 92.3% ICU Level of Service F Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 2: Whippoorwill Ln & Pine Ridge Rd Lanes, Volumes, Timings 2: Whippoorwill Ln & Pine Ridge Rd 02/05/2018 2040 Future with Improvements Synchro 9 Report PM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 454 2748 440 198 1913 266 521 45 365 398 24 253 Future Volume (vph) 454 2748 440 198 1913 266 521 45 365 398 24 253 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 525 300 500 175 375 200 150 125 Storage Lanes 2 1 1 1 2 1 1 1 Taper Length (ft) 50 50 50 50 Lane Util. Factor 0.97 0.86 1.00 1.00 0.86 1.00 0.97 1.00 1.00 0.97 1.00 1.00 Frt 0.850 0.850 0.850 0.863 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 3367 6346 1599 1770 6346 1553 3467 1900 1583 3273 1596 0 Flt Permitted 0.950 0.950 0.950 0.950 Satd. Flow (perm) 3367 6346 1599 1770 6346 1553 3467 1900 1583 3273 1596 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 299 164 196 251 Link Speed (mph) 45 45 30 30 Link Distance (ft) 2612 1936 722 316 Travel Time (s) 39.6 29.3 16.4 7.2 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Heavy Vehicles (%) 4% 3% 1% 2% 3% 4% 1% 0% 2% 7% 0% 3% Adj. Flow (vph) 473 2863 458 206 1993 277 543 47 380 415 25 264 Shared Lane Traffic (%) Lane Group Flow (vph) 473 2863 458 206 1993 277 543 47 380 415 289 0 Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Protected Phases 1 6 5 2 7 4 3 8 Permitted Phases 6 2 4 Detector Phase 16652274438 Switch Phase Minimum Initial (s) 7.0 20.0 20.0 7.0 20.0 20.0 5.0 8.0 8.0 5.0 8.0 Minimum Split (s) 13.8 26.8 26.8 13.8 26.8 26.8 11.7 22.7 22.7 11.7 22.7 Total Split (s) 37.0 79.0 79.0 25.0 67.0 67.0 32.0 30.0 30.0 26.0 24.0 Total Split (%) 23.1% 49.4% 49.4% 15.6% 41.9% 41.9% 20.0% 18.8% 18.8% 16.3% 15.0% Maximum Green (s) 30.2 72.2 72.2 18.2 60.2 60.2 25.3 23.3 23.3 19.3 17.3 Yellow Time (s) 4.8 4.8 4.8 4.8 4.8 4.8 4.4 4.4 4.4 4.4 4.4 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.3 2.3 2.3 2.3 2.3 Lost Time Adjust (s) -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 Total Lost Time (s) 5.3 5.3 5.3 5.3 5.3 5.3 5.2 5.2 5.2 5.2 5.2 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None C-Min C-Min None C-Min C-Min None None None None None Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 Act Effct Green (s) 28.4 74.5 74.5 20.1 66.2 66.2 26.8 23.6 23.6 20.8 17.6 Actuated g/C Ratio 0.18 0.47 0.47 0.13 0.41 0.41 0.17 0.15 0.15 0.13 0.11 v/c Ratio 0.79 0.97 0.51 0.93 0.76 0.38 0.94 0.17 0.95 0.98 0.72 Control Delay 63.1 43.4 9.8 114.0 22.5 7.3 89.7 60.5 66.0 106.3 23.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Lanes, Volumes, Timings 2: Whippoorwill Ln & Pine Ridge Rd 02/05/2018 2040 Future with Improvements Synchro 9 Report PM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Total Delay 63.1 43.4 9.8 114.0 22.5 7.3 89.7 60.5 66.0 106.3 23.1 LOS EDAFCAFEEFC Approach Delay 41.8 28.4 79.0 72.1 Approach LOS D C E E Queue Length 50th (ft) 217 868 216 223 361 51 293 43 206 226 37 Queue Length 95th (ft) m234 #949 m250 m#351 419 m71 #405 85 #411 #339 145 Internal Link Dist (ft) 2532 1856 642 236 Turn Bay Length (ft) 525 300 500 175 375 200 150 Base Capacity (vph) 667 2955 904 221 2626 738 580 294 410 425 409 Starvation Cap Reductn 00000000000 Spillback Cap Reductn 00000000000 Storage Cap Reductn 00000000000 Reduced v/c Ratio 0.71 0.97 0.51 0.93 0.76 0.38 0.94 0.16 0.93 0.98 0.71 Intersection Summary Area Type: Other Cycle Length: 160 Actuated Cycle Length: 160 Offset: 124 (78%), Referenced to phase 2:WBT and 6:EBT, Start of Green Natural Cycle: 150 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.98 Intersection Signal Delay: 44.9 Intersection LOS: D Intersection Capacity Utilization 100.0% ICU Level of Service G Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 2: Whippoorwill Ln & Pine Ridge Rd Lanes, Volumes, Timings 3: Pine Ridge Rd & I-75 SB Ramp 02/05/2018 2040 Future with Improvements Synchro 9 Report AM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 1120 405 248 2650 00003950989 Future Volume (vph) 0 1120 405 248 2650 00003950989 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 300 250 0 0 0 0 0 Storage Lanes 0 1 1 0 0 0 2 2 Taper Length (ft) 25 50 25 25 Lane Util. Factor 1.00 0.86 1.00 1.00 0.86 1.00 1.00 1.00 1.00 0.97 1.00 0.88 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 0 6108 1568 1736 6225 00003155 0 2656 Flt Permitted 0.169 0.950 Satd. Flow (perm) 0 6108 1568 309 6225 00003155 0 2656 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 426 119 Link Speed (mph) 45 30 30 30 Link Distance (ft) 1936 1011 694 790 Travel Time (s) 29.3 23.0 15.8 18.0 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles (%) 0% 7% 3% 4% 5% 0% 0% 0% 0% 11% 0% 7% Adj. Flow (vph) 0 1179 426 261 2789 000041601041 Shared Lane Traffic (%) Lane Group Flow (vph) 0 1179 426 261 2789 000041601041 Turn Type NA Perm pm+pt NA Perm Perm Protected Phases 1 2 3 1 2 3 Permitted Phases 1 2 1 2 3 4 5 4 5 Detector Phase 1 2 1 2 3 1 2 3 4 5 4 5 Switch Phase Minimum Initial (s) 4.0 Minimum Split (s) 10.8 Total Split (s) 17.0 Total Split (%) 10.6% Maximum Green (s) 10.2 Yellow Time (s) 4.8 All-Red Time (s) 2.0 Lost Time Adjust (s) -1.5 Total Lost Time (s) 5.3 Lead/Lag Lead Lead-Lag Optimize? Vehicle Extension (s) 3.0 Recall Mode None Act Effct Green (s) 73.7 73.7 85.4 90.7 58.7 58.7 Actuated g/C Ratio 0.46 0.46 0.53 0.57 0.37 0.37 v/c Ratio 0.42 0.45 0.97 0.79 0.36 0.99 Control Delay 12.6 5.6 76.8 37.1 38.1 70.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 12.6 5.6 76.8 37.1 38.1 70.1 LOS B A E D D E Approach Delay 10.7 40.5 60.9 Lanes, Volumes, Timings 3: Pine Ridge Rd & I-75 SB Ramp 02/05/2018 2040 Future with Improvements Synchro 9 Report AM Peak-Hour Lane Group Ø1 Ø2 Ø4 Ø5 Lane Configurations Traffic Volume (vph) Future Volume (vph) Ideal Flow (vphpl) Storage Length (ft) Storage Lanes Taper Length (ft) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Right Turn on Red Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor Heavy Vehicles (%) Adj. Flow (vph) Shared Lane Traffic (%) Lane Group Flow (vph) Turn Type Protected Phases 1245 Permitted Phases Detector Phase Switch Phase Minimum Initial (s) 7.0 20.0 7.0 4.0 Minimum Split (s) 13.8 26.8 13.8 11.5 Total Split (s) 33.0 46.0 33.0 31.0 Total Split (%) 21% 29% 21% 19% Maximum Green (s) 26.2 39.2 26.2 23.5 Yellow Time (s) 4.8 4.8 4.8 5.5 All-Red Time (s) 2.0 2.0 2.0 2.0 Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lead Lag Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 Recall Mode None C-Min None None Act Effct Green (s) Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Lanes, Volumes, Timings 3: Pine Ridge Rd & I-75 SB Ramp 02/05/2018 2040 Future with Improvements Synchro 9 Report AM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Approach LOS B D E Queue Length 50th (ft) 55 22 177 601 163 565 Queue Length 95th (ft) 118 110 m#194 m634 211 #741 Internal Link Dist (ft) 1856 931 614 710 Turn Bay Length (ft) 300 250 Base Capacity (vph) 2813 952 269 3528 1157 1049 Starvation Cap Reductn 0000 0 0 Spillback Cap Reductn 0000 0 0 Storage Cap Reductn 0000 0 0 Reduced v/c Ratio 0.42 0.45 0.97 0.79 0.36 0.99 Intersection Summary Area Type: Other Cycle Length: 160 Actuated Cycle Length: 160 Offset: 51 (32%), Referenced to phase 2:EBWB, Start of Green Natural Cycle: 110 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.99 Intersection Signal Delay: 37.6 Intersection LOS: D Intersection Capacity Utilization 88.0% ICU Level of Service E Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 3: Pine Ridge Rd & I-75 SB Ramp Lanes, Volumes, Timings 3: Pine Ridge Rd & I-75 SB Ramp 02/05/2018 2040 Future with Improvements Synchro 9 Report PM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 2896 540 146 1569 00006700808 Future Volume (vph) 0 2896 540 146 1569 00006700808 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 300 250 0 0 0 0 0 Storage Lanes 0 1 1 0 0 0 2 2 Taper Length (ft) 25 50 25 25 Lane Util. Factor 1.00 0.86 1.00 1.00 0.86 1.00 1.00 1.00 1.00 0.97 1.00 0.88 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 0 6346 1568 1770 6346 00003367 0 2787 Flt Permitted 0.050 0.950 Satd. Flow (perm) 0 6346 1568 93 6346 00003367 0 2787 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 374 119 Link Speed (mph) 45 30 30 30 Link Distance (ft) 1936 1011 694 790 Travel Time (s) 29.3 23.0 15.8 18.0 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles (%) 0% 3% 3% 2% 3% 0% 0% 0% 0% 4% 0% 2% Adj. Flow (vph) 0 3048 568 154 1652 00007050851 Shared Lane Traffic (%) Lane Group Flow (vph) 0 3048 568 154 1652 00007050851 Turn Type NA Perm pm+pt NA Perm Perm Protected Phases 1 2 3 1 2 3 Permitted Phases 1 2 1 2 3 4 5 4 5 Detector Phase 1 2 1 2 3 1 2 3 4 5 4 5 Switch Phase Minimum Initial (s) 4.0 Minimum Split (s) 10.8 Total Split (s) 18.0 Total Split (%) 11.3% Maximum Green (s) 11.2 Yellow Time (s) 4.8 All-Red Time (s) 2.0 Lost Time Adjust (s) -1.5 Total Lost Time (s) 5.3 Lead/Lag Lead Lead-Lag Optimize? Vehicle Extension (s) 3.0 Recall Mode None Act Effct Green (s) 79.7 79.7 92.4 97.7 51.7 51.7 Actuated g/C Ratio 0.50 0.50 0.58 0.61 0.32 0.32 v/c Ratio 0.96 0.59 0.83 0.43 0.65 0.87 Control Delay 21.2 2.1 86.0 24.6 49.7 54.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 21.2 2.1 86.0 24.6 49.7 54.1 LOS C A F C D D Approach Delay 18.2 29.9 52.1 Lanes, Volumes, Timings 3: Pine Ridge Rd & I-75 SB Ramp 02/05/2018 2040 Future with Improvements Synchro 9 Report PM Peak-Hour Lane Group Ø1 Ø2 Ø4 Ø5 Lane Configurations Traffic Volume (vph) Future Volume (vph) Ideal Flow (vphpl) Storage Length (ft) Storage Lanes Taper Length (ft) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Right Turn on Red Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor Heavy Vehicles (%) Adj. Flow (vph) Shared Lane Traffic (%) Lane Group Flow (vph) Turn Type Protected Phases 1245 Permitted Phases Detector Phase Switch Phase Minimum Initial (s) 7.0 20.0 7.0 4.0 Minimum Split (s) 13.8 26.8 13.8 11.5 Total Split (s) 54.0 31.0 31.0 26.0 Total Split (%) 34% 19% 19% 16% Maximum Green (s) 47.2 24.2 24.2 18.5 Yellow Time (s) 4.8 4.8 4.8 5.5 All-Red Time (s) 2.0 2.0 2.0 2.0 Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lead Lag Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 Recall Mode None C-Min None None Act Effct Green (s) Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Lanes, Volumes, Timings 3: Pine Ridge Rd & I-75 SB Ramp 02/05/2018 2040 Future with Improvements Synchro 9 Report PM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Approach LOS B C D Queue Length 50th (ft) 304 19 104 355 326 421 Queue Length 95th (ft) m473 m26 m#206 404 397 523 Internal Link Dist (ft) 1856 931 614 710 Turn Bay Length (ft) 300 250 Base Capacity (vph) 3161 968 186 3875 1087 981 Starvation Cap Reductn 0000 0 0 Spillback Cap Reductn 0000 0 0 Storage Cap Reductn 0000 0 0 Reduced v/c Ratio 0.96 0.59 0.83 0.43 0.65 0.87 Intersection Summary Area Type: Other Cycle Length: 160 Actuated Cycle Length: 160 Offset: 25 (16%), Referenced to phase 2:EBWB, Start of Green Natural Cycle: 110 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.96 Intersection Signal Delay: 28.8 Intersection LOS: C Intersection Capacity Utilization 82.4% ICU Level of Service E Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 3: Pine Ridge Rd & I-75 SB Ramp Lanes, Volumes, Timings 4: I-75 NB Ramp & Pine Ridge Rd 02/05/2018 2040 Future with Improvements Synchro 9 Report AM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 497 1020 0 0 2407 686 479 0 193 0 0 0 Future Volume (vph) 497 1020 0 0 2407 686 479 0 193 0 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 460 0 0 0 630 365 0 0 Storage Lanes 2 0 0 0 1 1 0 0 Taper Length (ft) 100 25 50 25 Lane Util. Factor 0.97 0.86 1.00 1.00 0.86 0.86 0.97 1.00 1.00 1.00 1.00 1.00 Frt 0.967 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 3183 6052 0 0 6019 0 3335 0 1615 0 0 0 Flt Permitted 0.950 0.950 Satd. Flow (perm) 3183 6052 0 0 6019 0 3335 0 1615 0 0 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 74 173 Link Speed (mph) 30 30 30 30 Link Distance (ft) 1011 1267 734 778 Travel Time (s) 23.0 28.8 16.7 17.7 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Heavy Vehicles (%) 10% 8% 0% 0% 5% 5% 5% 0% 0% 0% 0% 0% Adj. Flow (vph) 529 1085 0 0 2561 730 510 0 205 0 0 0 Shared Lane Traffic (%) Lane Group Flow (vph) 529 1085 0 0 3291 0 510 0 205 0 0 0 Turn Type Prot NA NA Perm Perm Protected Phases 1 1 2 3 4 2 3 4 Permitted Phases 5 5 Detector Phase 1 1 2 3 4 2 3 4 5 5 Switch Phase Minimum Initial (s) 7.0 4.0 4.0 Minimum Split (s) 13.8 11.5 11.5 Total Split (s) 33.0 31.0 31.0 Total Split (%) 20.6% 19.4% 19.4% Maximum Green (s) 26.2 23.5 23.5 Yellow Time (s) 4.8 5.5 5.5 All-Red Time (s) 2.0 2.0 2.0 Lost Time Adjust (s) -1.5 -1.5 -1.5 Total Lost Time (s) 5.3 6.0 6.0 Lead/Lag Lead Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 Recall Mode None None None Act Effct Green (s) 27.7 123.7 90.7 25.0 25.0 Actuated g/C Ratio 0.17 0.77 0.57 0.16 0.16 v/c Ratio 0.96 0.23 0.96 0.98 0.52 Control Delay 99.9 5.1 16.6 100.7 17.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 99.9 5.1 16.6 100.7 17.7 LOS F A B F B Approach Delay 36.2 16.6 76.9 Lanes, Volumes, Timings 4: I-75 NB Ramp & Pine Ridge Rd 02/05/2018 2040 Future with Improvements Synchro 9 Report AM Peak-Hour Lane Group Ø2 Ø3 Ø4 Lane Configurations Traffic Volume (vph) Future Volume (vph) Ideal Flow (vphpl) Storage Length (ft) Storage Lanes Taper Length (ft) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Right Turn on Red Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor Heavy Vehicles (%) Adj. Flow (vph) Shared Lane Traffic (%) Lane Group Flow (vph) Turn Type Protected Phases 2 3 4 Permitted Phases Detector Phase Switch Phase Minimum Initial (s) 20.0 4.0 7.0 Minimum Split (s) 26.8 10.8 13.8 Total Split (s) 46.0 17.0 33.0 Total Split (%) 29% 11% 21% Maximum Green (s) 39.2 10.2 26.2 Yellow Time (s) 4.8 4.8 4.8 All-Red Time (s) 2.0 2.0 2.0 Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lag Lead Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 Recall Mode C-Min None None Act Effct Green (s) Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Lanes, Volumes, Timings 4: I-75 NB Ramp & Pine Ridge Rd 02/05/2018 2040 Future with Improvements Synchro 9 Report AM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Approach LOS D B E Queue Length 50th (ft) 269 60 307 277 29 Queue Length 95th (ft) #385 73 340 #398 113 Internal Link Dist (ft) 931 1187 654 698 Turn Bay Length (ft) 460 630 365 Base Capacity (vph) 551 4678 3444 521 398 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.96 0.23 0.96 0.98 0.52 Intersection Summary Area Type: Other Cycle Length: 160 Actuated Cycle Length: 160 Offset: 51 (32%), Referenced to phase 2:EBWB, Start of Green Natural Cycle: 110 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.99 Intersection Signal Delay: 29.9 Intersection LOS: C Intersection Capacity Utilization 88.0% ICU Level of Service E Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 4: I-75 NB Ramp & Pine Ridge Rd Lanes, Volumes, Timings 4: I-75 NB Ramp & Pine Ridge Rd 02/05/2018 2040 Future with Improvements Synchro 9 Report PM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 882 2689 0 0 1339 534 373 0 176 0 0 0 Future Volume (vph) 882 2689 0 0 1339 534 373 0 176 0 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 460 0 0 0 630 365 0 0 Storage Lanes 2 0 0 0 1 1 0 0 Taper Length (ft) 100 25 50 25 Lane Util. Factor 0.97 0.86 1.00 1.00 0.86 0.86 0.97 1.00 1.00 1.00 1.00 1.00 Frt 0.957 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 3335 6346 0 0 6098 0 3433 0 1599 0 0 0 Flt Permitted 0.950 0.950 Satd. Flow (perm) 3335 6346 0 0 6098 0 3433 0 1599 0 0 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 84 165 Link Speed (mph) 30 30 30 30 Link Distance (ft) 1011 1267 734 778 Travel Time (s) 23.0 28.8 16.7 17.7 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Heavy Vehicles (%) 5% 3% 0% 0% 2% 4% 2% 0% 1% 0% 0% 0% Adj. Flow (vph) 909 2772 0 0 1380 551 385 0 181 0 0 0 Shared Lane Traffic (%) Lane Group Flow (vph) 909 2772 0 0 1931 0 385 0 181 0 0 0 Turn Type Prot NA NA Perm Perm Protected Phases 1 1 2 3 4 2 3 4 Permitted Phases 5 5 Detector Phase 1 1 2 3 4 2 3 4 5 5 Switch Phase Minimum Initial (s) 7.0 4.0 4.0 Minimum Split (s) 13.8 11.5 11.5 Total Split (s) 54.0 26.0 26.0 Total Split (%) 33.8% 16.3% 16.3% Maximum Green (s) 47.2 18.5 18.5 Yellow Time (s) 4.8 5.5 5.5 All-Red Time (s) 2.0 2.0 2.0 Lost Time Adjust (s) -1.5 -1.5 -1.5 Total Lost Time (s) 5.3 6.0 6.0 Lead/Lag Lead Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 Recall Mode None None None Act Effct Green (s) 48.7 128.7 74.7 20.0 20.0 Actuated g/C Ratio 0.30 0.80 0.47 0.12 0.12 v/c Ratio 0.90 0.54 0.67 0.90 0.53 Control Delay 66.8 3.7 22.5 92.6 17.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 66.8 3.7 22.5 92.6 17.4 LOS E A C F B Approach Delay 19.3 22.5 68.5 Lanes, Volumes, Timings 4: I-75 NB Ramp & Pine Ridge Rd 02/05/2018 2040 Future with Improvements Synchro 9 Report PM Peak-Hour Lane Group Ø2 Ø3 Ø4 Lane Configurations Traffic Volume (vph) Future Volume (vph) Ideal Flow (vphpl) Storage Length (ft) Storage Lanes Taper Length (ft) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Right Turn on Red Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor Heavy Vehicles (%) Adj. Flow (vph) Shared Lane Traffic (%) Lane Group Flow (vph) Turn Type Protected Phases 2 3 4 Permitted Phases Detector Phase Switch Phase Minimum Initial (s) 20.0 4.0 7.0 Minimum Split (s) 26.8 10.8 13.8 Total Split (s) 31.0 18.0 31.0 Total Split (%) 19% 11% 19% Maximum Green (s) 24.2 11.2 24.2 Yellow Time (s) 4.8 4.8 4.8 All-Red Time (s) 2.0 2.0 2.0 Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lag Lead Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 Recall Mode C-Min None None Act Effct Green (s) Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Lanes, Volumes, Timings 4: I-75 NB Ramp & Pine Ridge Rd 02/05/2018 2040 Future with Improvements Synchro 9 Report PM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Approach LOS B C E Queue Length 50th (ft) 408 141 295 208 15 Queue Length 95th (ft) m458 149 318 #301 94 Internal Link Dist (ft) 931 1187 654 698 Turn Bay Length (ft) 460 630 365 Base Capacity (vph) 1015 5104 2891 429 344 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.90 0.54 0.67 0.90 0.53 Intersection Summary Area Type: Other Cycle Length: 160 Actuated Cycle Length: 160 Offset: 25 (16%), Referenced to phase 2:EBWB, Start of Green Natural Cycle: 110 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.96 Intersection Signal Delay: 24.8 Intersection LOS: C Intersection Capacity Utilization 82.4% ICU Level of Service E Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 4: I-75 NB Ramp & Pine Ridge Rd Lanes, Volumes, Timings 5: Napa Blvd & Pine Ridge Rd 02/05/2018 2040 Future with Improvements Synchro 9 Report AM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 376 745 92 44 2550 244 34 15 13 38 18 508 Future Volume (vph) 376 745 92 44 2550 244 34 15 13 38 18 508 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 610 0 274 210 0 0 0 0 Storage Lanes 1 0 1 1 0 0 0 1 Taper Length (ft) 100 50 25 25 Lane Util. Factor 0.97 0.91 0.91 1.00 0.86 0.86 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.983 0.987 0.972 0.850 Flt Protected 0.950 0.950 0.973 0.967 Satd. Flow (prot) 3433 4607 0 1805 6086 0 0 1739 0 0 1753 1568 Flt Permitted 0.950 0.950 0.795 0.743 Satd. Flow (perm) 3433 4607 0 1805 6086 0 0 1421 0 0 1347 1568 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 36 20 7 26 Link Speed (mph) 30 30 30 30 Link Distance (ft) 1267 1091 605 459 Travel Time (s) 28.8 24.8 13.8 10.4 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Heavy Vehicles (%) 2% 12% 0% 0% 6% 6% 6% 0% 0% 7% 0% 3% Adj. Flow (vph) 404 801 99 47 2742 262 37 16 14 41 19 546 Shared Lane Traffic (%) Lane Group Flow (vph) 404 900 0 47 3004 0 0 67 0 0 60 546 Turn Type Prot NA Prot NA Perm NA Perm NA pm+ov Protected Phases 1 6 5 2 4 8 1 Permitted Phases 4 8 8 Detector Phase 1 6 5 2 4 4 8 8 1 Switch Phase Minimum Initial (s) 10.0 20.0 7.0 20.0 8.0 8.0 8.0 8.0 10.0 Minimum Split (s) 16.8 26.8 13.8 26.8 22.9 22.9 22.9 22.9 16.8 Total Split (s) 48.0 123.0 14.0 89.0 23.0 23.0 23.0 23.0 48.0 Total Split (%) 30.0% 76.9% 8.8% 55.6% 14.4% 14.4% 14.4% 14.4% 30.0% Maximum Green (s) 41.2 116.2 7.2 82.2 16.1 16.1 16.1 16.1 41.2 Yellow Time (s) 4.8 4.8 4.8 4.8 4.4 4.4 4.4 4.4 4.8 All-Red Time (s) 2.0 2.0 2.0 2.0 2.5 2.5 2.5 2.5 2.0 Lost Time Adjust (s) -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 Total Lost Time (s) 5.3 5.3 5.3 5.3 5.4 5.4 5.3 Lead/Lag Lead Lag Lead Lag Lead Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None C-Min None C-Min None None None None None Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 Act Effct Green (s) 43.9 123.4 9.6 86.4 13.8 13.8 63.0 Actuated g/C Ratio 0.27 0.77 0.06 0.54 0.09 0.09 0.39 v/c Ratio 0.43 0.25 0.44 0.91 0.52 0.52 0.86 Control Delay 46.6 13.0 85.5 38.8 76.5 85.1 56.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Lanes, Volumes, Timings 5: Napa Blvd & Pine Ridge Rd 02/05/2018 2040 Future with Improvements Synchro 9 Report AM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Total Delay 46.6 13.0 85.5 38.8 76.5 85.1 56.8 LOS D B F D E F E Approach Delay 23.4 39.6 76.5 59.6 Approach LOS C D E E Queue Length 50th (ft) 207 177 48 836 61 61 487 Queue Length 95th (ft) 260 169 96 884 114 111 661 Internal Link Dist (ft) 1187 1011 525 379 Turn Bay Length (ft) 610 274 Base Capacity (vph) 955 3561 109 3294 162 148 639 Starvation Cap Reductn 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.42 0.25 0.43 0.91 0.41 0.41 0.85 Intersection Summary Area Type: Other Cycle Length: 160 Actuated Cycle Length: 160 Offset: 30 (19%), Referenced to phase 2:WBT and 6:EBT, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.91 Intersection Signal Delay: 38.3 Intersection LOS: D Intersection Capacity Utilization 92.5% ICU Level of Service F Analysis Period (min) 15 Splits and Phases: 5: Napa Blvd & Pine Ridge Rd Lanes, Volumes, Timings 5: Napa Blvd & Pine Ridge Rd 02/05/2018 2040 Future with Improvements Synchro 9 Report PM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 434 2382 49 13 1228 123 104 27 41 124 26 538 Future Volume (vph) 434 2382 49 13 1228 123 104 27 41 124 26 538 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 610 0 274 210 0 0 0 0 Storage Lanes 1 0 1 1 0 0 0 1 Taper Length (ft) 100 50 25 25 Lane Util. Factor 0.97 0.91 0.91 1.00 0.86 0.86 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.997 0.986 0.968 0.850 Flt Protected 0.950 0.950 0.971 0.960 Satd. Flow (prot) 3467 5024 0 1805 6213 0 0 1786 0 0 1780 1599 Flt Permitted 0.950 0.950 0.573 0.647 Satd. Flow (perm) 3467 5024 0 1805 6213 0 0 1054 0 0 1200 1599 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 4 19 9 26 Link Speed (mph) 30 30 30 30 Link Distance (ft) 1267 1091 605 459 Travel Time (s) 28.8 24.8 13.8 10.4 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Heavy Vehicles (%) 1% 3% 0% 0% 4% 1% 0% 0% 0% 3% 0% 1% Adj. Flow (vph) 452 2481 51 14 1279 128 108 28 43 129 27 560 Shared Lane Traffic (%) Lane Group Flow (vph) 452 2532 0 14 1407 0 0 179 0 0 156 560 Turn Type Prot NA Prot NA Perm NA Perm NA pm+ov Protected Phases 1 6 5 2 4 8 1 Permitted Phases 4 8 8 Detector Phase 1 6 5 2 4 4 8 8 1 Switch Phase Minimum Initial (s) 10.0 20.0 7.0 20.0 8.0 8.0 8.0 8.0 10.0 Minimum Split (s) 16.8 26.8 13.8 26.8 22.9 22.9 22.9 22.9 16.8 Total Split (s) 50.0 114.0 14.0 78.0 32.0 32.0 32.0 32.0 50.0 Total Split (%) 31.3% 71.3% 8.8% 48.8% 20.0% 20.0% 20.0% 20.0% 31.3% Maximum Green (s) 43.2 107.2 7.2 71.2 25.1 25.1 25.1 25.1 43.2 Yellow Time (s) 4.8 4.8 4.8 4.8 4.4 4.4 4.4 4.4 4.8 All-Red Time (s) 2.0 2.0 2.0 2.0 2.5 2.5 2.5 2.5 2.0 Lost Time Adjust (s) -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 Total Lost Time (s) 5.3 5.3 5.3 5.3 5.4 5.4 5.3 Lead/Lag Lead Lag Lead Lag Lead Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None C-Min None C-Min None None None None None Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 Act Effct Green (s) 34.7 111.8 8.6 77.4 31.9 31.9 72.0 Actuated g/C Ratio 0.22 0.70 0.05 0.48 0.20 0.20 0.45 v/c Ratio 0.60 0.72 0.15 0.47 0.82 0.65 0.76 Control Delay 72.9 3.5 75.8 28.0 87.3 74.3 42.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Lanes, Volumes, Timings 5: Napa Blvd & Pine Ridge Rd 02/05/2018 2040 Future with Improvements Synchro 9 Report PM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Total Delay 72.9 3.5 75.8 28.0 87.3 74.3 42.7 LOS E A E C F E D Approach Delay 14.0 28.5 87.3 49.6 Approach LOS B C F D Queue Length 50th (ft) 209 33 14 268 181 159 481 Queue Length 95th (ft) 245 230 40 328 #348 #278 595 Internal Link Dist (ft) 1187 1011 525 379 Turn Bay Length (ft) 610 274 Base Capacity (vph) 968 3516 98 3016 217 239 832 Starvation Cap Reductn 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.47 0.72 0.14 0.47 0.82 0.65 0.67 Intersection Summary Area Type: Other Cycle Length: 160 Actuated Cycle Length: 160 Offset: 43 (27%), Referenced to phase 2:WBT and 6:EBT, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.82 Intersection Signal Delay: 25.2 Intersection LOS: C Intersection Capacity Utilization 82.6% ICU Level of Service E Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 5: Napa Blvd & Pine Ridge Rd Lanes, Volumes, Timings 6: Livingston Rd & Marbella Lakes Dr 02/05/2018 2040 Future with Improvements Synchro 9 Report AM Peak-Hour Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 36 88 1256 15 21 1916 Future Volume (vph) 36 88 1256 15 21 1916 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 320 300 400 Storage Lanes 1 1 1 1 Taper Length (ft) 25 50 Lane Util. Factor 1.00 1.00 0.91 1.00 1.00 0.91 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 1671 1615 4988 1346 1805 4988 Flt Permitted 0.950 0.158 Satd. Flow (perm) 1671 1615 4988 1346 300 4988 Right Turn on Red Yes Yes Satd. Flow (RTOR) 94 16 Link Speed (mph) 30 30 30 Link Distance (ft) 1311 1275 4157 Travel Time (s) 29.8 29.0 94.5 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 Heavy Vehicles (%) 8% 0% 4% 20% 0% 4% Adj. Flow (vph) 38 94 1336 16 22 2038 Shared Lane Traffic (%) Lane Group Flow (vph) 38 94 1336 16 22 2038 Turn Type Prot Perm NA Perm pm+pt NA Protected Phases 8 2 1 6 Permitted Phases 8 2 6 Detector Phase 882216 Switch Phase Minimum Initial (s) 10.0 10.0 20.0 20.0 5.0 20.0 Minimum Split (s) 16.5 16.5 26.5 26.5 11.5 26.5 Total Split (s) 19.0 19.0 48.0 48.0 13.0 61.0 Total Split (%) 23.8% 23.8% 60.0% 60.0% 16.3% 76.3% Maximum Green (s) 12.5 12.5 41.5 41.5 6.5 54.5 Yellow Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lag Lag Lead Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None Max Max None Max Act Effct Green (s) 11.5 11.5 55.1 55.1 59.1 60.1 Actuated g/C Ratio 0.15 0.15 0.71 0.71 0.77 0.78 v/c Ratio 0.15 0.29 0.38 0.02 0.06 0.53 Control Delay 30.6 9.9 6.9 3.8 3.3 4.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 30.6 9.9 6.9 3.8 3.3 4.9 LOS CAAAAA Approach Delay 15.8 6.9 4.9 Lanes, Volumes, Timings 6: Livingston Rd & Marbella Lakes Dr 02/05/2018 2040 Future with Improvements Synchro 9 Report AM Peak-Hour Lane Group WBL WBR NBT NBR SBL SBT Approach LOS B A A Queue Length 50th (ft) 16 0 71 0 2 136 Queue Length 95th (ft) 42 39 164 8 8 167 Internal Link Dist (ft) 1231 1195 4077 Turn Bay Length (ft) 320 300 400 Base Capacity (vph) 302 369 3558 965 385 3881 Starvation Cap Reductn 000000 Spillback Cap Reductn 000000 Storage Cap Reductn 000000 Reduced v/c Ratio 0.13 0.25 0.38 0.02 0.06 0.53 Intersection Summary Area Type: Other Cycle Length: 80 Actuated Cycle Length: 77.2 Natural Cycle: 55 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.53 Intersection Signal Delay: 6.1 Intersection LOS: A Intersection Capacity Utilization 53.7% ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 6: Livingston Rd & Marbella Lakes Dr Lanes, Volumes, Timings 6: Livingston Rd & Marbella Lakes Dr 02/05/2018 2040 Future with Improvements Synchro 9 Report PM Peak-Hour Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 28 45 1827 37 64 1307 Future Volume (vph) 28 45 1827 37 64 1307 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 320 300 400 Storage Lanes 1 1 1 1 Taper Length (ft) 25 50 Lane Util. Factor 1.00 1.00 0.91 1.00 1.00 0.91 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 1805 1583 5085 1615 1805 4988 Flt Permitted 0.950 0.071 Satd. Flow (perm) 1805 1583 5085 1615 135 4988 Right Turn on Red Yes Yes Satd. Flow (RTOR) 48 39 Link Speed (mph) 30 30 30 Link Distance (ft) 1311 1275 4157 Travel Time (s) 29.8 29.0 94.5 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 Heavy Vehicles (%) 0% 2% 2% 0% 0% 4% Adj. Flow (vph) 30 48 1944 39 68 1390 Shared Lane Traffic (%) Lane Group Flow (vph) 30 48 1944 39 68 1390 Turn Type Prot Perm NA Perm pm+pt NA Protected Phases 8 2 1 6 Permitted Phases 8 2 6 Detector Phase 882216 Switch Phase Minimum Initial (s) 10.0 10.0 20.0 20.0 5.0 20.0 Minimum Split (s) 16.5 16.5 26.5 26.5 11.5 26.5 Total Split (s) 17.0 17.0 51.0 51.0 12.0 63.0 Total Split (%) 21.3% 21.3% 63.8% 63.8% 15.0% 78.8% Maximum Green (s) 10.5 10.5 44.5 44.5 5.5 56.5 Yellow Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lag Lag Lead Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None Max Max None Max Act Effct Green (s) 11.6 11.6 56.7 56.7 61.4 63.6 Actuated g/C Ratio 0.15 0.15 0.75 0.75 0.81 0.84 v/c Ratio 0.11 0.17 0.51 0.03 0.26 0.33 Control Delay 30.4 11.4 8.5 2.7 5.5 3.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 30.4 11.4 8.5 2.7 5.5 3.0 LOS CBAAAA Approach Delay 18.7 8.4 3.1 Lanes, Volumes, Timings 6: Livingston Rd & Marbella Lakes Dr 02/05/2018 2040 Future with Improvements Synchro 9 Report PM Peak-Hour Lane Group WBL WBR NBT NBR SBL SBT Approach LOS B A A Queue Length 50th (ft) 13 0 220 0 8 76 Queue Length 95th (ft) 37 29 269 12 20 95 Internal Link Dist (ft) 1231 1195 4077 Turn Bay Length (ft) 320 300 400 Base Capacity (vph) 287 292 3799 1216 264 4179 Starvation Cap Reductn 000000 Spillback Cap Reductn 000000 Storage Cap Reductn 000000 Reduced v/c Ratio 0.10 0.16 0.51 0.03 0.26 0.33 Intersection Summary Area Type: Other Cycle Length: 80 Actuated Cycle Length: 75.9 Natural Cycle: 60 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.51 Intersection Signal Delay: 6.4 Intersection LOS: A Intersection Capacity Utilization 60.3% ICU Level of Service B Analysis Period (min) 15 Splits and Phases: 6: Livingston Rd & Marbella Lakes Dr Appendix K1 Synchro Worksheets: 2040 Innovative Improvements Condition AM Period Continuous Flow Intersection (CFI) + Restricted Crossing U-Turn (RCUT) + Diverging Diamond Interchange (DDI) Lanes, Volumes, Timings 1: Livingston Rd & SB CFI 02/05/2018 2040 Future with Innovative Intersection Improvements (CFI, RCUT, DDI) Synchro 9 Report AM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)0000035901109 0 420 1091 465 Future Volume (vph)0000035901109 0 420 1091 465 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 0 0 0 400 150 Storage Lanes 0 0 0 1 0 0 2 1 Taper Length (ft) 25 25 25 100 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.91 1.00 0.97 0.91 1.00 Frt 0.865 0.850 Flt Protected 0.950 Satd. Flow (prot)000001565 0 4893 0 3433 4988 1568 Flt Permitted 0.950 Satd. Flow (perm)000001565 0 4893 0 3433 4988 1568 Right Turn on Red No Yes No No Satd. Flow (RTOR) 54 Link Speed (mph) 35 35 35 35 Link Distance (ft) 560 609 527 695 Travel Time (s) 10.9 11.9 10.3 13.5 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Heavy Vehicles (%) 0% 0% 0% 0% 0% 5% 0% 6% 0% 2% 4% 3% Adj. Flow (vph)0000037001143 0 433 1125 479 Shared Lane Traffic (%) Lane Group Flow (vph)0000037001143 0 433 1125 479 Turn Type Over NA Prot NA Perm Protected Phases 1 2 1 Free Permitted Phases Free Detector Phase 1 2 1 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 Minimum Split (s) 14.2 23.2 14.2 Total Split (s) 68.0 82.0 68.0 Total Split (%) 45.3% 54.7% 45.3% Maximum Green (s) 60.8 74.8 60.8 Yellow Time (s) 4.8 4.8 4.8 All-Red Time (s) 2.4 2.4 2.4 Lost Time Adjust (s) -1.5 -1.5 -1.5 Total Lost Time (s) 5.7 5.7 5.7 Lead/Lag Lead Lag Lead Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 Recall Mode None C-Min None Walk Time (s) 5.0 Flash Dont Walk (s) 11.0 Pedestrian Calls (#/hr) 0 Act Effct Green (s) 42.2 96.4 42.2 150.0 150.0 Actuated g/C Ratio 0.28 0.64 0.28 1.00 1.00 v/c Ratio 0.77 0.36 0.45 0.23 0.31 Control Delay 42.9 0.3 44.6 0.1 0.5 Queue Delay 0.0 0.2 0.0 0.0 0.0 Lanes, Volumes, Timings 1: Livingston Rd & SB CFI 02/05/2018 2040 Future with Innovative Intersection Improvements (CFI, RCUT, DDI) Synchro 9 Report AM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Total Delay 42.9 0.5 44.6 0.1 0.5 LOS D A D A A Approach Delay 42.9 0.5 9.7 Approach LOS D A A Queue Length 50th (ft) 285 0 180 0 0 Queue Length 95th (ft) 339 0 203 0 0 Internal Link Dist (ft) 480 529 447 615 Turn Bay Length (ft)400 150 Base Capacity (vph) 681 3143 1425 4988 1568 Starvation Cap Reductn 9 1037 0 0 0 Spillback Cap Reductn 0 0 0 123 26 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.55 0.54 0.30 0.23 0.31 Intersection Summary Area Type: Other Cycle Length: 150 Actuated Cycle Length: 150 Offset: 96 (64%), Referenced to phase 2:NBT and 6:, Start of Green Natural Cycle: 40 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.77 Intersection Signal Delay: 10.2 Intersection LOS: B Intersection Capacity Utilization 53.2% ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 1: Livingston Rd & SB CFI Lanes, Volumes, Timings 2: NB CFI & Pine Ridge Rd 02/05/2018 2040 Future with Innovative Intersection Improvements (CFI, RCUT, DDI) Synchro 9 Report AM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 1259 210 0 2305 0 491 0000465 Future Volume (vph) 0 1259 210 0 2305 0 491 0000465 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 300 0 0 0 0 0 0 Storage Lanes 0 3 0 0 2 0 0 1 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 0.81 1.00 1.00 0.91 1.00 0.97 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.865 Flt Protected 0.950 Satd. Flow (prot) 0 7259 1583 0 4940 0 3367 00001596 Flt Permitted 0.950 Satd. Flow (perm) 0 7259 1583 0 4940 0 3367 00001596 Right Turn on Red Yes No No Yes Satd. Flow (RTOR) 216 83 Link Speed (mph) 35 35 35 35 Link Distance (ft) 808 185 681 560 Travel Time (s) 15.7 3.6 13.3 10.9 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Heavy Vehicles (%) 0% 6% 2% 0% 5% 0% 4% 0% 0% 0% 0% 3% Adj. Flow (vph) 0 1298 216 0 2376 0 506 0000479 Shared Lane Traffic (%) Lane Group Flow (vph) 0 1298 216 0 2376 0 506 0000479 Turn Type NA Perm NA Prot custom Protected Phases 2 5 6 8 5 Permitted Phases 2 5 4 5 Detector Phase 2 5 2 5 6 8 5 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 Minimum Split (s) 23.2 23.2 14.2 Total Split (s) 82.0 44.0 24.0 Total Split (%) 54.7% 29.3% 16.0% Maximum Green (s) 74.8 36.8 16.8 Yellow Time (s) 4.8 4.8 4.8 All-Red Time (s) 2.4 2.4 2.4 Lost Time Adjust (s) -1.5 -1.5 -1.5 Total Lost Time (s) 5.7 5.7 5.7 Lead/Lag Lag Lead Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 Recall Mode C-Min None None Walk Time (s) 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 Pedestrian Calls (#/hr) 0 0 Act Effct Green (s) 76.6 76.6 76.3 38.3 62.3 Actuated g/C Ratio 0.51 0.51 0.51 0.26 0.42 v/c Ratio 0.35 0.24 0.95 0.59 0.67 Control Delay 12.6 1.9 6.8 42.3 34.4 Queue Delay 0.0 0.0 0.0 0.0 1.1 Lanes, Volumes, Timings 2: NB CFI & Pine Ridge Rd 02/05/2018 2040 Future with Innovative Intersection Improvements (CFI, RCUT, DDI) Synchro 9 Report AM Peak-Hour Lane Group Ø1 Ø2 Ø4 Lane Configurations Traffic Volume (vph) Future Volume (vph) Ideal Flow (vphpl) Storage Length (ft) Storage Lanes Taper Length (ft) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Right Turn on Red Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor Heavy Vehicles (%) Adj. Flow (vph) Shared Lane Traffic (%) Lane Group Flow (vph) Turn Type Protected Phases 1 2 4 Permitted Phases Detector Phase Switch Phase Minimum Initial (s) 7.0 7.0 7.0 Minimum Split (s) 14.2 23.2 23.2 Total Split (s) 42.0 64.0 44.0 Total Split (%) 28% 43% 29% Maximum Green (s) 34.8 56.8 36.8 Yellow Time (s) 4.8 4.8 4.8 All-Red Time (s) 2.4 2.4 2.4 Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lead Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 Recall Mode None C-Min None Walk Time (s) 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 Pedestrian Calls (#/hr) 0 0 Act Effct Green (s) Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Lanes, Volumes, Timings 2: NB CFI & Pine Ridge Rd 02/05/2018 2040 Future with Innovative Intersection Improvements (CFI, RCUT, DDI) Synchro 9 Report AM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Total Delay 12.6 1.9 6.8 42.3 35.5 LOS B A A D D Approach Delay 11.1 6.8 42.3 35.5 Approach LOS B A D D Queue Length 50th (ft) 118 0 20 272 316 Queue Length 95th (ft) 133 27 45 331 451 Internal Link Dist (ft) 728 105 601 480 Turn Bay Length (ft) 300 Base Capacity (vph) 3706 914 2512 859 711 Starvation Cap Reductn 0 0 0 0 82 Spillback Cap Reductn 481 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.40 0.24 0.95 0.59 0.76 Intersection Summary Area Type: Other Cycle Length: 150 Actuated Cycle Length: 150 Offset: 16 (11%), Referenced to phase 2:EBT and 6:WBT, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.95 Intersection Signal Delay: 14.7 Intersection LOS: B Intersection Capacity Utilization 100.2% ICU Level of Service G Analysis Period (min) 15 Splits and Phases: 2: NB CFI & Pine Ridge Rd Lanes, Volumes, Timings 3: Livingston Rd & Pine Ridge Rd 02/05/2018 2040 Future with Innovative Intersection Improvements (CFI, RCUT, DDI) Synchro 9 Report AM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 276 983 0 552 2305 0 0 833 0 0 1091 0 Future Volume (vph) 276 983 0 552 2305 0 0 833 0 0 1091 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. Factor 0.97 0.91 1.00 0.97 0.91 1.00 1.00 0.91 1.00 1.00 0.91 1.00 Frt Flt Protected 0.950 0.950 Satd. Flow (prot) 3335 4893 0 3183 4940 0 0 4893 0 0 4988 0 Flt Permitted 0.950 0.950 Satd. Flow (perm) 3335 4893 0 3183 4940 0 0 4893 0 0 4988 0 Right Turn on Red No No No No Satd. Flow (RTOR) Link Speed (mph) 35 35 35 35 Link Distance (ft) 185 164 581 527 Travel Time (s) 3.6 3.2 11.3 10.3 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Heavy Vehicles (%) 5% 6% 0% 10% 5% 0% 0% 6% 5% 0% 4% 3% Adj. Flow (vph) 285 1013 0 569 2376 0 0 859 0 0 1125 0 Shared Lane Traffic (%) Lane Group Flow (vph) 285 1013 0 569 2376 0 0 859 0 0 1125 0 Turn Type Prot NA Prot NA NA NA Protected Phases 5 2 1 6 8 4 Permitted Phases Detector Phase 5 2 1 6 8 4 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s) 14.2 23.2 14.2 23.2 23.2 23.2 Total Split (s) 24.0 64.0 42.0 82.0 44.0 44.0 Total Split (%) 16.0% 42.7% 28.0% 54.7% 29.3% 29.3% Maximum Green (s) 16.8 56.8 34.8 74.8 36.8 36.8 Yellow Time (s) 4.8 4.8 4.8 4.8 4.8 4.8 All-Red Time (s) 2.4 2.4 2.4 2.4 2.4 2.4 Lost Time Adjust (s) -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 Total Lost Time (s) 5.7 5.7 5.7 5.7 5.7 5.7 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None C-Min None C-Min None None Walk Time (s) 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr)0000 Act Effct Green (s) 18.3 58.3 36.3 76.3 38.3 38.3 Actuated g/C Ratio 0.12 0.39 0.24 0.51 0.26 0.26 v/c Ratio 0.70 0.53 0.74 0.95 0.69 0.88 Control Delay 60.8 24.2 49.1 27.0 53.8 62.9 Queue Delay 46.8 0.3 54.0 0.1 0.0 0.7 Total Delay 107.5 24.5 103.1 27.1 53.8 63.5 LOS FC FC D E Approach Delay 42.7 41.8 53.8 63.5 Lanes, Volumes, Timings 3: Livingston Rd & Pine Ridge Rd 02/05/2018 2040 Future with Innovative Intersection Improvements (CFI, RCUT, DDI) Synchro 9 Report AM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Approach LOS D D D E Queue Length 50th (ft) 87 278 169 773 279 390 Queue Length 95th (ft) 117 324 269 828 331 451 Internal Link Dist (ft) 105 84 501 447 Turn Bay Length (ft) Base Capacity (vph) 406 1901 770 2512 1249 1273 Starvation Cap Reductn 139 296 334 0 0 27 Spillback Cap Reductn 0 0 0 5 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 1.07 0.63 1.31 0.95 0.69 0.90 Intersection Summary Area Type: Other Cycle Length: 150 Actuated Cycle Length: 150 Offset: 16 (11%), Referenced to phase 2:EBT and 6:WBT, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.95 Intersection Signal Delay: 47.6 Intersection LOS: D Intersection Capacity Utilization 87.7% ICU Level of Service E Analysis Period (min) 15 Splits and Phases: 3: Livingston Rd & Pine Ridge Rd Lanes, Volumes, Timings 4: Pine Ridge Rd & SB CFI 02/05/2018 2040 Future with Innovative Intersection Improvements (CFI, RCUT, DDI) Synchro 9 Report AM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 983 0 0 2857 359 0 0 269 420 0 0 Future Volume (vph) 0 983 0 0 2857 359 0 0 269 420 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 400 0 0 0 0 Storage Lanes 0 0 0 3 0 1 2 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 0.91 1.00 1.00 0.81 1.00 1.00 1.00 1.00 0.97 1.00 1.00 Frt 0.850 0.865 Flt Protected 0.950 Satd. Flow (prot) 0 4940 0 0 7329 1538 0 0 1565 3433 0 0 Flt Permitted 0.950 Satd. Flow (perm) 0 4940 0 0 7329 1538 0 0 1565 3433 0 0 Right Turn on Red No Yes Yes No Satd. Flow (RTOR) 370 32 Link Speed (mph) 35 35 35 35 Link Distance (ft) 164 1740 642 609 Travel Time (s) 3.2 33.9 12.5 11.9 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Heavy Vehicles (%) 0% 5% 0% 4% 5% 5% 0% 0% 5% 2% 0% 0% Adj. Flow (vph) 0 1013 0 0 2945 370 0 0 277 433 0 0 Shared Lane Traffic (%) Lane Group Flow (vph) 0 1013 0 0 2945 370 0 0 277 433 0 0 Turn Type NA NA Perm custom Prot Protected Phases 2 1 6 1 4 Permitted Phases 1 6 1 8 Detector Phase 2 1 6 1 6 1 4 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 Minimum Split (s) 23.2 14.2 23.2 Total Split (s) 64.0 42.0 44.0 Total Split (%) 42.7% 28.0% 29.3% Maximum Green (s) 56.8 34.8 36.8 Yellow Time (s) 4.8 4.8 4.8 All-Red Time (s) 2.4 2.4 2.4 Lost Time Adjust (s) -1.5 -1.5 -1.5 Total Lost Time (s) 5.7 5.7 5.7 Lead/Lag Lag Lead Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 Recall Mode C-Min None None Walk Time (s) 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 Pedestrian Calls (#/hr) 0 0 Act Effct Green (s) 58.3 100.3 100.3 80.3 38.3 Actuated g/C Ratio 0.39 0.67 0.67 0.54 0.26 v/c Ratio 0.53 0.60 0.32 0.33 0.49 Control Delay 2.8 9.1 1.0 18.4 42.1 Queue Delay 0.0 0.2 0.0 0.0 0.0 Lanes, Volumes, Timings 4: Pine Ridge Rd & SB CFI 02/05/2018 2040 Future with Innovative Intersection Improvements (CFI, RCUT, DDI) Synchro 9 Report AM Peak-Hour Lane Group Ø5 Ø6 Ø8 Lane Configurations Traffic Volume (vph) Future Volume (vph) Ideal Flow (vphpl) Storage Length (ft) Storage Lanes Taper Length (ft) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Right Turn on Red Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor Heavy Vehicles (%) Adj. Flow (vph) Shared Lane Traffic (%) Lane Group Flow (vph) Turn Type Protected Phases 5 6 8 Permitted Phases Detector Phase Switch Phase Minimum Initial (s) 7.0 7.0 7.0 Minimum Split (s) 14.2 23.2 23.2 Total Split (s) 24.0 82.0 44.0 Total Split (%) 16% 55% 29% Maximum Green (s) 16.8 74.8 36.8 Yellow Time (s) 4.8 4.8 4.8 All-Red Time (s) 2.4 2.4 2.4 Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lead Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 Recall Mode None C-Min None Walk Time (s) 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 Pedestrian Calls (#/hr) 0 0 Act Effct Green (s) Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Lanes, Volumes, Timings 4: Pine Ridge Rd & SB CFI 02/05/2018 2040 Future with Innovative Intersection Improvements (CFI, RCUT, DDI) Synchro 9 Report AM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Total Delay 2.8 9.2 1.0 18.4 42.1 LOS AAABD Approach Delay 2.8 8.3 18.4 42.1 Approach LOS A A B D Queue Length 50th (ft) 8 320 14 130 232 Queue Length 95th (ft) 9 270 21 194 290 Internal Link Dist (ft) 84 1660 562 529 Turn Bay Length (ft) 400 Base Capacity (vph) 1920 4900 1151 852 876 Starvation Cap Reductn 16 0 0 0 0 Spillback Cap Reductn 0 803 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.53 0.72 0.32 0.33 0.49 Intersection Summary Area Type: Other Cycle Length: 150 Actuated Cycle Length: 150 Offset: 16 (11%), Referenced to phase 2:EBT and 6:WBT, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.95 Intersection Signal Delay: 10.7 Intersection LOS: B Intersection Capacity Utilization 60.5% ICU Level of Service B Analysis Period (min) 15 Splits and Phases: 4: Pine Ridge Rd & SB CFI Lanes, Volumes, Timings 5: Livingston Rd & NB CFI 02/05/2018 2040 Future with Innovative Intersection Improvements (CFI, RCUT, DDI) Synchro 9 Report AM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 0 210 0 0 0 491 833 269 0 1643 0 Future Volume (vph) 0 0 210 0 0 0 491 833 269 0 1643 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 0 400 150 0 0 Storage Lanes 0 1 0 0 2 1 0 0 Taper Length (ft) 25 25 100 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 0.97 0.91 1.00 1.00 0.91 1.00 Frt 0.865 0.850 Flt Protected 0.950 Satd. Flow (prot) 0 0 1611 0 0 0 3367 4893 1538 0 4988 0 Flt Permitted 0.950 Satd. Flow (perm) 0 0 1611 0 0 0 3367 4893 1538 0 4988 0 Right Turn on Red Yes No No No Satd. Flow (RTOR) 31 Link Speed (mph) 35 35 35 35 Link Distance (ft) 681 642 2204 581 Travel Time (s) 13.3 12.5 42.9 11.3 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.95 0.97 0.97 0.97 0.97 0.97 0.97 Heavy Vehicles (%) 0% 4% 2% 0% 0% 0% 4% 6% 5% 0% 4% 0% Adj. Flow (vph) 0 0 216 0 0 0 506 859 277 0 1694 0 Shared Lane Traffic (%) Lane Group Flow (vph) 0 0 216 0 0 0 506 859 277 0 1694 0 Turn Type Over Prot NA Perm NA Protected Phases 1 1 Free 2 Permitted Phases Free Detector Phase 1 1 2 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 Minimum Split (s) 14.2 14.2 23.2 Total Split (s) 68.0 68.0 82.0 Total Split (%) 45.3% 45.3% 54.7% Maximum Green (s) 60.8 60.8 74.8 Yellow Time (s) 4.8 4.8 4.8 All-Red Time (s) 2.4 2.4 2.4 Lost Time Adjust (s) -1.5 -1.5 -1.5 Total Lost Time (s) 5.7 5.7 5.7 Lead/Lag Lead Lead Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 Recall Mode None None C-Min Walk Time (s)5.0 Flash Dont Walk (s)11.0 Pedestrian Calls (#/hr)0 Act Effct Green (s) 42.2 42.2 150.0 150.0 96.4 Actuated g/C Ratio 0.28 0.28 1.00 1.00 0.64 v/c Ratio 0.45 0.53 0.18 0.18 0.53 Control Delay 37.8 46.6 0.1 0.3 1.0 Queue Delay 0.0 0.0 0.0 0.0 0.2 Lanes, Volumes, Timings 5: Livingston Rd & NB CFI 02/05/2018 2040 Future with Innovative Intersection Improvements (CFI, RCUT, DDI) Synchro 9 Report AM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Total Delay 37.8 46.6 0.1 0.3 1.3 LOS D D A A A Approach Delay 37.8 14.5 1.3 Approach LOS D B A Queue Length 50th (ft) 149 216 0 0 0 Queue Length 95th (ft) 202 239 0 0 0 Internal Link Dist (ft) 601 562 2124 501 Turn Bay Length (ft) 400 150 Base Capacity (vph) 687 1398 4893 1538 3204 Starvation Cap Reductn 0 0 0 0 638 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.31 0.36 0.18 0.18 0.66 Intersection Summary Area Type: Other Cycle Length: 150 Actuated Cycle Length: 150 Offset: 96 (64%), Referenced to phase 2:NBT and 6:, Start of Green Natural Cycle: 40 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.77 Intersection Signal Delay: 9.6 Intersection LOS: A Intersection Capacity Utilization 55.3% ICU Level of Service B Analysis Period (min) 15 Splits and Phases: 5: Livingston Rd & NB CFI Lanes, Volumes, Timings 6: Adv. RCUT W & Pine Ridge Rd 02/05/2018 2040 Future with Innovative Intersection Improvements (CFI, RCUT, DDI) Synchro 9 Report AM Peak-Hour Lane Group EBT EBR WBU WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 1782 0 95 0 3637 0 0 Future Volume (vph) 1782 0 95 0 3637 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 250 0 0 Storage Lanes 0 2 0 0 Taper Length (ft) 100 25 Lane Util. Factor 0.91 1.00 0.97 1.00 0.91 1.00 1.00 Frt Flt Protected 0.950 Satd. Flow (prot) 4893 0 3213 0 4893 0 0 Flt Permitted 0.950 Satd. Flow (perm) 4893 0 3213 0 4893 0 0 Right Turn on Red No No Satd. Flow (RTOR) Link Speed (mph) 35 35 35 Link Distance (ft) 1740 668 74 Travel Time (s) 33.9 13.0 1.4 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Heavy Vehicles (%) 6% 0% 9% 0% 6% 0% 0% Adj. Flow (vph) 1837 0 98 0 3749 0 0 Shared Lane Traffic (%) Lane Group Flow (vph) 1837 0 98 0 3749 0 0 Turn Type NA Prot NA Protected Phases 2 1 Free Permitted Phases Detector Phase 2 1 Switch Phase Minimum Initial (s) 7.0 7.0 Minimum Split (s) 23.0 14.0 Total Split (s) 116.0 34.0 Total Split (%) 77.3% 22.7% Maximum Green (s) 109.3 27.3 Yellow Time (s) 4.4 4.4 All-Red Time (s) 2.3 2.3 Lost Time Adjust (s) -1.5 -1.5 Total Lost Time (s) 5.2 5.2 Lead/Lag Lag Lead Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 Recall Mode C-Min None Walk Time (s) 5.0 Flash Dont Walk (s) 11.0 Pedestrian Calls (#/hr) 0 Act Effct Green (s) 128.1 11.5 150.0 Actuated g/C Ratio 0.85 0.08 1.00 v/c Ratio 0.44 0.40 0.77 Control Delay 1.5 62.0 0.6 Queue Delay 0.0 0.0 0.0 Lanes, Volumes, Timings 6: Adv. RCUT West & Pine Ridge Rd 02/05/2018 2040 Future with Innovative Intersection Improvements (CFI, RCUT, DDI)Synchro 9 Report AM Peak-Hour Lane Group EBT EBR WBU WBL WBT NBL NBR Total Delay 1.5 62.0 0.6 LOS A E A Approach Delay 1.5 2.2 Approach LOS A A Queue Length 50th (ft) 17 47 0 Queue Length 95th (ft) 21 m52 0 Internal Link Dist (ft) 1660 588 1 Turn Bay Length (ft)250 Base Capacity (vph) 4179 616 4893 Starvation Cap Reductn 0 0 0 Spillback Cap Reductn 0 0 0 Storage Cap Reductn 0 0 0 Reduced v/c Ratio 0.44 0.16 0.77 Intersection Summary Area Type:Other Cycle Length: 150 Actuated Cycle Length: 150 Offset: 95 (63%), Referenced to phase 2:EBT and 6:, Start of Green Natural Cycle: 40 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.77 Intersection Signal Delay: 2.0 Intersection LOS: A Intersection Capacity Utilization 73.6%ICU Level of Service D Analysis Period (min) 15 m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 6: Adv. RCUT W & Pine Ridge Rd Lanes, Volumes, Timings 7: Whippoorwill Ln & Pine Ridge Rd 02/05/2018 2040 Future with Innovative Intersection Improvements (CFI, RCUT, DDI) Synchro 9 Report AM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 138 1358 381 443 3452 282 0 0 730 0 0 280 Future Volume (vph) 138 1358 381 443 3452 282 0 0 730 0 0 280 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 300 300 300 175 0 400 0 150 Storage Lanes 1 1 1 1 0 2 0 1 Taper Length (ft) 50 50 25 25 Lane Util. Factor 1.00 0.91 1.00 1.00 0.91 1.00 1.00 1.00 0.76 1.00 1.00 0.88 Frt 0.850 0.850 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 1719 4848 1568 1787 4893 1468 0 0 3610 0 0 2656 Flt Permitted 0.040 0.145 Satd. Flow (perm) 72 4848 1568 273 4893 1468 0 0 3610 0 0 2656 Right Turn on Red Yes Yes No Yes Satd. Flow (RTOR) 288 200 76 Link Speed (mph) 45 45 30 30 Link Distance (ft) 668 1025 624 321 Travel Time (s) 10.1 15.5 14.2 7.3 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Heavy Vehicles (%) 5% 7% 3% 1% 6% 10% 0% 0% 2% 0% 0% 7% Adj. Flow (vph) 142 1400 393 457 3559 291 0 0 753 0 0 289 Shared Lane Traffic (%) Lane Group Flow (vph) 142 1400 393 457 3559 291 0 0 753 0 0 289 Turn Type pm+pt NA Perm pm+pt NA Perm Over Over Protected Phases 5 2 1 6 1 5 Permitted Phases 2 2 6 6 Detector Phase 522166 1 5 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s) 14.0 23.0 23.0 14.0 23.0 23.0 14.0 14.0 Total Split (s) 27.0 92.0 92.0 58.0 123.0 123.0 58.0 27.0 Total Split (%) 18.0% 61.3% 61.3% 38.7% 82.0% 82.0% 38.7% 18.0% Maximum Green (s) 20.3 85.3 85.3 51.3 116.3 116.3 51.3 20.3 Yellow Time (s) 4.4 4.4 4.4 4.4 4.4 4.4 4.4 4.4 All-Red Time (s) 2.3 2.3 2.3 2.3 2.3 2.3 2.3 2.3 Lost Time Adjust (s) -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 Total Lost Time (s) 5.2 5.2 5.2 5.2 5.2 5.2 5.2 5.2 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lead Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None C-Min C-Min None C-Min C-Min None None Walk Time (s) 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 Act Effct Green (s) 117.7 99.3 99.3 144.8 121.2 121.2 40.3 18.4 Actuated g/C Ratio 0.78 0.66 0.66 0.97 0.81 0.81 0.27 0.12 v/c Ratio 0.55 0.44 0.35 0.68 0.90 0.24 0.78 0.74 Control Delay 64.0 7.9 3.5 26.0 6.2 0.5 56.3 57.8 Queue Delay 0.0 0.2 0.0 0.0 1.4 0.0 0.0 0.0 Lanes, Volumes, Timings 7: Whippoorwill Ln & Pine Ridge Rd 02/05/2018 2040 Future with Innovative Intersection Improvements (CFI, RCUT, DDI) Synchro 9 Report AM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Total Delay 64.0 8.1 3.5 26.0 7.6 0.5 56.3 57.8 LOS E A A C A A E E Approach Delay 11.3 9.1 56.3 57.8 Approach LOS BAEE Queue Length 50th (ft) 98 258 56 205 348 4 300 115 Queue Length 95th (ft) 173 327 192 m189 m512 m4 338 171 Internal Link Dist (ft) 588 945 544 241 Turn Bay Length (ft) 300 300 300 175 400 150 Base Capacity (vph) 297 3208 1135 796 3952 1224 1270 450 Starvation Cap Reductn 0 816 0 0 214 0 0 0 Spillback Cap Reductn 000000 0 0 Storage Cap Reductn 000000 0 0 Reduced v/c Ratio 0.48 0.59 0.35 0.57 0.95 0.24 0.59 0.64 Intersection Summary Area Type: Other Cycle Length: 150 Actuated Cycle Length: 150 Offset: 88 (59%), Referenced to phase 2:EBTL and 6:WBTL, Start of Green Natural Cycle: 80 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.90 Intersection Signal Delay: 16.5 Intersection LOS: B Intersection Capacity Utilization 85.2% ICU Level of Service E Analysis Period (min) 15 m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 7: Whippoorwill Ln & Pine Ridge Rd Lanes, Volumes, Timings 8: Pine Ridge Rd & Adv RCUT East 02/05/2018 2040 Future with Innovative Intersection Improvements (CFI, RCUT, DDI) Synchro 9 Report AM Peak-Hour Lane Group EBU EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph) 538 0 1550 3639 0 0 0 Future Volume (vph) 538 0 1550 3639 0 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 500 0 0 0 Storage Lanes 2 0 0 0 Taper Length (ft) 100 25 Lane Util. Factor 0.97 1.00 0.91 0.91 1.00 1.00 1.00 Frt Flt Protected 0.950 Satd. Flow (prot) 3433 0 4893 4893 0 0 0 Flt Permitted 0.950 Satd. Flow (perm) 3433 0 4893 4893 0 0 0 Right Turn on Red No No Satd. Flow (RTOR) Link Speed (mph) 35 35 35 Link Distance (ft) 1025 535 68 Travel Time (s) 20.0 10.4 1.3 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Heavy Vehicles (%) 2% 0% 6% 6% 0% 0% 0% Adj. Flow (vph) 555 0 1598 3752 0 0 0 Shared Lane Traffic (%) Lane Group Flow (vph) 555 0 1598 3752 0 0 0 Turn Type Prot NA NA Protected Phases 5 Free 6 Permitted Phases Detector Phase 5 6 Switch Phase Minimum Initial (s) 7.0 7.0 Minimum Split (s) 14.0 23.0 Total Split (s) 29.5 120.5 Total Split (%) 19.7% 80.3% Maximum Green (s) 22.8 113.8 Yellow Time (s) 4.4 4.4 All-Red Time (s) 2.3 2.3 Lost Time Adjust (s) -1.5 -1.5 Total Lost Time (s) 5.2 5.2 Lead/Lag Lead Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 Recall Mode None C-Min Walk Time (s) 5.0 Flash Dont Walk (s) 11.0 Pedestrian Calls (#/hr) 0 Act Effct Green (s) 24.3 150.0 115.3 Actuated g/C Ratio 0.16 1.00 0.77 v/c Ratio 1.00 0.33 1.00 Control Delay 104.2 0.2 17.7 Queue Delay 0.0 0.0 5.4 Lanes, Volumes, Timings 8: Pine Ridge Rd & Adv RCUT East 02/05/2018 2040 Future with Innovative Intersection Improvements (CFI, RCUT, DDI) Synchro 9 Report AM Peak-Hour Lane Group EBU EBL EBT WBT WBR SBL SBR Total Delay 104.2 0.2 23.1 LOS F A C Approach Delay 27.0 23.1 Approach LOS C C Queue Length 50th (ft) 291 0 440 Queue Length 95th (ft) #415 0 #931 Internal Link Dist (ft) 945 455 1 Turn Bay Length (ft) 500 Base Capacity (vph) 556 4893 3761 Starvation Cap Reductn 0 0 39 Spillback Cap Reductn 0 0 72 Storage Cap Reductn 0 0 0 Reduced v/c Ratio 1.00 0.33 1.02 Intersection Summary Area Type: Other Cycle Length: 150 Actuated Cycle Length: 150 Offset: 44 (29%), Referenced to phase 2: and 6:WBT, Start of Green Natural Cycle: 130 Control Type: Actuated-Coordinated Maximum v/c Ratio: 1.00 Intersection Signal Delay: 24.5 Intersection LOS: C Intersection Capacity Utilization 94.3% ICU Level of Service F Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 8: Pine Ridge Rd & Adv RCUT East Lanes, Volumes, Timings 9: Pine Ridge Rd & I-75 SB Ramp 02/05/2018 2040 Future with Innovative Intersection Improvements (CFI, RCUT, DDI) Synchro 9 Report AM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NWL NWR SWL SWR Lane Configurations Traffic Volume (vph) 0 1120 405 0 2650 0000989 Future Volume (vph) 0 1120 405 0 2650 0000989 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 200 0 00000 Storage Lanes 0 1 0 00003 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 0.86 0.86 1.00 0.91 1.00 1.00 1.00 1.00 0.76 Frt 0.960 0.850 Flt Protected Satd. Flow (prot) 0 5923 0 0 4940 00003441 Flt Permitted Satd. Flow (perm) 0 5923 0 0 4940 00003441 Right Turn on Red No No No Satd. Flow (RTOR) Link Speed (mph) 35 35 35 35 Link Distance (ft) 535 327 536 554 Travel Time (s) 10.4 6.4 10.4 10.8 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles (%) 0% 7% 3% 0% 5% 0% 0% 0% 0% 7% Adj. Flow (vph) 0 1179 426 0 2789 00001041 Shared Lane Traffic (%) Lane Group Flow (vph) 0 1605 0 0 2789 00001041 Turn Type NA NA Prot Protected Phases Free 2 4 Permitted Phases Detector Phase 2 4 Switch Phase Minimum Initial (s) 7.0 7.0 Minimum Split (s) 23.0 23.0 Total Split (s) 95.0 55.0 Total Split (%) 63.3% 36.7% Maximum Green (s) 88.0 48.0 Yellow Time (s) 5.0 5.0 All-Red Time (s) 2.0 2.0 Lost Time Adjust (s) -1.5 -1.5 Total Lost Time (s) 5.5 5.5 Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 Recall Mode Min C-Min Walk Time (s) 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 Pedestrian Calls (#/hr) 0 0 Act Effct Green (s) 150.0 89.5 49.5 Actuated g/C Ratio 1.00 0.60 0.33 v/c Ratio 0.27 0.95 0.92 Control Delay 0.1 7.2 61.4 Queue Delay 0.0 5.7 0.0 Lanes, Volumes, Timings 9: Pine Ridge Rd & I-75 SB Ramp 02/05/2018 2040 Future with Innovative Intersection Improvements (CFI, RCUT, DDI) Synchro 9 Report AM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NWL NWR SWL SWR Total Delay 0.1 12.9 61.4 LOS A B E Approach Delay 0.1 12.9 61.4 Approach LOS A B E Queue Length 50th (ft) 0 73 429 Queue Length 95th (ft) 0 m78 #536 Internal Link Dist (ft) 455 247 456 474 Turn Bay Length (ft) Base Capacity (vph) 5923 2947 1135 Starvation Cap Reductn 0 43 0 Spillback Cap Reductn 1399 149 0 Storage Cap Reductn 0 0 0 Reduced v/c Ratio 0.35 1.00 0.92 Intersection Summary Area Type: Other Cycle Length: 150 Actuated Cycle Length: 150 Offset: 9 (6%), Referenced to phase 4:SWR, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.96 Intersection Signal Delay: 18.4 Intersection LOS: B Intersection Capacity Utilization 98.3% ICU Level of Service F Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 9: Pine Ridge Rd & I-75 SB Ramp Lanes, Volumes, Timings 10: Pine Ridge Rd 02/05/2018 2040 Future with Innovative Intersection Improvements (CFI, RCUT, DDI) Synchro 9 Report AM Peak-Hour Lane Group EBT EBR WBL WBT NWL NWR Lane Configurations Traffic Volume (vph) 1120 0 0 0 2650 0 Future Volume (vph) 1120 0 0 0 2650 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Util. Factor 0.86 1.00 1.00 1.00 0.94 1.00 Frt Flt Protected 0.950 Satd. Flow (prot) 6108 0 0 0 4848 0 Flt Permitted 0.950 Satd. Flow (perm) 6108 0 0 0 4848 0 Right Turn on Red No No Satd. Flow (RTOR) Link Speed (mph) 35 35 35 Link Distance (ft) 327 340 359 Travel Time (s) 6.4 6.6 7.0 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles (%) 7% 0% 0% 0% 5% 0% Adj. Flow (vph) 1179 0 0 0 2789 0 Shared Lane Traffic (%) Lane Group Flow (vph) 1179 0 0 0 2789 0 Turn Type NA Prot Protected Phases 4 2 Permitted Phases Detector Phase 4 2 Switch Phase Minimum Initial (s) 7.0 7.0 Minimum Split (s) 23.0 23.0 Total Split (s) 55.0 95.0 Total Split (%) 36.7% 63.3% Maximum Green (s) 48.0 88.0 Yellow Time (s) 5.0 5.0 All-Red Time (s) 2.0 2.0 Lost Time Adjust (s) -1.5 -1.5 Total Lost Time (s) 5.5 5.5 Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 Recall Mode C-Min Min Walk Time (s) 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 Pedestrian Calls (#/hr) 0 0 Act Effct Green (s) 49.5 89.5 Actuated g/C Ratio 0.33 0.60 v/c Ratio 0.59 0.96 Control Delay 52.8 27.7 Queue Delay 3.0 2.7 Total Delay 55.9 30.4 LOS E C Approach Delay 55.9 30.4 Lanes, Volumes, Timings 10: Pine Ridge Rd 02/05/2018 2040 Future with Innovative Intersection Improvements (CFI, RCUT, DDI) Synchro 9 Report AM Peak-Hour Lane Group EBT EBR WBL WBT NWL NWR Approach LOS E C Queue Length 50th (ft) 320 674 Queue Length 95th (ft) 363 #675 Internal Link Dist (ft) 247 260 279 Turn Bay Length (ft) Base Capacity (vph) 2015 2892 Starvation Cap Reductn 704 66 Spillback Cap Reductn 0 11 Storage Cap Reductn 0 0 Reduced v/c Ratio 0.90 0.99 Intersection Summary Area Type: Other Cycle Length: 150 Actuated Cycle Length: 150 Offset: 9 (6%), Referenced to phase 4:SWR, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.96 Intersection Signal Delay: 38.0 Intersection LOS: D Intersection Capacity Utilization 109.0% ICU Level of Service G Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 10: Pine Ridge Rd Lanes, Volumes, Timings 11: Pine Ridge Rd & I-75 SB Ramp 02/05/2018 2040 Future with Innovative Intersection Improvements (CFI, RCUT, DDI) Synchro 9 Report AM Peak-Hour Lane Group EBL EBT WBT WBR SEL SER Lane Configurations Traffic Volume (vph) 0 1120 0 0 395 0 Future Volume (vph) 0 1120 0 0 395 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 0.86 1.00 1.00 0.97 1.00 Frt Flt Protected 0.950 Satd. Flow (prot) 0 6108 0 0 3155 0 Flt Permitted 0.950 Satd. Flow (perm) 0 6108 0 0 3155 0 Right Turn on Red No No No Satd. Flow (RTOR) Link Speed (mph) 35 35 35 Link Distance (ft) 340 448 330 Travel Time (s) 6.6 8.7 6.4 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles (%) 0% 7% 0% 0% 11% 0% Adj. Flow (vph) 0 1179 0 0 416 0 Shared Lane Traffic (%) Lane Group Flow (vph) 0 1179 0 0 416 0 Turn Type NA Prot Protected Phases 4 2 Permitted Phases Detector Phase 4 2 Switch Phase Minimum Initial (s) 7.0 7.0 Minimum Split (s) 23.0 23.0 Total Split (s) 55.0 95.0 Total Split (%) 36.7% 63.3% Maximum Green (s) 48.0 88.0 Yellow Time (s) 5.0 5.0 All-Red Time (s) 2.0 2.0 Lost Time Adjust (s) -1.5 -1.5 Total Lost Time (s) 5.5 5.5 Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 Recall Mode C-Min Min Walk Time (s) 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 Pedestrian Calls (#/hr) 0 0 Act Effct Green (s) 49.5 89.5 Actuated g/C Ratio 0.33 0.60 v/c Ratio 0.59 0.22 Control Delay 3.9 14.4 Queue Delay 0.0 0.0 Total Delay 3.9 14.4 LOS A B Approach Delay 3.9 14.4 Lanes, Volumes, Timings 11: Pine Ridge Rd & I-75 SB Ramp 02/05/2018 2040 Future with Innovative Intersection Improvements (CFI, RCUT, DDI) Synchro 9 Report AM Peak-Hour Lane Group EBL EBT WBT WBR SEL SER Approach LOS A B Queue Length 50th (ft) 10 93 Queue Length 95th (ft) 11 122 Internal Link Dist (ft) 260 368 250 Turn Bay Length (ft) Base Capacity (vph) 2015 1882 Starvation Cap Reductn 0 0 Spillback Cap Reductn 0 0 Storage Cap Reductn 0 0 Reduced v/c Ratio 0.59 0.22 Intersection Summary Area Type: Other Cycle Length: 150 Actuated Cycle Length: 150 Offset: 9 (6%), Referenced to phase 4:SWR, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.96 Intersection Signal Delay: 6.6 Intersection LOS: A Intersection Capacity Utilization 43.3% ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 11: Pine Ridge Rd & I-75 SB Ramp Lanes, Volumes, Timings 12: I-75 NB Ramp & Pine Ridge Rd 02/05/2018 2040 Future with Innovative Intersection Improvements (CFI, RCUT, DDI) Synchro 9 Report AM Peak-Hour Lane Group EBT EBR WBL WBT NWL NWR Lane Configurations Traffic Volume (vph) 0 0 0 2407 479 0 Future Volume (vph) 0 0 0 2407 479 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 0.91 0.97 1.00 Frt Flt Protected 0.950 Satd. Flow (prot) 0 0 0 4940 3335 0 Flt Permitted 0.950 Satd. Flow (perm) 0 0 0 4940 3335 0 Right Turn on Red No No No Satd. Flow (RTOR) Link Speed (mph) 35 35 35 Link Distance (ft) 432 314 330 Travel Time (s) 8.4 6.1 6.4 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 Heavy Vehicles (%) 0% 0% 0% 5% 5% 0% Adj. Flow (vph) 0 0 0 2561 510 0 Shared Lane Traffic (%) Lane Group Flow (vph) 0 0 0 2561 510 0 Turn Type NA Prot Protected Phases 2 4 Permitted Phases Detector Phase 2 4 Switch Phase Minimum Initial (s) 7.0 7.0 Minimum Split (s) 23.0 23.0 Total Split (s) 98.0 52.0 Total Split (%) 65.3% 34.7% Maximum Green (s) 91.0 45.0 Yellow Time (s) 5.0 5.0 All-Red Time (s) 2.0 2.0 Lost Time Adjust (s) -1.5 -1.5 Total Lost Time (s) 5.5 5.5 Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 Recall Mode Min C-Min Walk Time (s) 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 Pedestrian Calls (#/hr) 0 0 Act Effct Green (s) 92.5 46.5 Actuated g/C Ratio 0.62 0.31 v/c Ratio 0.84 0.49 Control Delay 4.4 44.1 Queue Delay 0.3 0.0 Total Delay 4.7 44.1 LOS A D Approach Delay 4.7 44.1 Lanes, Volumes, Timings 12: I-75 NB Ramp & Pine Ridge Rd 02/05/2018 2040 Future with Innovative Intersection Improvements (CFI, RCUT, DDI) Synchro 9 Report AM Peak-Hour Lane Group EBT EBR WBL WBT NWL NWR Approach LOS A D Queue Length 50th (ft) 54 210 Queue Length 95th (ft) 60 267 Internal Link Dist (ft) 352 234 250 Turn Bay Length (ft) Base Capacity (vph) 3046 1033 Starvation Cap Reductn 0 0 Spillback Cap Reductn 109 0 Storage Cap Reductn 0 0 Reduced v/c Ratio 0.87 0.49 Intersection Summary Area Type: Other Cycle Length: 150 Actuated Cycle Length: 150 Offset: 20 (13%), Referenced to phase 4:NWL, Start of Green Natural Cycle: 60 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.84 Intersection Signal Delay: 11.2 Intersection LOS: B Intersection Capacity Utilization 85.9% ICU Level of Service E Analysis Period (min) 15 Splits and Phases: 12: I-75 NB Ramp & Pine Ridge Rd Lanes, Volumes, Timings 13: Pine Ridge Rd 02/05/2018 2040 Future with Innovative Intersection Improvements (CFI, RCUT, DDI) Synchro 9 Report AM Peak-Hour Lane Group EBL EBT WBT WBR SEL SER Lane Configurations Traffic Volume (vph) 0 0 2407 0 1020 0 Future Volume (vph) 0 0 2407 0 1020 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 0.91 1.00 0.94 1.00 Frt Flt Protected 0.950 Satd. Flow (prot) 0 0 4940 0 4713 0 Flt Permitted 0.950 Satd. Flow (perm) 0 0 4940 0 4713 0 Right Turn on Red No No Satd. Flow (RTOR) Link Speed (mph) 35 35 35 Link Distance (ft) 314 260 307 Travel Time (s) 6.1 5.1 6.0 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 Heavy Vehicles (%) 0% 0% 5% 0% 8% 0% Adj. Flow (vph) 0 0 2561 0 1085 0 Shared Lane Traffic (%) Lane Group Flow (vph) 0 0 2561 0 1085 0 Turn Type NA Prot Protected Phases 2 4 Permitted Phases Detector Phase 2 4 Switch Phase Minimum Initial (s) 7.0 7.0 Minimum Split (s) 23.0 23.0 Total Split (s) 98.0 52.0 Total Split (%) 65.3% 34.7% Maximum Green (s) 91.0 45.0 Yellow Time (s) 5.0 5.0 All-Red Time (s) 2.0 2.0 Lost Time Adjust (s) -1.5 -1.5 Total Lost Time (s) 5.5 5.5 Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 Recall Mode Min C-Min Walk Time (s) 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 Pedestrian Calls (#/hr) 0 0 Act Effct Green (s) 92.5 46.5 Actuated g/C Ratio 0.62 0.31 v/c Ratio 0.84 0.74 Control Delay 10.2 25.1 Queue Delay 0.0 0.0 Total Delay 10.2 25.1 LOS B C Approach Delay 10.2 25.1 Lanes, Volumes, Timings 13: Pine Ridge Rd 02/05/2018 2040 Future with Innovative Intersection Improvements (CFI, RCUT, DDI) Synchro 9 Report AM Peak-Hour Lane Group EBL EBT WBT WBR SEL SER Approach LOS B C Queue Length 50th (ft) 175 132 Queue Length 95th (ft) 202 148 Internal Link Dist (ft) 234 180 227 Turn Bay Length (ft) Base Capacity (vph) 3046 1461 Starvation Cap Reductn 0 0 Spillback Cap Reductn 0 0 Storage Cap Reductn 0 0 Reduced v/c Ratio 0.84 0.74 Intersection Summary Area Type: Other Cycle Length: 150 Actuated Cycle Length: 150 Offset: 20 (13%), Referenced to phase 4:NWL, Start of Green Natural Cycle: 60 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.84 Intersection Signal Delay: 14.6 Intersection LOS: B Intersection Capacity Utilization 90.4% ICU Level of Service E Analysis Period (min) 15 Splits and Phases: 13: Pine Ridge Rd Lanes, Volumes, Timings 14: I-75 NB Ramp & Pine Ridge Rd 02/05/2018 2040 Future with Innovative Intersection Improvements (CFI, RCUT, DDI) Synchro 9 Report AM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR SEL SER NEL NER Lane Configurations Traffic Volume (vph) 0 1020 0 0 2407 686 0 0 0 193 Future Volume (vph) 0 1020 0 0 2407 686 0 0 0 193 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 250 0000 Storage Lanes 0 0 0 10001 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 0.91 1.00 1.00 0.91 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.865 Flt Protected Satd. Flow (prot) 0 4803 0 0 4940 1538 0 0 0 1644 Flt Permitted Satd. Flow (perm) 0 4803 0 0 4940 1538 0 0 0 1644 Right Turn on Red No No No Satd. Flow (RTOR) Link Speed (mph) 35 35 35 35 Link Distance (ft) 260 992 477 425 Travel Time (s) 5.1 19.3 9.3 8.3 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Heavy Vehicles (%) 0% 8% 0% 0% 5% 5% 0% 0% 0% 0% Adj. Flow (vph) 0 1085 0 0 2561 730 0 0 0 205 Shared Lane Traffic (%) Lane Group Flow (vph) 0 1085 0 0 2561 730 0 0 0 205 Turn Type NA NA custom Prot Protected Phases 4 Free Free 2 Permitted Phases Free Detector Phase 4 2 Switch Phase Minimum Initial (s) 7.0 7.0 Minimum Split (s) 23.0 23.0 Total Split (s) 52.0 98.0 Total Split (%) 34.7% 65.3% Maximum Green (s) 45.0 91.0 Yellow Time (s) 5.0 5.0 All-Red Time (s) 2.0 2.0 Lost Time Adjust (s) -1.5 -1.5 Total Lost Time (s) 5.5 5.5 Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 Recall Mode C-Min Min Walk Time (s) 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 Pedestrian Calls (#/hr) 0 0 Act Effct Green (s) 46.5 150.0 150.0 92.5 Actuated g/C Ratio 0.31 1.00 1.00 0.62 v/c Ratio 0.73 0.52 0.47 0.20 Control Delay 4.7 0.1 0.3 13.2 Queue Delay 0.1 0.0 0.0 0.0 Lanes, Volumes, Timings 14: I-75 NB Ramp & Pine Ridge Rd 02/05/2018 2040 Future with Innovative Intersection Improvements (CFI, RCUT, DDI) Synchro 9 Report AM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR SEL SER NEL NER Total Delay 4.7 0.1 0.3 13.2 LOS A A A B Approach Delay 4.7 0.2 13.2 Approach LOS A A B Queue Length 50th (ft) 10 0 0 84 Queue Length 95th (ft) 11 m0 m0 125 Internal Link Dist (ft) 180 912 397 345 Turn Bay Length (ft) 250 Base Capacity (vph) 1488 4940 1538 1013 Starvation Cap Reductn 19 0 0 0 Spillback Cap Reductn 0 268 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.74 0.55 0.47 0.20 Intersection Summary Area Type: Other Cycle Length: 150 Actuated Cycle Length: 150 Offset: 20 (13%), Referenced to phase 4:NWL, Start of Green Natural Cycle: 60 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.84 Intersection Signal Delay: 1.8 Intersection LOS: A Intersection Capacity Utilization 81.9% ICU Level of Service D Analysis Period (min) 15 m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 14: I-75 NB Ramp & Pine Ridge Rd Lanes, Volumes, Timings 15: Napa Blvd & Pine Ridge Rd 02/05/2018 2040 Future with Innovative Intersection Improvements (CFI, RCUT, DDI) Synchro 9 Report AM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 376 745 92 44 2550 244 34 15 13 38 18 508 Future Volume (vph) 376 745 92 44 2550 244 34 15 13 38 18 508 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 610 0 274 210 0 0 0 0 Storage Lanes 2 0 1 1 0 0 0 1 Taper Length (ft) 100 50 25 25 Lane Util. Factor 0.97 0.91 0.91 1.00 0.91 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.983 0.850 0.972 0.850 Flt Protected 0.950 0.950 0.973 0.967 Satd. Flow (prot) 3433 4607 0 1805 4893 1524 0 1739 0 0 1753 1568 Flt Permitted 0.950 0.950 0.795 0.750 Satd. Flow (perm) 3433 4607 0 1805 4893 1524 0 1421 0 0 1360 1568 Right Turn on Red No No No No Satd. Flow (RTOR) Link Speed (mph) 35 35 35 35 Link Distance (ft) 992 744 572 470 Travel Time (s) 19.3 14.5 11.1 9.2 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Heavy Vehicles (%) 2% 12% 0% 0% 6% 6% 6% 0% 0% 7% 0% 3% Adj. Flow (vph) 404 801 99 47 2742 262 37 16 14 41 19 546 Shared Lane Traffic (%) Lane Group Flow (vph) 404 900 0 47 2742 262 0 67 0 0 60 546 Turn Type Prot NA Prot NA Perm Perm NA Perm NA pm+ov Protected Phases 1 6 5 2 4 8 1 Permitted Phases 2 4 8 8 Detector Phase 1 6 52244 881 Switch Phase Minimum Initial (s) 10.0 20.0 7.0 20.0 20.0 8.0 8.0 8.0 8.0 10.0 Minimum Split (s) 17.0 27.8 14.8 27.0 27.0 23.5 23.5 23.0 23.0 17.0 Total Split (s) 35.0 110.0 15.0 90.0 90.0 25.0 25.0 25.0 25.0 35.0 Total Split (%) 23.3% 73.3% 10.0% 60.0% 60.0% 16.7% 16.7% 16.7% 16.7% 23.3% Maximum Green (s) 28.2 103.2 8.2 83.2 83.2 18.1 18.1 18.1 18.1 28.2 Yellow Time (s) 4.8 4.8 4.8 4.8 4.8 4.4 4.4 4.4 4.4 4.8 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.5 2.5 2.5 2.5 2.0 Lost Time Adjust (s) -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 Total Lost Time (s) 5.3 5.3 5.3 5.3 5.3 5.4 5.4 5.3 Lead/Lag Lead Lag Lead Lag Lag Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None C-Min None C-Min C-Min None None None None None Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0000 00 Act Effct Green (s) 37.2 116.6 10.2 85.8 85.8 14.0 14.0 53.6 Actuated g/C Ratio 0.25 0.78 0.07 0.57 0.57 0.09 0.09 0.36 v/c Ratio 0.48 0.25 0.39 0.98 0.30 0.51 0.47 0.97 Control Delay 82.9 1.0 76.0 44.4 18.0 77.1 75.6 79.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Lanes, Volumes, Timings 15: Napa Blvd & Pine Ridge Rd 02/05/2018 2040 Future with Innovative Intersection Improvements (CFI, RCUT, DDI) Synchro 9 Report AM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Total Delay 82.9 1.0 76.0 44.4 18.0 77.1 75.6 79.5 LOS F A E D B E E E Approach Delay 26.4 42.6 77.1 79.1 Approach LOS C D E E Queue Length 50th (ft) 176 13 45 941 130 64 57 520 Queue Length 95th (ft) 231 17 90 #1089 189 114 104 #761 Internal Link Dist (ft) 912 664 492 390 Turn Bay Length (ft) 610 274 210 Base Capacity (vph) 850 3579 126 2797 871 185 177 560 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.48 0.25 0.37 0.98 0.30 0.36 0.34 0.97 Intersection Summary Area Type: Other Cycle Length: 150 Actuated Cycle Length: 150 Offset: 56 (37%), Referenced to phase 2:WBT and 6:EBT, Start of Green Natural Cycle: 110 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.98 Intersection Signal Delay: 43.3 Intersection LOS: D Intersection Capacity Utilization 100.7% ICU Level of Service G Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 15: Napa Blvd & Pine Ridge Rd Appendix K2 Synchro Worksheets: 2040 Innovative Improvements Condition PM Period Continuous Flow Intersection (CFI) + Restricted Crossing U-Turn (RCUT) + Diverging Diamond Interchange (DDI) Lanes, Volumes, Timings 1: Livingston Rd & SB CFI 02/05/2018 2040 Future with Innovative Intersection Improvements (CFI, RCUT, DDI) Synchro 9 Report PM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)0000043701393 0 436 849 330 Future Volume (vph)0000043701393 0 436 849 330 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 0 0 0 400 150 Storage Lanes 0 0 0 1 0 0 2 1 Taper Length (ft) 25 25 25 100 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.91 1.00 0.97 0.91 1.00 Frt 0.865 0.850 Flt Protected 0.950 Satd. Flow (prot)000001611 0 5036 0 3400 4940 1599 Flt Permitted 0.950 Satd. Flow (perm)000001611 0 5036 0 3400 4940 1599 Right Turn on Red No Yes No No Satd. Flow (RTOR) 31 Link Speed (mph) 35 35 35 35 Link Distance (ft) 560 609 527 695 Travel Time (s) 10.9 11.9 10.3 13.5 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Heavy Vehicles (%) 0% 0% 0% 0% 0% 2% 0% 3% 0% 3% 5% 1% Adj. Flow (vph)0000045101436 0 449 875 340 Shared Lane Traffic (%) Lane Group Flow (vph)0000045101436 0 449 875 340 Turn Type Over NA Prot NA Perm Protected Phases 1 2 1 Free Permitted Phases Free Detector Phase 1 2 1 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 Minimum Split (s) 14.2 23.2 14.2 Total Split (s) 68.0 82.0 68.0 Total Split (%) 45.3% 54.7% 45.3% Maximum Green (s) 60.8 74.8 60.8 Yellow Time (s) 4.8 4.8 4.8 All-Red Time (s) 2.4 2.4 2.4 Lost Time Adjust (s) -1.5 -1.5 -1.5 Total Lost Time (s) 5.7 5.7 5.7 Lead/Lag Lead Lag Lead Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 Recall Mode None C-Min None Walk Time (s) 5.0 Flash Dont Walk (s) 11.0 Pedestrian Calls (#/hr) 0 Act Effct Green (s) 51.9 86.7 51.9 150.0 150.0 Actuated g/C Ratio 0.35 0.58 0.35 1.00 1.00 v/c Ratio 0.78 0.49 0.38 0.18 0.21 Control Delay 48.1 1.4 36.9 0.1 0.3 Queue Delay 0.2 0.4 0.0 0.0 0.0 Lanes, Volumes, Timings 1: Livingston Rd & SB CFI 02/05/2018 2040 Future with Innovative Intersection Improvements (CFI, RCUT, DDI) Synchro 9 Report PM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Total Delay 48.4 1.8 36.9 0.1 0.3 LOS D A D A A Approach Delay 48.4 1.8 10.1 Approach LOS D A B Queue Length 50th (ft) 407 0 168 0 0 Queue Length 95th (ft) 511 0 195 0 0 Internal Link Dist (ft) 480 529 447 615 Turn Bay Length (ft)400 150 Base Capacity (vph) 687 2910 1412 4940 1599 Starvation Cap Reductn 25 830 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.68 0.69 0.32 0.18 0.21 Intersection Summary Area Type: Other Cycle Length: 150 Actuated Cycle Length: 150 Offset: 12 (8%), Referenced to phase 2:NBT and 6:, Start of Green Natural Cycle: 45 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.82 Intersection Signal Delay: 11.6 Intersection LOS: B Intersection Capacity Utilization 63.5% ICU Level of Service B Analysis Period (min) 15 Splits and Phases: 1: Livingston Rd & SB CFI Lanes, Volumes, Timings 2: NB CFI & Pine Ridge Rd 02/05/2018 2040 Future with Innovative Intersection Improvements (CFI, RCUT, DDI) Synchro 9 Report PM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 2481 475 0 1674 0 356 0000330 Future Volume (vph) 0 2481 475 0 1674 0 356 0000330 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 300 0 0 0 0 0 0 Storage Lanes 0 3 0 0 2 0 0 1 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 0.81 1.00 1.00 0.91 1.00 0.97 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.865 Flt Protected 0.950 Satd. Flow (prot) 0 7471 1599 0 5036 0 3433 00001627 Flt Permitted 0.950 Satd. Flow (perm) 0 7471 1599 0 5036 0 3433 00001627 Right Turn on Red Yes No No Yes Satd. Flow (RTOR) 490 31 Link Speed (mph) 35 35 35 35 Link Distance (ft) 808 185 681 560 Travel Time (s) 15.7 3.6 13.3 10.9 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Heavy Vehicles (%) 0% 3% 1% 0% 3% 0% 2% 0% 0% 0% 0% 1% Adj. Flow (vph) 0 2558 490 0 1726 0 367 0000340 Shared Lane Traffic (%) Lane Group Flow (vph) 0 2558 490 0 1726 0 367 0000340 Turn Type NA Perm NA Prot custom Protected Phases 2 5 6 8 5 Permitted Phases 2 5 4 5 Detector Phase 2 5 2 5 6 8 5 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 Minimum Split (s) 23.2 23.2 14.2 Total Split (s) 80.0 43.0 27.0 Total Split (%) 53.3% 28.7% 18.0% Maximum Green (s) 72.8 35.8 19.8 Yellow Time (s) 4.8 4.8 4.8 All-Red Time (s) 2.4 2.4 2.4 Lost Time Adjust (s) -1.5 -1.5 -1.5 Total Lost Time (s) 5.7 5.7 5.7 Lead/Lag Lag Lead Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 Recall Mode C-Min None None Walk Time (s) 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 Pedestrian Calls (#/hr) 0 0 Act Effct Green (s) 92.6 92.6 74.3 37.3 64.3 Actuated g/C Ratio 0.62 0.62 0.50 0.25 0.43 v/c Ratio 0.55 0.42 0.69 0.43 0.48 Control Delay 13.7 1.8 2.7 46.7 30.4 Queue Delay 0.1 0.0 0.0 0.0 0.7 Lanes, Volumes, Timings 2: NB CFI & Pine Ridge Rd 02/05/2018 2040 Future with Innovative Intersection Improvements (CFI, RCUT, DDI) Synchro 9 Report PM Peak-Hour Lane Group Ø1 Ø2 Ø4 Lane Configurations Traffic Volume (vph) Future Volume (vph) Ideal Flow (vphpl) Storage Length (ft) Storage Lanes Taper Length (ft) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Right Turn on Red Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor Heavy Vehicles (%) Adj. Flow (vph) Shared Lane Traffic (%) Lane Group Flow (vph) Turn Type Protected Phases 1 2 4 Permitted Phases Detector Phase Switch Phase Minimum Initial (s) 7.0 7.0 7.0 Minimum Split (s) 14.2 23.2 23.2 Total Split (s) 30.0 77.0 43.0 Total Split (%) 20% 51% 29% Maximum Green (s) 22.8 69.8 35.8 Yellow Time (s) 4.8 4.8 4.8 All-Red Time (s) 2.4 2.4 2.4 Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lead Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 Recall Mode None C-Min None Walk Time (s) 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 Pedestrian Calls (#/hr) 0 0 Act Effct Green (s) Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Lanes, Volumes, Timings 2: NB CFI & Pine Ridge Rd 02/05/2018 2040 Future with Innovative Intersection Improvements (CFI, RCUT, DDI) Synchro 9 Report PM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Total Delay 13.8 1.8 2.7 46.7 31.0 LOS B A A D C Approach Delay 11.9 2.7 46.7 31.0 Approach LOS B A D C Queue Length 50th (ft) 284 0 13 197 215 Queue Length 95th (ft) 304 35 11 245 309 Internal Link Dist (ft) 728 105 601 480 Turn Bay Length (ft) 300 Base Capacity (vph) 4612 1174 2494 853 715 Starvation Cap Reductn 0 0 0 0 141 Spillback Cap Reductn 629 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.64 0.42 0.69 0.43 0.59 Intersection Summary Area Type: Other Cycle Length: 150 Actuated Cycle Length: 150 Offset: 75 (50%), Referenced to phase 2:EBT and 6:WBT, Start of Green Natural Cycle: 110 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.94 Intersection Signal Delay: 12.5 Intersection LOS: B Intersection Capacity Utilization 75.8% ICU Level of Service D Analysis Period (min) 15 Splits and Phases: 2: NB CFI & Pine Ridge Rd Lanes, Volumes, Timings 3: Livingston Rd & Pine Ridge Rd 02/05/2018 2040 Future with Innovative Intersection Improvements (CFI, RCUT, DDI) Synchro 9 Report PM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 298 2183 0 279 1674 0 0 1095 0 0 849 0 Future Volume (vph) 298 2183 0 279 1674 0 0 1095 0 0 849 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. Factor 0.97 0.91 1.00 0.97 0.91 1.00 1.00 0.91 1.00 1.00 0.91 1.00 Frt Flt Protected 0.950 0.950 Satd. Flow (prot) 3467 5036 0 3367 5036 0 0 5036 0 0 4988 0 Flt Permitted 0.950 0.950 Satd. Flow (perm) 3467 5036 0 3367 5036 0 0 5036 0 0 4988 0 Right Turn on Red No No No No Satd. Flow (RTOR) Link Speed (mph) 35 35 35 35 Link Distance (ft) 185 164 581 527 Travel Time (s) 3.6 3.2 11.3 10.3 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Heavy Vehicles (%) 1% 3% 0% 4% 3% 0% 0% 3% 0% 0% 4% 0% Adj. Flow (vph) 307 2251 0 288 1726 0 0 1129 0 0 875 0 Shared Lane Traffic (%) Lane Group Flow (vph) 307 2251 0 288 1726 0 0 1129 0 0 875 0 Turn Type Prot NA Prot NA NA NA Protected Phases 5 2 1 6 8 4 Permitted Phases Detector Phase 5 2 1 6 8 4 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s) 14.2 23.2 14.2 23.2 23.2 23.2 Total Split (s) 27.0 77.0 30.0 80.0 43.0 43.0 Total Split (%) 18.0% 51.3% 20.0% 53.3% 28.7% 28.7% Maximum Green (s) 19.8 69.8 22.8 72.8 35.8 35.8 Yellow Time (s) 4.8 4.8 4.8 4.8 4.8 4.8 All-Red Time (s) 2.4 2.4 2.4 2.4 2.4 2.4 Lost Time Adjust (s) -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 Total Lost Time (s) 5.7 5.7 5.7 5.7 5.7 5.7 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None C-Min None C-Min None None Walk Time (s) 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr)0000 Act Effct Green (s) 21.3 71.3 24.3 74.3 37.3 37.3 Actuated g/C Ratio 0.14 0.48 0.16 0.50 0.25 0.25 v/c Ratio 0.62 0.94 0.53 0.69 0.90 0.71 Control Delay 68.6 32.3 50.7 23.4 65.1 55.0 Queue Delay 59.1 0.1 60.8 0.0 0.0 0.0 Total Delay 127.8 32.3 111.5 23.4 65.1 55.0 LOS FC FC E D Approach Delay 43.8 36.0 65.1 55.0 Lanes, Volumes, Timings 3: Livingston Rd & Pine Ridge Rd 02/05/2018 2040 Future with Innovative Intersection Improvements (CFI, RCUT, DDI) Synchro 9 Report PM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Approach LOS D D E D Queue Length 50th (ft) 107 753 74 551 394 287 Queue Length 95th (ft) 163 828 111 624 #460 340 Internal Link Dist (ft) 105 84 501 447 Turn Bay Length (ft) Base Capacity (vph) 492 2393 545 2494 1252 1240 Starvation Cap Reductn 217 0 290 0 0 0 Spillback Cap Reductn 0 3 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 1.12 0.94 1.13 0.69 0.90 0.71 Intersection Summary Area Type: Other Cycle Length: 150 Actuated Cycle Length: 150 Offset: 75 (50%), Referenced to phase 2:EBT and 6:WBT, Start of Green Natural Cycle: 110 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.94 Intersection Signal Delay: 46.6 Intersection LOS: D Intersection Capacity Utilization 85.5% ICU Level of Service E Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 3: Livingston Rd & Pine Ridge Rd Lanes, Volumes, Timings 4: Pine Ridge Rd & SB CFI 02/05/2018 2040 Future with Innovative Intersection Improvements (CFI, RCUT, DDI) Synchro 9 Report PM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 2183 0 0 1953 437 0 0 655 436 0 0 Future Volume (vph) 0 2183 0 0 1953 437 0 0 655 436 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 400 0 0 0 0 Storage Lanes 0 0 0 3 0 1 2 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 0.91 1.00 1.00 0.81 1.00 1.00 1.00 1.00 0.97 1.00 1.00 Frt 0.850 0.865 Flt Protected 0.950 Satd. Flow (prot) 0 5036 0 0 7471 1583 0 0 1580 3400 0 0 Flt Permitted 0.950 Satd. Flow (perm) 0 5036 0 0 7471 1583 0 0 1580 3400 0 0 Right Turn on Red No Yes Yes No Satd. Flow (RTOR) 451 31 Link Speed (mph) 35 35 35 35 Link Distance (ft) 164 1740 642 609 Travel Time (s) 3.2 33.9 12.5 11.9 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Heavy Vehicles (%) 0% 3% 0% 0% 3% 2% 0% 0% 4% 3% 0% 0% Adj. Flow (vph) 0 2251 0 0 2013 451 0 0 675 449 0 0 Shared Lane Traffic (%) Lane Group Flow (vph) 0 2251 0 0 2013 451 0 0 675 449 0 0 Turn Type NA NA Perm custom Prot Protected Phases 2 1 6 1 4 Permitted Phases 1 6 1 8 Detector Phase 2 1 6 1 6 1 4 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 Minimum Split (s) 23.2 14.2 23.2 Total Split (s) 77.0 30.0 43.0 Total Split (%) 51.3% 20.0% 28.7% Maximum Green (s) 69.8 22.8 35.8 Yellow Time (s) 4.8 4.8 4.8 All-Red Time (s) 2.4 2.4 2.4 Lost Time Adjust (s) -1.5 -1.5 -1.5 Total Lost Time (s) 5.7 5.7 5.7 Lead/Lag Lag Lead Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 Recall Mode C-Min None None Walk Time (s) 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 Pedestrian Calls (#/hr) 0 0 Act Effct Green (s) 71.3 98.6 98.6 67.3 37.3 Actuated g/C Ratio 0.48 0.66 0.66 0.45 0.25 v/c Ratio 0.94 0.41 0.38 0.93 0.53 Control Delay 6.7 9.3 1.7 56.7 50.0 Queue Delay 0.0 0.0 0.0 4.4 0.0 Lanes, Volumes, Timings 4: Pine Ridge Rd & SB CFI 02/05/2018 2040 Future with Innovative Intersection Improvements (CFI, RCUT, DDI) Synchro 9 Report PM Peak-Hour Lane Group Ø5 Ø6 Ø8 Lane Configurations Traffic Volume (vph) Future Volume (vph) Ideal Flow (vphpl) Storage Length (ft) Storage Lanes Taper Length (ft) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Right Turn on Red Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor Heavy Vehicles (%) Adj. Flow (vph) Shared Lane Traffic (%) Lane Group Flow (vph) Turn Type Protected Phases 5 6 8 Permitted Phases Detector Phase Switch Phase Minimum Initial (s) 7.0 7.0 7.0 Minimum Split (s) 14.2 23.2 23.2 Total Split (s) 27.0 80.0 43.0 Total Split (%) 18% 53% 29% Maximum Green (s) 19.8 72.8 35.8 Yellow Time (s) 4.8 4.8 4.8 All-Red Time (s) 2.4 2.4 2.4 Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lead Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 Recall Mode None C-Min None Walk Time (s) 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 Pedestrian Calls (#/hr) 0 0 Act Effct Green (s) Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Lanes, Volumes, Timings 4: Pine Ridge Rd & SB CFI 02/05/2018 2040 Future with Innovative Intersection Improvements (CFI, RCUT, DDI) Synchro 9 Report PM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Total Delay 6.7 9.4 1.8 61.1 50.0 LOS AAAED Approach Delay 6.7 8.0 61.1 50.0 Approach LOS A A E D Queue Length 50th (ft) 18 208 30 597 241 Queue Length 95th (ft) 39 196 32 #862 300 Internal Link Dist (ft) 84 1660 562 529 Turn Bay Length (ft) 400 Base Capacity (vph) 2393 4910 1195 725 845 Starvation Cap Reductn 0 0 0 27 0 Spillback Cap Reductn 0 693 46 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.94 0.48 0.39 0.97 0.53 Intersection Summary Area Type: Other Cycle Length: 150 Actuated Cycle Length: 150 Offset: 75 (50%), Referenced to phase 2:EBT and 6:WBT, Start of Green Natural Cycle: 110 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.94 Intersection Signal Delay: 16.9 Intersection LOS: B Intersection Capacity Utilization 108.0% ICU Level of Service G Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 4: Pine Ridge Rd & SB CFI Lanes, Volumes, Timings 5: Livingston Rd & NB CFI 02/05/2018 2040 Future with Innovative Intersection Improvements (CFI, RCUT, DDI) Synchro 9 Report PM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 0 475 0 0 0 356 1095 655 0 1128 0 Future Volume (vph) 0 0 475 0 0 0 356 1095 655 0 1128 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 0 400 150 0 0 Storage Lanes 0 1 0 0 2 1 0 0 Taper Length (ft) 25 25 100 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 0.97 0.91 1.00 1.00 0.91 1.00 Frt 0.865 0.850 Flt Protected 0.950 Satd. Flow (prot) 0 0 1627 0 0 0 3433 5036 1553 0 4988 0 Flt Permitted 0.950 Satd. Flow (perm) 0 0 1627 0 0 0 3433 5036 1553 0 4988 0 Right Turn on Red Yes No No No Satd. Flow (RTOR) 51 Link Speed (mph) 35 35 35 35 Link Distance (ft) 681 642 2204 581 Travel Time (s) 13.3 12.5 42.9 11.3 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.95 0.97 0.97 0.97 0.97 0.97 0.97 Heavy Vehicles (%) 0% 0% 1% 0% 0% 0% 2% 3% 4% 0% 4% 0% Adj. Flow (vph) 0 0 490 0 0 0 367 1129 675 0 1163 0 Shared Lane Traffic (%) Lane Group Flow (vph) 0 0 490 0 0 0 367 1129 675 0 1163 0 Turn Type Over Prot NA Perm NA Protected Phases 1 1 Free 2 Permitted Phases Free Detector Phase 1 1 2 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 Minimum Split (s) 14.2 14.2 23.2 Total Split (s) 68.0 68.0 82.0 Total Split (%) 45.3% 45.3% 54.7% Maximum Green (s) 60.8 60.8 74.8 Yellow Time (s) 4.8 4.8 4.8 All-Red Time (s) 2.4 2.4 2.4 Lost Time Adjust (s) -1.5 -1.5 -1.5 Total Lost Time (s) 5.7 5.7 5.7 Lead/Lag Lead Lead Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 Recall Mode None None C-Min Walk Time (s)5.0 Flash Dont Walk (s)11.0 Pedestrian Calls (#/hr)0 Act Effct Green (s) 51.9 51.9 150.0 150.0 86.7 Actuated g/C Ratio 0.35 0.35 1.00 1.00 0.58 v/c Ratio 0.82 0.31 0.22 0.43 0.40 Control Delay 49.7 35.5 0.1 0.9 1.6 Queue Delay 0.1 0.0 0.0 0.1 0.1 Lanes, Volumes, Timings 5: Livingston Rd & NB CFI 02/05/2018 2040 Future with Innovative Intersection Improvements (CFI, RCUT, DDI) Synchro 9 Report PM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Total Delay 49.7 35.5 0.1 1.0 1.8 LOS D D A A A Approach Delay 49.7 6.4 1.8 Approach LOS D A A Queue Length 50th (ft) 394 133 0 0 1 Queue Length 95th (ft) 492 158 0 0 0 Internal Link Dist (ft) 601 562 2124 501 Turn Bay Length (ft) 400 150 Base Capacity (vph) 705 1425 5036 1553 2882 Starvation Cap Reductn 6 0 0 0 681 Spillback Cap Reductn 0 0 0 202 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.70 0.26 0.22 0.50 0.53 Intersection Summary Area Type: Other Cycle Length: 150 Actuated Cycle Length: 150 Offset: 12 (8%), Referenced to phase 2:NBT and 6:, Start of Green Natural Cycle: 45 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.82 Intersection Signal Delay: 10.5 Intersection LOS: B Intersection Capacity Utilization 60.7% ICU Level of Service B Analysis Period (min) 15 Splits and Phases: 5: Livingston Rd & NB CFI Lanes, Volumes, Timings 6: Adv. RCUT West & Pine Ridge Rd 02/05/2018 2040 Future with Innovative Intersection Improvements (CFI, RCUT, DDI) Synchro 9 Report PM Peak-Hour Lane Group EBT EBR WBU WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 3642 0 422 0 2687 0 0 Future Volume (vph) 3642 0 422 0 2687 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 250 0 0 Storage Lanes 0 2 0 0 Taper Length (ft) 100 25 Lane Util. Factor 0.91 1.00 0.97 1.00 0.91 1.00 1.00 Frt Flt Protected 0.950 Satd. Flow (prot) 5036 0 3433 0 5036 0 0 Flt Permitted 0.950 Satd. Flow (perm) 5036 0 3433 0 5036 0 0 Right Turn on Red No No Satd. Flow (RTOR) Link Speed (mph) 35 35 35 Link Distance (ft) 1740 668 74 Travel Time (s) 33.9 13.0 1.4 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Heavy Vehicles (%) 3% 0% 2% 0% 3% 0% 0% Adj. Flow (vph) 3794 0 440 0 2799 0 0 Shared Lane Traffic (%) Lane Group Flow (vph) 3794 0 440 0 2799 0 0 Turn Type NA Prot NA Protected Phases 2 1 Free Permitted Phases Detector Phase 2 1 Switch Phase Minimum Initial (s) 7.0 7.0 Minimum Split (s) 23.0 14.0 Total Split (s) 123.0 27.0 Total Split (%) 82.0% 18.0% Maximum Green (s) 116.3 20.3 Yellow Time (s) 4.4 4.4 All-Red Time (s) 2.3 2.3 Lost Time Adjust (s) -1.5 -1.5 Total Lost Time (s) 5.2 5.2 Lead/Lag Lag Lead Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 Recall Mode C-Min None Walk Time (s) 5.0 Flash Dont Walk (s) 11.0 Pedestrian Calls (#/hr) 0 Act Effct Green (s) 117.9 21.7 150.0 Actuated g/C Ratio 0.79 0.14 1.00 v/c Ratio 0.96 0.89 0.56 Control Delay 10.7 72.8 0.3 Queue Delay 44.0 0.0 0.0 Lanes, Volumes, Timings 6: Adv. RCUT West & Pine Ridge Rd 02/05/2018 2040 Future with Innovative Intersection Improvements (CFI, RCUT, DDI) Synchro 9 Report PM Peak-Hour Lane Group EBT EBR WBU WBL WBT NBL NBR Total Delay 54.6 72.8 0.3 LOS D E A Approach Delay 54.6 10.1 Approach LOS D B Queue Length 50th (ft) 193 232 0 Queue Length 95th (ft) 213 #319 0 Internal Link Dist (ft) 1660 588 1 Turn Bay Length (ft) 250 Base Capacity (vph) 3958 498 5036 Starvation Cap Reductn 0 0 0 Spillback Cap Reductn 637 0 0 Storage Cap Reductn 0 0 0 Reduced v/c Ratio 1.14 0.88 0.56 Intersection Summary Area Type: Other Cycle Length: 150 Actuated Cycle Length: 150 Offset: 93 (62%), Referenced to phase 2:EBT and 6:, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.96 Intersection Signal Delay: 34.1 Intersection LOS: C Intersection Capacity Utilization 91.1% ICU Level of Service F Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 6: Adv. RCUT West & Pine Ridge Rd Lanes, Volumes, Timings 7: Whippoorwill Ln & Pine Ridge Rd 02/05/2018 2040 Future with Innovative Intersection Improvements (CFI, RCUT, DDI) Synchro 9 Report PM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 454 3146 464 198 2434 311 0 0 931 0 0 675 Future Volume (vph) 454 3146 464 198 2434 311 0 0 931 0 0 675 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 300 300 300 175 0 400 0 150 Storage Lanes 1 1 1 1 0 2 0 1 Taper Length (ft) 50 50 25 25 Lane Util. Factor 1.00 0.91 1.00 1.00 0.91 1.00 1.00 1.00 0.76 1.00 1.00 0.88 Frt 0.850 0.850 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 1736 5036 1599 1770 5036 1553 0 0 3610 0 0 2707 Flt Permitted 0.040 0.042 Satd. Flow (perm) 73 5036 1599 78 5036 1553 0 0 3610 0 0 2707 Right Turn on Red Yes Yes No Yes Satd. Flow (RTOR) 368 170 27 Link Speed (mph) 45 45 30 30 Link Distance (ft) 668 1025 634 321 Travel Time (s) 10.1 15.5 14.4 7.3 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Heavy Vehicles (%) 4% 3% 1% 2% 3% 4% 0% 0% 2% 0% 0% 5% Adj. Flow (vph) 473 3277 483 206 2535 324 0 0 970 0 0 703 Shared Lane Traffic (%) Lane Group Flow (vph) 473 3277 483 206 2535 324 0 0 970 0 0 703 Turn Type pm+pt NA Perm pm+pt NA Perm Over Over Protected Phases 5 2 1 6 1 5 Permitted Phases 2 2 6 6 Detector Phase 522166 1 5 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s) 14.0 23.0 23.0 14.0 23.0 23.0 14.0 14.0 Total Split (s) 54.0 104.0 104.0 46.0 96.0 96.0 46.0 54.0 Total Split (%) 36.0% 69.3% 69.3% 30.7% 64.0% 64.0% 30.7% 36.0% Maximum Green (s) 47.3 97.3 97.3 39.3 89.3 89.3 39.3 47.3 Yellow Time (s) 4.4 4.4 4.4 4.4 4.4 4.4 4.4 4.4 All-Red Time (s) 2.3 2.3 2.3 2.3 2.3 2.3 2.3 2.3 Lost Time Adjust (s) -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 Total Lost Time (s) 5.2 5.2 5.2 5.2 5.2 5.2 5.2 5.2 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lead Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None C-Min C-Min None C-Min C-Min None None Walk Time (s) 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 Act Effct Green (s) 142.2 98.8 98.8 135.9 95.1 95.1 40.8 44.5 Actuated g/C Ratio 0.95 0.66 0.66 0.91 0.63 0.63 0.27 0.30 v/c Ratio 0.84 0.99 0.41 0.39 0.79 0.31 0.99 0.86 Control Delay 53.1 25.0 1.1 37.0 16.5 3.9 80.0 58.7 Queue Delay 0.1 40.7 0.5 0.0 0.1 0.0 0.0 0.0 Lanes, Volumes, Timings 7: Whippoorwill Ln & Pine Ridge Rd 02/05/2018 2040 Future with Innovative Intersection Improvements (CFI, RCUT, DDI) Synchro 9 Report PM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Total Delay 53.2 65.7 1.6 37.0 16.6 3.9 80.0 58.7 LOS D E A D B A E E Approach Delay 57.0 16.7 80.0 58.7 Approach LOS EBEE Queue Length 50th (ft) 372 1049 16 122 541 29 417 352 Queue Length 95th (ft) m380 #1272 m24 204 791 41 #540 430 Internal Link Dist (ft) 588 945 554 241 Turn Bay Length (ft) 300 300 300 175 400 150 Base Capacity (vph) 611 3317 1178 530 3193 1047 981 898 Starvation Cap Reductn 3 395 337 0 78 0 0 0 Spillback Cap Reductn 000000 0 0 Storage Cap Reductn 000000 0 0 Reduced v/c Ratio 0.78 1.12 0.57 0.39 0.81 0.31 0.99 0.78 Intersection Summary Area Type: Other Cycle Length: 150 Actuated Cycle Length: 150 Offset: 131 (87%), Referenced to phase 2:EBTL and 6:WBTL, Start of Green Natural Cycle: 100 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.99 Intersection Signal Delay: 45.8 Intersection LOS: D Intersection Capacity Utilization 91.2% ICU Level of Service F Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 7: Whippoorwill Ln & Pine Ridge Rd Lanes, Volumes, Timings 8: Pine Ridge Rd & Adv. RCUT East 02/05/2018 2040 Future with Innovative Intersection Improvements (CFI, RCUT, DDI) Synchro 9 Report PM Peak-Hour Lane Group EBU EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph) 566 0 3511 2377 0 0 0 Future Volume (vph) 566 0 3511 2377 0 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 500 0 0 0 Storage Lanes 2 0 0 0 Taper Length (ft) 100 25 Lane Util. Factor 0.97 1.00 0.91 0.91 1.00 1.00 1.00 Frt Flt Protected 0.950 Satd. Flow (prot) 3433 0 5036 5036 0 0 0 Flt Permitted 0.950 Satd. Flow (perm) 3433 0 5036 5036 0 0 0 Right Turn on Red No No Satd. Flow (RTOR) Link Speed (mph) 35 35 35 Link Distance (ft) 1025 535 68 Travel Time (s) 20.0 10.4 1.3 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Heavy Vehicles (%) 2% 0% 3% 3% 0% 0% 0% Adj. Flow (vph) 590 0 3657 2476 0 0 0 Shared Lane Traffic (%) Lane Group Flow (vph) 590 0 3657 2476 0 0 0 Turn Type Prot NA NA Protected Phases 5 Free 6 Permitted Phases Detector Phase 5 6 Switch Phase Minimum Initial (s) 7.0 7.0 Minimum Split (s) 14.0 23.0 Total Split (s) 45.0 105.0 Total Split (%) 30.0% 70.0% Maximum Green (s) 38.3 98.3 Yellow Time (s) 4.4 4.4 All-Red Time (s) 2.3 2.3 Lost Time Adjust (s) -1.5 -1.5 Total Lost Time (s) 5.2 5.2 Lead/Lag Lead Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 Recall Mode None C-Min Walk Time (s) 5.0 Flash Dont Walk (s) 11.0 Pedestrian Calls (#/hr) 0 Act Effct Green (s) 32.7 150.0 106.9 Actuated g/C Ratio 0.22 1.00 0.71 v/c Ratio 0.79 0.73 0.69 Control Delay 52.3 0.2 5.1 Queue Delay 0.0 0.0 0.5 Lanes, Volumes, Timings 8: Pine Ridge Rd & Adv. RCUT East 02/05/2018 2040 Future with Innovative Intersection Improvements (CFI, RCUT, DDI) Synchro 9 Report PM Peak-Hour Lane Group EBU EBL EBT WBT WBR SBL SBR Total Delay 52.3 0.2 5.6 LOS D A A Approach Delay 7.5 5.6 Approach LOS A A Queue Length 50th (ft) 288 0 95 Queue Length 95th (ft) m285 m0 114 Internal Link Dist (ft) 945 455 1 Turn Bay Length (ft) 500 Base Capacity (vph) 910 5036 3590 Starvation Cap Reductn 0 0 577 Spillback Cap Reductn 0 0 0 Storage Cap Reductn 0 0 0 Reduced v/c Ratio 0.65 0.73 0.82 Intersection Summary Area Type: Other Cycle Length: 150 Actuated Cycle Length: 150 Offset: 113 (75%), Referenced to phase 2: and 6:WBT, Start of Green Natural Cycle: 60 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.79 Intersection Signal Delay: 6.8 Intersection LOS: A Intersection Capacity Utilization 71.2% ICU Level of Service C Analysis Period (min) 15 m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 8: Pine Ridge Rd & Adv. RCUT East Lanes, Volumes, Timings 9: Pine Ridge Rd & I-75 SB Ramp 02/05/2018 2040 Future with Innovative Intersection Improvements (CFI, RCUT, DDI) Synchro 9 Report PM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NWL NWR SWL SWR Lane Configurations Traffic Volume (vph) 0 2896 540 0 1569 0000808 Future Volume (vph) 0 2896 540 0 1569 0000808 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 200 0 00000 Storage Lanes 0 1 0 00003 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 0.86 0.86 1.00 0.91 1.00 1.00 1.00 1.00 0.76 Frt 0.976 0.850 Flt Protected Satd. Flow (prot) 0 6193 0 0 5036 00003610 Flt Permitted Satd. Flow (perm) 0 6193 0 0 5036 00003610 Right Turn on Red No No No Satd. Flow (RTOR) Link Speed (mph) 35 35 35 35 Link Distance (ft) 535 327 536 554 Travel Time (s) 10.4 6.4 10.4 10.8 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles (%) 0% 3% 3% 0% 3% 0% 0% 0% 0% 2% Adj. Flow (vph) 0 3048 568 0 1652 0000851 Shared Lane Traffic (%) Lane Group Flow (vph) 0 3616 0 0 1652 0000851 Turn Type NA NA Prot Protected Phases Free 2 4 Permitted Phases Detector Phase 2 4 Switch Phase Minimum Initial (s) 7.0 7.0 Minimum Split (s) 23.0 23.0 Total Split (s) 62.0 88.0 Total Split (%) 41.3% 58.7% Maximum Green (s) 55.0 81.0 Yellow Time (s) 5.0 5.0 All-Red Time (s) 2.0 2.0 Lost Time Adjust (s) -1.5 -1.5 Total Lost Time (s) 5.5 5.5 Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 Recall Mode Min C-Min Walk Time (s) 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 Pedestrian Calls (#/hr) 0 0 Act Effct Green (s) 150.0 56.5 82.5 Actuated g/C Ratio 1.00 0.38 0.55 v/c Ratio 0.58 0.87 0.43 Control Delay 0.3 10.6 20.7 Queue Delay 0.2 0.2 0.0 Lanes, Volumes, Timings 9: Pine Ridge Rd & I-75 SB Ramp 02/05/2018 2040 Future with Innovative Intersection Improvements (CFI, RCUT, DDI) Synchro 9 Report PM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NWL NWR SWL SWR Total Delay 0.4 10.8 20.7 LOS A B C Approach Delay 0.4 10.8 20.7 Approach LOS A B C Queue Length 50th (ft) 0 65 208 Queue Length 95th (ft) 0 75 250 Internal Link Dist (ft) 455 247 456 474 Turn Bay Length (ft) Base Capacity (vph) 6193 1896 1985 Starvation Cap Reductn 0 23 0 Spillback Cap Reductn 1251 23 0 Storage Cap Reductn 0 0 0 Reduced v/c Ratio 0.73 0.88 0.43 Intersection Summary Area Type: Other Cycle Length: 150 Actuated Cycle Length: 150 Offset: 21 (14%), Referenced to phase 4:SWR, Start of Green Natural Cycle: 80 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.89 Intersection Signal Delay: 6.1 Intersection LOS: A Intersection Capacity Utilization 101.5% ICU Level of Service G Analysis Period (min) 15 Splits and Phases: 9: Pine Ridge Rd & I-75 SB Ramp Lanes, Volumes, Timings 10: Pine Ridge Rd 02/05/2018 2040 Future with Innovative Intersection Improvements (CFI, RCUT, DDI) Synchro 9 Report PM Peak-Hour Lane Group EBT EBR WBL WBT NWL NWR Lane Configurations Traffic Volume (vph) 2896 0 0 0 1569 0 Future Volume (vph) 2896 0 0 0 1569 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Util. Factor 0.86 1.00 1.00 1.00 0.94 1.00 Frt Flt Protected 0.950 Satd. Flow (prot) 6346 0 0 0 4942 0 Flt Permitted 0.950 Satd. Flow (perm) 6346 0 0 0 4942 0 Right Turn on Red No No Satd. Flow (RTOR) Link Speed (mph) 35 35 35 Link Distance (ft) 327 340 359 Travel Time (s) 6.4 6.6 7.0 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles (%) 3% 0% 0% 0% 3% 0% Adj. Flow (vph) 3048 0 0 0 1652 0 Shared Lane Traffic (%) Lane Group Flow (vph) 3048 0 0 0 1652 0 Turn Type NA Prot Protected Phases 4 2 Permitted Phases Detector Phase 4 2 Switch Phase Minimum Initial (s) 7.0 7.0 Minimum Split (s) 23.0 23.0 Total Split (s) 88.0 62.0 Total Split (%) 58.7% 41.3% Maximum Green (s) 81.0 55.0 Yellow Time (s) 5.0 5.0 All-Red Time (s) 2.0 2.0 Lost Time Adjust (s) -1.5 -1.5 Total Lost Time (s) 5.5 5.5 Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 Recall Mode C-Min Min Walk Time (s) 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 Pedestrian Calls (#/hr) 0 0 Act Effct Green (s) 82.5 56.5 Actuated g/C Ratio 0.55 0.38 v/c Ratio 0.87 0.89 Control Delay 24.7 19.6 Queue Delay 9.4 0.0 Total Delay 34.1 19.6 LOS C B Approach Delay 34.1 19.6 Lanes, Volumes, Timings 10: Pine Ridge Rd 02/05/2018 2040 Future with Innovative Intersection Improvements (CFI, RCUT, DDI) Synchro 9 Report PM Peak-Hour Lane Group EBT EBR WBL WBT NWL NWR Approach LOS C B Queue Length 50th (ft) 645 139 Queue Length 95th (ft) 700 150 Internal Link Dist (ft) 247 260 279 Turn Bay Length (ft) Base Capacity (vph) 3490 1861 Starvation Cap Reductn 460 0 Spillback Cap Reductn 0 0 Storage Cap Reductn 0 0 Reduced v/c Ratio 1.01 0.89 Intersection Summary Area Type: Other Cycle Length: 150 Actuated Cycle Length: 150 Offset: 21 (14%), Referenced to phase 4:SWR, Start of Green Natural Cycle: 80 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.89 Intersection Signal Delay: 29.0 Intersection LOS: C Intersection Capacity Utilization 112.2% ICU Level of Service H Analysis Period (min) 15 Splits and Phases: 10: Pine Ridge Rd Lanes, Volumes, Timings 11: Pine Ridge Rd & I-75 SB Ramp 02/05/2018 2040 Future with Innovative Intersection Improvements (CFI, RCUT, DDI) Synchro 9 Report PM Peak-Hour Lane Group EBL EBT WBT WBR SEL SER Lane Configurations Traffic Volume (vph) 0 2896 0 0 670 0 Future Volume (vph) 0 2896 0 0 670 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 0.86 1.00 1.00 0.97 1.00 Frt Flt Protected 0.950 Satd. Flow (prot) 0 6346 0 0 3367 0 Flt Permitted 0.950 Satd. Flow (perm) 0 6346 0 0 3367 0 Right Turn on Red No No No Satd. Flow (RTOR) Link Speed (mph) 35 35 35 Link Distance (ft) 340 448 330 Travel Time (s) 6.6 8.7 6.4 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles (%) 0% 3% 0% 0% 4% 0% Adj. Flow (vph) 0 3048 0 0 705 0 Shared Lane Traffic (%) Lane Group Flow (vph) 0 3048 0 0 705 0 Turn Type NA Prot Protected Phases 4 2 Permitted Phases Detector Phase 4 2 Switch Phase Minimum Initial (s) 7.0 7.0 Minimum Split (s) 23.0 23.0 Total Split (s) 88.0 62.0 Total Split (%) 58.7% 41.3% Maximum Green (s) 81.0 55.0 Yellow Time (s) 5.0 5.0 All-Red Time (s) 2.0 2.0 Lost Time Adjust (s) -1.5 -1.5 Total Lost Time (s) 5.5 5.5 Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 Recall Mode C-Min Min Walk Time (s) 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 Pedestrian Calls (#/hr) 0 0 Act Effct Green (s) 82.5 56.5 Actuated g/C Ratio 0.55 0.38 v/c Ratio 0.87 0.56 Control Delay 4.6 38.9 Queue Delay 0.1 0.0 Total Delay 4.7 38.9 LOS A D Approach Delay 4.7 38.9 Lanes, Volumes, Timings 11: Pine Ridge Rd & I-75 SB Ramp 02/05/2018 2040 Future with Innovative Intersection Improvements (CFI, RCUT, DDI) Synchro 9 Report PM Peak-Hour Lane Group EBL EBT WBT WBR SEL SER Approach LOS A D Queue Length 50th (ft) 48 279 Queue Length 95th (ft) 51 343 Internal Link Dist (ft) 260 368 250 Turn Bay Length (ft) Base Capacity (vph) 3490 1268 Starvation Cap Reductn 0 0 Spillback Cap Reductn 33 0 Storage Cap Reductn 0 0 Reduced v/c Ratio 0.88 0.56 Intersection Summary Area Type: Other Cycle Length: 150 Actuated Cycle Length: 150 Offset: 21 (14%), Referenced to phase 4:SWR, Start of Green Natural Cycle: 80 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.89 Intersection Signal Delay: 11.1 Intersection LOS: B Intersection Capacity Utilization 69.0% ICU Level of Service C Analysis Period (min) 15 Splits and Phases: 11: Pine Ridge Rd & I-75 SB Ramp Lanes, Volumes, Timings 12: I-75 NB Ramp & Pine Ridge Rd 02/05/2018 2040 Future with Innovative Intersection Improvements (CFI, RCUT, DDI) Synchro 9 Report PM Peak-Hour Lane Group EBT EBR WBL WBT NWL NWR Lane Configurations Traffic Volume (vph) 0 0 0 1339 373 0 Future Volume (vph) 0 0 0 1339 373 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 0.91 0.97 1.00 Frt Flt Protected 0.950 Satd. Flow (prot) 0 0 0 5085 3433 0 Flt Permitted 0.950 Satd. Flow (perm) 0 0 0 5085 3433 0 Right Turn on Red No No No Satd. Flow (RTOR) Link Speed (mph) 35 35 35 Link Distance (ft) 432 314 330 Travel Time (s) 8.4 6.1 6.4 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 Heavy Vehicles (%) 0% 0% 0% 2% 2% 0% Adj. Flow (vph) 0 0 0 1380 385 0 Shared Lane Traffic (%) Lane Group Flow (vph) 0 0 0 1380 385 0 Turn Type NA Prot Protected Phases 2 4 Permitted Phases Detector Phase 2 4 Switch Phase Minimum Initial (s) 7.0 7.0 Minimum Split (s) 23.0 23.0 Total Split (s) 51.0 99.0 Total Split (%) 34.0% 66.0% Maximum Green (s) 44.0 92.0 Yellow Time (s) 5.0 5.0 All-Red Time (s) 2.0 2.0 Lost Time Adjust (s) -1.5 -1.5 Total Lost Time (s) 5.5 5.5 Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 Recall Mode Min C-Min Walk Time (s) 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 Pedestrian Calls (#/hr) 0 0 Act Effct Green (s) 45.5 93.5 Actuated g/C Ratio 0.30 0.62 v/c Ratio 0.89 0.18 Control Delay 11.4 12.2 Queue Delay 0.0 0.0 Total Delay 11.4 12.2 LOS B B Approach Delay 11.4 12.2 Lanes, Volumes, Timings 12: I-75 NB Ramp & Pine Ridge Rd 02/05/2018 2040 Future with Innovative Intersection Improvements (CFI, RCUT, DDI) Synchro 9 Report PM Peak-Hour Lane Group EBT EBR WBL WBT NWL NWR Approach LOS B B Queue Length 50th (ft) 16 78 Queue Length 95th (ft) 76 103 Internal Link Dist (ft) 352 234 250 Turn Bay Length (ft) Base Capacity (vph) 1542 2139 Starvation Cap Reductn 0 0 Spillback Cap Reductn 0 0 Storage Cap Reductn 0 0 Reduced v/c Ratio 0.89 0.18 Intersection Summary Area Type: Other Cycle Length: 150 Actuated Cycle Length: 150 Offset: 5 (3%), Referenced to phase 4:NWL, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.90 Intersection Signal Delay: 11.6 Intersection LOS: B Intersection Capacity Utilization 59.9% ICU Level of Service B Analysis Period (min) 15 Splits and Phases: 12: I-75 NB Ramp & Pine Ridge Rd Lanes, Volumes, Timings 13: Pine Ridge Rd 02/05/2018 2040 Future with Innovative Intersection Improvements (CFI, RCUT, DDI) Synchro 9 Report PM Peak-Hour Lane Group EBL EBT WBT WBR SEL SER Lane Configurations Traffic Volume (vph) 0 0 1339 0 2689 0 Future Volume (vph) 0 0 1339 0 2689 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 0.91 1.00 0.94 1.00 Frt Flt Protected 0.950 Satd. Flow (prot) 0 0 5085 0 4942 0 Flt Permitted 0.950 Satd. Flow (perm) 0 0 5085 0 4942 0 Right Turn on Red No No Satd. Flow (RTOR) Link Speed (mph) 35 35 35 Link Distance (ft) 314 260 307 Travel Time (s) 6.1 5.1 6.0 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 Heavy Vehicles (%) 0% 0% 2% 0% 3% 0% Adj. Flow (vph) 0 0 1380 0 2772 0 Shared Lane Traffic (%) Lane Group Flow (vph) 0 0 1380 0 2772 0 Turn Type NA Prot Protected Phases 2 4 Permitted Phases Detector Phase 2 4 Switch Phase Minimum Initial (s) 7.0 7.0 Minimum Split (s) 23.0 23.0 Total Split (s) 51.0 99.0 Total Split (%) 34.0% 66.0% Maximum Green (s) 44.0 92.0 Yellow Time (s) 5.0 5.0 All-Red Time (s) 2.0 2.0 Lost Time Adjust (s) -1.5 -1.5 Total Lost Time (s) 5.5 5.5 Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 Recall Mode Min C-Min Walk Time (s) 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 Pedestrian Calls (#/hr) 0 0 Act Effct Green (s) 45.5 93.5 Actuated g/C Ratio 0.30 0.62 v/c Ratio 0.89 0.90 Control Delay 50.0 17.5 Queue Delay 47.2 0.3 Total Delay 97.2 17.8 LOS F B Approach Delay 97.2 17.8 Lanes, Volumes, Timings 13: Pine Ridge Rd 02/05/2018 2040 Future with Innovative Intersection Improvements (CFI, RCUT, DDI) Synchro 9 Report PM Peak-Hour Lane Group EBL EBT WBT WBR SEL SER Approach LOS F B Queue Length 50th (ft) 496 333 Queue Length 95th (ft) 413 411 Internal Link Dist (ft) 234 180 227 Turn Bay Length (ft) Base Capacity (vph) 1542 3080 Starvation Cap Reductn 474 56 Spillback Cap Reductn 9 0 Storage Cap Reductn 0 0 Reduced v/c Ratio 1.29 0.92 Intersection Summary Area Type: Other Cycle Length: 150 Actuated Cycle Length: 150 Offset: 5 (3%), Referenced to phase 4:NWL, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.90 Intersection Signal Delay: 44.2 Intersection LOS: D Intersection Capacity Utilization 100.4% ICU Level of Service G Analysis Period (min) 15 Splits and Phases: 13: Pine Ridge Rd Lanes, Volumes, Timings 14: I-75 NB Ramp & Pine Ridge Rd 02/05/2018 2040 Future with Innovative Intersection Improvements (CFI, RCUT, DDI) Synchro 9 Report PM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR SEL SER NEL NER Lane Configurations Traffic Volume (vph) 0 2689 0 0 1339 534 0 0 0 176 Future Volume (vph) 0 2689 0 0 1339 534 0 0 0 176 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 250 0000 Storage Lanes 0 0 0 10001 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 0.91 1.00 1.00 0.91 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.865 Flt Protected Satd. Flow (prot) 0 5036 0 0 5085 1553 0 0 0 1627 Flt Permitted Satd. Flow (perm) 0 5036 0 0 5085 1553 0 0 0 1627 Right Turn on Red No No No Satd. Flow (RTOR) Link Speed (mph) 35 35 35 35 Link Distance (ft) 260 992 477 425 Travel Time (s) 5.1 19.3 9.3 8.3 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Heavy Vehicles (%) 0% 3% 0% 0% 2% 4% 0% 0% 0% 1% Adj. Flow (vph) 0 2772 0 0 1380 551 0 0 0 181 Shared Lane Traffic (%) Lane Group Flow (vph) 0 2772 0 0 1380 551 0 0 0 181 Turn Type NA NA custom Prot Protected Phases 4 Free Free 2 Permitted Phases Free Detector Phase 4 2 Switch Phase Minimum Initial (s) 7.0 7.0 Minimum Split (s) 23.0 23.0 Total Split (s) 99.0 51.0 Total Split (%) 66.0% 34.0% Maximum Green (s) 92.0 44.0 Yellow Time (s) 5.0 5.0 All-Red Time (s) 2.0 2.0 Lost Time Adjust (s) -1.5 -1.5 Total Lost Time (s) 5.5 5.5 Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 Recall Mode C-Min Min Walk Time (s) 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 Pedestrian Calls (#/hr) 0 0 Act Effct Green (s) 93.5 150.0 150.0 45.5 Actuated g/C Ratio 0.62 1.00 1.00 0.30 v/c Ratio 0.88 0.27 0.35 0.37 Control Delay 4.6 0.1 0.5 43.6 Queue Delay 0.2 0.1 0.0 0.4 Lanes, Volumes, Timings 14: I-75 NB Ramp & Pine Ridge Rd 02/05/2018 2040 Future with Innovative Intersection Improvements (CFI, RCUT, DDI) Synchro 9 Report PM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR SEL SER NEL NER Total Delay 4.8 0.2 0.5 44.0 LOS A A A D Approach Delay 4.8 0.3 44.0 Approach LOS A A D Queue Length 50th (ft) 60 0 0 139 Queue Length 95th (ft) 59 0 0 212 Internal Link Dist (ft) 180 912 397 345 Turn Bay Length (ft) 250 Base Capacity (vph) 3139 5085 1553 493 Starvation Cap Reductn 49 0 0 0 Spillback Cap Reductn 36 1931 0 79 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.90 0.44 0.35 0.44 Intersection Summary Area Type: Other Cycle Length: 150 Actuated Cycle Length: 150 Offset: 5 (3%), Referenced to phase 4:NWL, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.90 Intersection Signal Delay: 4.5 Intersection LOS: A Intersection Capacity Utilization 91.9% ICU Level of Service F Analysis Period (min) 15 Splits and Phases: 14: I-75 NB Ramp & Pine Ridge Rd Lanes, Volumes, Timings 15: Napa Blvd & Pine Ridge Rd 02/05/2018 2040 Future with Innovative Intersection Improvements (CFI, RCUT, DDI) Synchro 9 Report PM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 434 2382 49 13 1228 123 104 27 41 124 26 538 Future Volume (vph) 434 2382 49 13 1228 123 104 27 41 124 26 538 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 610 0 274 210 0 0 0 0 Storage Lanes 2 0 1 1 0 0 0 1 Taper Length (ft) 100 50 25 25 Lane Util. Factor 0.97 0.91 0.91 1.00 0.91 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.997 0.850 0.968 0.850 Flt Protected 0.950 0.950 0.971 0.960 Satd. Flow (prot) 3467 5024 0 1805 4988 1599 0 1786 0 0 1780 1599 Flt Permitted 0.950 0.950 0.579 0.648 Satd. Flow (perm) 3467 5024 0 1805 4988 1599 0 1065 0 0 1201 1599 Right Turn on Red No No No No Satd. Flow (RTOR) Link Speed (mph) 35 35 35 35 Link Distance (ft) 992 744 572 470 Travel Time (s) 19.3 14.5 11.1 9.2 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Heavy Vehicles (%) 1% 3% 0% 0% 4% 1% 0% 0% 0% 3% 0% 1% Adj. Flow (vph) 452 2481 51 14 1279 128 108 28 43 129 27 560 Shared Lane Traffic (%) Lane Group Flow (vph) 452 2532 0 14 1279 128 0 179 0 0 156 560 Turn Type Prot NA Prot NA Perm Perm NA Perm NA pm+ov Protected Phases 1 6 5 2 4 8 1 Permitted Phases 2 4 8 8 Detector Phase 1 6 52244 881 Switch Phase Minimum Initial (s) 10.0 20.0 7.0 20.0 20.0 8.0 8.0 8.0 8.0 10.0 Minimum Split (s) 17.0 27.8 14.8 27.0 27.0 23.5 23.5 23.0 23.0 17.0 Total Split (s) 48.0 90.2 14.8 57.0 57.0 45.0 45.0 45.0 45.0 48.0 Total Split (%) 32.0% 60.1% 9.9% 38.0% 38.0% 30.0% 30.0% 30.0% 30.0% 32.0% Maximum Green (s) 41.2 83.4 8.0 50.2 50.2 38.1 38.1 38.1 38.1 41.2 Yellow Time (s) 4.8 4.8 4.8 4.8 4.8 4.4 4.4 4.4 4.4 4.8 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.5 2.5 2.5 2.5 2.0 Lost Time Adjust (s) -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 Total Lost Time (s) 5.3 5.3 5.3 5.3 5.3 5.4 5.4 5.3 Lead/Lag Lead Lag Lead Lag Lag Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None C-Min None C-Min C-Min None None None None None Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0000 00 Act Effct Green (s) 31.7 103.9 8.8 72.7 72.7 29.6 29.6 66.7 Actuated g/C Ratio 0.21 0.69 0.06 0.48 0.48 0.20 0.20 0.44 v/c Ratio 0.62 0.73 0.13 0.53 0.17 0.85 0.66 0.79 Control Delay 57.1 16.9 69.8 29.3 24.9 90.0 67.7 43.4 Queue Delay 0.0 1.2 0.0 0.0 0.0 0.0 0.0 0.0 Lanes, Volumes, Timings 15: Napa Blvd & Pine Ridge Rd 02/05/2018 2040 Future with Innovative Intersection Improvements (CFI, RCUT, DDI) Synchro 9 Report PM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Total Delay 57.1 18.0 69.8 29.3 24.9 90.0 67.7 43.4 LOS EB ECC F ED Approach Delay 23.9 29.3 90.0 48.7 Approach LOS C C F D Queue Length 50th (ft) 205 449 13 312 69 171 142 462 Queue Length 95th (ft) m209 993 38 424 133 247 207 519 Internal Link Dist (ft) 912 664 492 390 Turn Bay Length (ft) 610 274 210 Base Capacity (vph) 986 3478 114 2416 774 281 317 828 Starvation Cap Reductn 0 648 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.46 0.89 0.12 0.53 0.17 0.64 0.49 0.68 Intersection Summary Area Type: Other Cycle Length: 150 Actuated Cycle Length: 150 Offset: 101 (67%), Referenced to phase 2:WBT and 6:EBT, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.85 Intersection Signal Delay: 30.9 Intersection LOS: C Intersection Capacity Utilization 82.6% ICU Level of Service E Analysis Period (min) 15 m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 15: Napa Blvd & Pine Ridge Rd Appendix K3 Synchro Worksheets: 2040 Innovative Improvements Condition Jug-Handle Lanes, Volumes, Timings 1: Jughandle & Pine Ridge Rd 02/05/2018 2040 Future with Innovative Intersection Improvements (Jug Handle) AM Peak-Hour Synchro 9 Report Lane Group EBT EBR WBL WBT NBL NBR Ø1 Ø2 Ø4 Ø5 Ø6 Lane Configurations Traffic Volume (vph) 1259 210 0 2770 491 420 Future Volume (vph) 1259 210 0 2770 491 420 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Storage Length (ft)300 0 0 350 Storage Lanes 1 0 2 1 Taper Length (ft)25 25 Lane Util. Factor 0.91 1.00 1.00 0.91 0.97 0.88 Frt 0.850 0.850 Flt Protected 0.950 Satd. Flow (prot)4893 1583 0 4940 3367 2787 Flt Permitted 0.950 Satd. Flow (perm) 4893 1583 0 4940 3367 2787 Right Turn on Red Yes No Satd. Flow (RTOR)216 Link Speed (mph)35 35 35 Link Distance (ft)808 448 821 Travel Time (s)15.7 8.7 16.0 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 Heavy Vehicles (%)6% 2% 0% 5% 4% 2% Adj. Flow (vph)1298 216 0 2856 506 433 Shared Lane Traffic (%) Lane Group Flow (vph) 1298 216 0 2856 506 433 Turn Type NA Perm NA Prot Perm Protected Phases 2 5 1 6 8 12456 Permitted Phases 2 5 8 Detector Phase 2 5 2 5 1 6 8 8 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)23.2 23.2 14.2 23.2 23.2 14.2 23.2 Total Split (s) 45.0 45.0 37.0 68.0 45.0 22.0 83.0 Total Split (%)30.0% 30.0% 25% 45% 30% 15% 55% Maximum Green (s)37.8 37.8 29.8 60.8 37.8 14.8 75.8 Yellow Time (s)4.8 4.8 4.8 4.8 4.8 4.8 4.8 All-Red Time (s)2.4 2.4 2.4 2.4 2.4 2.4 2.4 Lost Time Adjust (s)-1.5 -1.5 Total Lost Time (s)5.7 5.7 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize? Vehicle Extension (s)3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None C-Min None None C-Min Walk Time (s)5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s)11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr)0 0 0 0 0 Act Effct Green (s)78.6 78.6 99.3 39.3 39.3 Actuated g/C Ratio 0.52 0.52 0.66 0.26 0.26 v/c Ratio 0.51 0.23 0.87 0.57 0.59 Control Delay 15.7 1.9 10.6 50.0 51.1 Queue Delay 0.3 0.0 0.0 0.0 0.0 Lanes, Volumes, Timings 1: Jughandle & Pine Ridge Rd 02/05/2018 2040 Future with Innovative Intersection Improvements (Jug Handle) AM Peak-Hour Synchro 9 Report Lane Group EBT EBR WBL WBT NBL NBR Ø1 Ø2 Ø4 Ø5 Ø6 Total Delay 16.0 1.9 10.6 50.0 51.1 LOS B A B D D Approach Delay 14.0 10.6 50.5 Approach LOS B B D Queue Length 50th (ft) 201 0 209 242 228 Queue Length 95th (ft) 230 28 270 290 282 Internal Link Dist (ft) 728 368 741 Turn Bay Length (ft)300 350 Base Capacity (vph) 2563 932 3270 882 730 Starvation Cap Reductn 0 0 3 0 0 Spillback Cap Reductn 587 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.66 0.23 0.87 0.57 0.59 Intersection Summary Area Type:Other Cycle Length: 150 Actuated Cycle Length: 150 Offset: 83 (55%), Referenced to phase 2:EBT and 6:WBT, Start of Green Natural Cycle: 100 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.95 Intersection Signal Delay: 18.6 Intersection LOS: B Intersection Capacity Utilization 77.0%ICU Level of Service D Analysis Period (min) 15 Splits and Phases: 1: Jughandle & Pine Ridge Rd Lanes, Volumes, Timings 1: Jughandle & Pine Ridge Rd 02/05/2018 2040 Future with Innovative Intersection Improvements (Jug Handle) PM Peak-Hour Synchro 9 Report Lane Group EBT EBR WBL WBT NBL NBR Ø1 Ø2 Ø4 Ø5 Ø6 Lane Configurations Traffic Volume (vph) 2481 475 0 1674 356 436 Future Volume (vph) 2481 475 0 1674 356 436 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Storage Length (ft)300 0 0 350 Storage Lanes 1 0 2 1 Taper Length (ft)25 25 Lane Util. Factor 0.91 1.00 1.00 0.91 0.97 0.88 Frt 0.850 0.850 Flt Protected 0.950 Satd. Flow (prot)5036 1599 0 5036 3433 2760 Flt Permitted 0.950 Satd. Flow (perm) 5036 1599 0 5036 3433 2760 Right Turn on Red Yes No Satd. Flow (RTOR)490 Link Speed (mph)35 35 35 Link Distance (ft)808 467 837 Travel Time (s)15.7 9.1 16.3 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 Heavy Vehicles (%)3% 1% 0% 3% 2% 3% Adj. Flow (vph)2558 490 0 1726 367 449 Shared Lane Traffic (%) Lane Group Flow (vph) 2558 490 0 1726 367 449 Turn Type NA Perm NA Prot Perm Protected Phases 2 5 1 6 8 12456 Permitted Phases 2 5 8 Detector Phase 2 5 2 5 1 6 8 8 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)23.2 23.2 14.2 23.2 23.2 14.2 23.2 Total Split (s) 41.0 41.0 19.0 90.0 41.0 27.0 82.0 Total Split (%)27.3% 27.3% 13% 60% 27% 18% 55% Maximum Green (s)33.8 33.8 11.8 82.8 33.8 19.8 74.8 Yellow Time (s)4.8 4.8 4.8 4.8 4.8 4.8 4.8 All-Red Time (s)2.4 2.4 2.4 2.4 2.4 2.4 2.4 Lost Time Adjust (s)-1.5 -1.5 Total Lost Time (s)5.7 5.7 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize? Vehicle Extension (s)3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None C-Min None None C-Min Walk Time (s)5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s)11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr)0 0 0 0 0 Act Effct Green (s) 103.3 103.3 89.6 35.3 35.3 Actuated g/C Ratio 0.69 0.69 0.60 0.24 0.24 v/c Ratio 0.74 0.39 0.57 0.45 0.69 Control Delay 16.4 1.6 7.1 72.2 79.8 Queue Delay 4.7 0.0 0.1 0.0 0.0 Lanes, Volumes, Timings 1: Jughandle & Pine Ridge Rd 02/05/2018 2040 Future with Innovative Intersection Improvements (Jug Handle) PM Peak-Hour Synchro 9 Report Lane Group EBT EBR WBL WBT NBL NBR Ø1 Ø2 Ø4 Ø5 Ø6 Total Delay 21.1 1.6 7.2 72.2 79.8 LOS C A A E E Approach Delay 18.0 7.2 76.4 Approach LOS B A E Queue Length 50th (ft) 538 0 137 177 239 Queue Length 95th (ft) 588 34 143 225 305 Internal Link Dist (ft) 728 387 757 Turn Bay Length (ft)300 350 Base Capacity (vph) 3468 1253 3008 807 649 Starvation Cap Reductn 0 0 236 0 0 Spillback Cap Reductn 838 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.97 0.39 0.62 0.45 0.69 Intersection Summary Area Type:Other Cycle Length: 150 Actuated Cycle Length: 150 Offset: 143 (95%), Referenced to phase 2:EBT and 6:WBT, Start of Green Natural Cycle: 110 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.97 Intersection Signal Delay: 23.2 Intersection LOS: C Intersection Capacity Utilization 72.7%ICU Level of Service C Analysis Period (min) 15 Splits and Phases: 1: Jughandle & Pine Ridge Rd Lanes, Volumes, Timings 2: Livingston Rd & Pine Ridge Rd 02/05/2018 2040 Future with Innovative Intersection Improvements (Jug Handle) AM Peak-Hour Synchro 9 Report Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 276 1403 0 552 2305 359 0 833 269 0 1511 465 Future Volume (vph) 276 1403 0 552 2305 359 0 833 269 0 1511 465 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)425 0 425 325 0 450 0 725 Storage Lanes 2 0 2 1 0 1 0 2 Taper Length (ft)100 100 25 25 Lane Util. Factor 0.97 0.91 1.00 0.97 0.91 1.00 1.00 0.91 0.88 1.00 0.86 1.00 Frt 0.850 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot)3335 4893 0 3183 4940 1538 0 4893 2707 0 6285 1568 Flt Permitted 0.950 0.950 Satd. Flow (perm)3335 4893 0 3183 4940 1538 0 4893 2707 0 6285 1568 Right Turn on Red No No No Yes Satd. Flow (RTOR)83 Link Speed (mph)35 35 35 35 Link Distance (ft)448 1910 581 942 Travel Time (s)8.7 37.2 11.3 18.4 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Heavy Vehicles (%)5% 6% 0% 10% 5% 5% 0% 6% 5% 0% 4% 3% Adj. Flow (vph)285 1446 0 569 2376 370 0 859 277 0 1558 479 Shared Lane Traffic (%) Lane Group Flow (vph) 285 1446 0 569 2376 370 0 859 277 0 1558 479 Turn Type Prot NA Prot NA Perm NA pm+ov NA pm+ov Protected Phases 5 2 1 6 8 1 4 5 Permitted Phases 6 8 4 Detector Phase 5 2 1 6 6 8 1 4 5 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)14.2 23.2 14.2 23.2 23.2 23.2 14.2 23.2 14.2 Total Split (s)22.0 68.0 37.0 83.0 83.0 45.0 37.0 45.0 22.0 Total Split (%)14.7% 45.3% 24.7% 55.3% 55.3% 30.0% 24.7% 30.0% 14.7% Maximum Green (s) 14.8 60.8 29.8 75.8 75.8 37.8 29.8 37.8 14.8 Yellow Time (s)4.8 4.8 4.8 4.8 4.8 4.8 4.8 4.8 4.8 All-Red Time (s)2.4 2.4 2.4 2.4 2.4 2.4 2.4 2.4 2.4 Lost Time Adjust (s) -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 Total Lost Time (s)5.7 5.7 5.7 5.7 5.7 5.7 5.7 5.7 5.7 Lead/Lag Lead Lag Lead Lag Lag Lead Lead Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None C-Min None C-Min C-Min None None None None Walk Time (s)5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s)11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr)0 0 0 0 0 Act Effct Green (s)16.3 62.3 31.3 77.3 77.3 39.3 76.3 39.3 61.3 Actuated g/C Ratio 0.11 0.42 0.21 0.52 0.52 0.26 0.51 0.26 0.41 v/c Ratio 0.79 0.71 0.86 0.93 0.47 0.67 0.20 0.95 0.70 Control Delay 81.5 38.7 64.5 32.5 18.1 52.6 20.7 66.9 36.1 Queue Delay 0.0 0.3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Lanes, Volumes, Timings 2: Livingston Rd & Pine Ridge Rd 02/05/2018 2040 Future with Innovative Intersection Improvements (Jug Handle) AM Peak-Hour Synchro 9 Report Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Total Delay 81.5 39.0 64.5 32.5 18.1 52.6 20.7 66.9 36.1 LOS F D E C B D C E D Approach Delay 46.0 36.4 44.8 59.6 Approach LOS D D D E Queue Length 50th (ft) 130 467 269 758 212 277 82 438 323 Queue Length 95th (ft) #199 523 #367 809 265 328 114 #509 461 Internal Link Dist (ft)368 1830 501 862 Turn Bay Length (ft) 425 425 325 450 725 Base Capacity (vph) 362 2032 664 2545 792 1281 1376 1646 689 Starvation Cap Reductn 0 171 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.79 0.78 0.86 0.93 0.47 0.67 0.20 0.95 0.70 Intersection Summary Area Type:Other Cycle Length: 150 Actuated Cycle Length: 150 Offset: 83 (55%), Referenced to phase 2:EBT and 6:WBT, Start of Green Natural Cycle: 100 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.95 Intersection Signal Delay: 45.3 Intersection LOS: D Intersection Capacity Utilization 88.6%ICU Level of Service E Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 2: Livingston Rd & Pine Ridge Rd Lanes, Volumes, Timings 2: Livingston Rd & Pine Ridge Rd 02/05/2018 2040 Future with Innovative Intersection Improvements (Jug Handle) PM Peak-Hour Synchro 9 Report Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 298 2619 0 279 1674 437 0 1095 655 0 1285 330 Future Volume (vph) 298 2619 0 279 1674 437 0 1095 655 0 1285 330 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)425 0 425 325 0 450 0 725 Storage Lanes 2 0 2 1 0 1 0 2 Taper Length (ft)100 100 25 25 Lane Util. Factor 0.97 0.91 1.00 0.97 0.91 1.00 1.00 0.91 0.88 1.00 0.86 1.00 Frt 0.850 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot)3467 5036 0 3367 5036 1583 0 5036 2733 0 6285 1599 Flt Permitted 0.950 0.950 Satd. Flow (perm)3467 5036 0 3367 5036 1583 0 5036 2733 0 6285 1599 Right Turn on Red No No No Yes Satd. Flow (RTOR)31 Link Speed (mph)35 35 35 35 Link Distance (ft)467 1908 581 917 Travel Time (s)9.1 37.2 11.3 17.9 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Heavy Vehicles (%)1% 3% 0% 4% 3% 2% 0% 3% 4% 0% 4% 1% Adj. Flow (vph)307 2700 0 288 1726 451 0 1129 675 0 1325 340 Shared Lane Traffic (%) Lane Group Flow (vph) 307 2700 0 288 1726 451 0 1129 675 0 1325 340 Turn Type Prot NA Prot NA Perm NA pm+ov NA pm+ov Protected Phases 5 2 1 6 8 1 4 5 Permitted Phases 6 8 4 Detector Phase 5 2 1 6 6 8 1 4 5 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)14.2 23.2 14.2 23.2 23.2 23.2 14.2 23.2 14.2 Total Split (s)27.0 90.0 19.0 82.0 82.0 41.0 19.0 41.0 27.0 Total Split (%)18.0% 60.0% 12.7% 54.7% 54.7% 27.3% 12.7% 27.3% 18.0% Maximum Green (s) 19.8 82.8 11.8 74.8 74.8 33.8 11.8 33.8 19.8 Yellow Time (s)4.8 4.8 4.8 4.8 4.8 4.8 4.8 4.8 4.8 All-Red Time (s)2.4 2.4 2.4 2.4 2.4 2.4 2.4 2.4 2.4 Lost Time Adjust (s) -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 Total Lost Time (s)5.7 5.7 5.7 5.7 5.7 5.7 5.7 5.7 5.7 Lead/Lag Lead Lag Lead Lag Lag Lead Lead Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None C-Min None C-Min C-Min None None None None Walk Time (s)5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s)11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr)0 0 0 0 0 Act Effct Green (s)21.3 84.3 13.3 76.3 76.3 35.3 54.3 35.3 62.3 Actuated g/C Ratio 0.14 0.56 0.09 0.51 0.51 0.24 0.36 0.24 0.42 v/c Ratio 0.62 0.95 0.97 0.67 0.56 0.95 0.68 0.90 0.50 Control Delay 76.9 32.2 106.9 26.2 26.8 72.7 44.6 64.4 32.2 Queue Delay 0.0 11.4 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Lanes, Volumes, Timings 2: Livingston Rd & Pine Ridge Rd 02/05/2018 2040 Future with Innovative Intersection Improvements (Jug Handle) PM Peak-Hour Synchro 9 Report Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Total Delay 76.9 43.6 106.9 26.2 26.8 72.7 44.6 64.4 32.2 LOS EDFCCEDEC Approach Delay 47.0 35.7 62.2 57.9 Approach LOS D D E E Queue Length 50th (ft) 142 925 150 351 247 402 317 368 221 Queue Length 95th (ft) 191 994 #247 436 356 #495 397 415 319 Internal Link Dist (ft)387 1828 501 837 Turn Bay Length (ft) 425 425 325 450 725 Base Capacity (vph) 492 2830 298 2561 805 1185 989 1479 682 Starvation Cap Reductn 0 180 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.62 1.02 0.97 0.67 0.56 0.95 0.68 0.90 0.50 Intersection Summary Area Type:Other Cycle Length: 150 Actuated Cycle Length: 150 Offset: 143 (95%), Referenced to phase 2:EBT and 6:WBT, Start of Green Natural Cycle: 110 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.97 Intersection Signal Delay: 49.0 Intersection LOS: D Intersection Capacity Utilization 94.0%ICU Level of Service F Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 2: Livingston Rd & Pine Ridge Rd Lanes, Volumes, Timings 5: Livingston Rd & Jughandle 02/05/2018 2040 Future with Innovative Intersection Improvements (Jug Handle) AM Peak-Hour Synchro 9 Report Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph)0 210 491 1102 1643 420 Future Volume (vph)0 210 491 1102 1643 420 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Storage Length (ft)0 0 400 0 Storage Lanes 0 1 2 1 Taper Length (ft)25 100 Lane Util. Factor 1.00 1.00 0.97 0.91 0.91 1.00 Frt 0.865 0.850 Flt Protected 0.950 Satd. Flow (prot)0 1611 3367 4893 4988 1583 Flt Permitted 0.950 Satd. Flow (perm)0 1611 3367 4893 4988 1583 Right Turn on Red Yes No Satd. Flow (RTOR)25 Link Speed (mph)35 35 35 Link Distance (ft)821 1216 581 Travel Time (s)16.0 23.7 11.3 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 Heavy Vehicles (%)0% 2% 4% 6% 4% 2% Adj. Flow (vph)0 216 506 1136 1694 433 Shared Lane Traffic (%) Lane Group Flow (vph) 0 216 506 1136 1694 433 Turn Type Over Prot NA NA Free Protected Phases 1 1 Free 2 Permitted Phases Free Detector Phase 1 1 2 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 Minimum Split (s)14.2 14.2 23.2 Total Split (s)53.0 53.0 97.0 Total Split (%)35.3% 35.3% 64.7% Maximum Green (s)45.8 45.8 89.8 Yellow Time (s)4.8 4.8 4.8 All-Red Time (s)2.4 2.4 2.4 Lost Time Adjust (s)-1.5 -1.5 -1.5 Total Lost Time (s)5.7 5.7 5.7 Lead/Lag Lead Lead Lag Lead-Lag Optimize? Vehicle Extension (s)3.0 3.0 3.0 Recall Mode None None C-Min Walk Time (s)5.0 Flash Dont Walk (s)11.0 Pedestrian Calls (#/hr)0 Act Effct Green (s) 29.9 29.9 150.0 108.7 150.0 Actuated g/C Ratio 0.20 0.20 1.00 0.72 1.00 v/c Ratio 0.63 0.75 0.23 0.47 0.27 Control Delay 55.2 63.8 0.1 0.9 0.2 Queue Delay 0.0 0.0 0.0 0.4 0.0 Lanes, Volumes, Timings 5: Livingston Rd & Jughandle 02/05/2018 2040 Future with Innovative Intersection Improvements (Jug Handle) AM Peak-Hour Synchro 9 Report Lane Group EBL EBR NBL NBT SBT SBR Total Delay 55.2 63.8 0.1 1.3 0.2 LOS EEAAA Approach Delay 55.2 19.7 1.1 Approach LOS E B A Queue Length 50th (ft)174 243 0 2 0 Queue Length 95th (ft)252 290 0 m0 m0 Internal Link Dist (ft) 741 1136 501 Turn Bay Length (ft)400 Base Capacity (vph)525 1061 4893 3614 1583 Starvation Cap Reductn 0 0 0 1190 0 Spillback Cap Reductn 00000 Storage Cap Reductn 00000 Reduced v/c Ratio 0.41 0.48 0.23 0.70 0.27 Intersection Summary Area Type:Other Cycle Length: 150 Actuated Cycle Length: 150 Offset: 58 (39%), Referenced to phase 2:SBT and 6:, Start of Green Natural Cycle: 40 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.75 Intersection Signal Delay: 11.7 Intersection LOS: B Intersection Capacity Utilization 55.3%ICU Level of Service B Analysis Period (min) 15 m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 5: Livingston Rd & Jughandle Lanes, Volumes, Timings 5: Livingston Rd & Jughandle 02/05/2018 2040 Future with Innovative Intersection Improvements (Jug Handle) PM Peak-Hour Synchro 9 Report Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph)0 475 356 1750 1128 436 Future Volume (vph)0 475 356 1750 1128 436 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Storage Length (ft)0 0 400 0 Storage Lanes 0 1 2 1 Taper Length (ft)25 100 Lane Util. Factor 1.00 1.00 0.97 0.91 0.91 1.00 Frt 0.865 0.850 Flt Protected 0.950 Satd. Flow (prot)0 1627 3433 5036 4988 1568 Flt Permitted 0.950 Satd. Flow (perm)0 1627 3433 5036 4988 1568 Right Turn on Red Yes No Satd. Flow (RTOR)51 Link Speed (mph)35 35 35 Link Distance (ft)837 2204 581 Travel Time (s)16.3 42.9 11.3 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 Heavy Vehicles (%)0% 1% 2% 3% 4% 3% Adj. Flow (vph)0 490 367 1804 1163 449 Shared Lane Traffic (%) Lane Group Flow (vph) 0 490 367 1804 1163 449 Turn Type Over Prot NA NA Perm Protected Phases 1 1 Free 2 Permitted Phases 2 Detector Phase 1 1 2 2 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 Minimum Split (s)14.2 14.2 23.2 23.2 Total Split (s)68.0 68.0 82.0 82.0 Total Split (%)45.3% 45.3% 54.7% 54.7% Maximum Green (s)60.8 60.8 74.8 74.8 Yellow Time (s)4.8 4.8 4.8 4.8 All-Red Time (s)2.4 2.4 2.4 2.4 Lost Time Adjust (s)-1.5 -1.5 -1.5 -1.5 Total Lost Time (s)5.7 5.7 5.7 5.7 Lead/Lag Lead Lead Lag Lag Lead-Lag Optimize? Vehicle Extension (s)3.0 3.0 3.0 3.0 Recall Mode None None C-Min C-Min Walk Time (s)5.0 5.0 Flash Dont Walk (s)11.0 11.0 Pedestrian Calls (#/hr)0 0 Act Effct Green (s) 50.1 50.1 150.0 88.5 88.5 Actuated g/C Ratio 0.33 0.33 1.00 0.59 0.59 v/c Ratio 0.85 0.32 0.36 0.40 0.49 Control Delay 53.6 36.9 0.2 4.4 6.9 Queue Delay 0.0 0.0 0.0 0.1 0.4 Lanes, Volumes, Timings 5: Livingston Rd & Jughandle 02/05/2018 2040 Future with Innovative Intersection Improvements (Jug Handle) PM Peak-Hour Synchro 9 Report Lane Group EBL EBR NBL NBT SBT SBR Total Delay 53.6 36.9 0.2 4.5 7.3 LOS D D A A A Approach Delay 53.6 6.4 5.3 Approach LOS D A A Queue Length 50th (ft)404 137 0 46 49 Queue Length 95th (ft)493 159 0 m0 m37 Internal Link Dist (ft) 757 2124 501 Turn Bay Length (ft)400 Base Capacity (vph)705 1425 5036 2943 925 Starvation Cap Reductn 0 0 0 569 144 Spillback Cap Reductn 00000 Storage Cap Reductn 00000 Reduced v/c Ratio 0.70 0.26 0.36 0.49 0.57 Intersection Summary Area Type:Other Cycle Length: 150 Actuated Cycle Length: 150 Offset: 90 (60%), Referenced to phase 2:SBT and 6:, Start of Green Natural Cycle: 55 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.85 Intersection Signal Delay: 11.4 Intersection LOS: B Intersection Capacity Utilization 60.7%ICU Level of Service B Analysis Period (min) 15 m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 5: Livingston Rd & Jughandle Appendix K4 Synchro Worksheets: 2040 Innovative Improvements Condition Single Point Urban Interchange (SPUI) Lanes, Volumes, Timings 1: Livingston Rd & Pine Ridge Rd 02/05/2018 2040 Future with Innovative Intersection Improvements (SPUI) AM Peak-Hour Synchro 9 Report Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 276 983 210 552 2305 359 491 83 269 420 109 465 Future Volume (vph) 276 983 210 552 2305 359 491 83 269 420 109 465 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)425 850 425 325 600 450 550 725 Storage Lanes 2 1 2 1 2 2 2 1 Taper Length (ft)100 100 150 100 Lane Util. Factor 0.97 0.91 1.00 0.97 0.91 1.00 0.97 1.00 0.88 0.97 1.00 1.00 Frt 0.850 0.850 0.850 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot)3335 4893 1583 3183 4940 1538 3367 1792 2707 3433 1827 1568 Flt Permitted 0.950 0.950 0.950 0.950 Satd. Flow (perm)3335 4893 1583 3183 4940 1538 3367 1792 2707 3433 1827 1568 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR)216 262 95 144 Link Speed (mph)45 45 45 45 Link Distance (ft)1277 2612 1188 1358 Travel Time (s)19.3 39.6 18.0 20.6 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Heavy Vehicles (%)5% 6% 2% 10% 5% 5% 4% 6% 5% 2% 4% 3% Adj. Flow (vph)285 1013 216 569 2376 370 506 86 277 433 112 479 Shared Lane Traffic (%) Lane Group Flow (vph) 285 1013 216 569 2376 370 506 86 277 433 112 479 Turn Type Prot NA Perm Prot NA Perm Prot NA pm+ov Prot NA pm+ov Protected Phases 1 6 5 2 745381 Permitted Phases 6248 Detector Phase 166522745381 Switch Phase Minimum Initial (s) 7.0 20.0 20.0 7.0 20.0 20.0 7.0 10.0 7.0 7.0 10.0 7.0 Minimum Split (s)14.1 29.8 29.8 14.1 29.5 29.5 16.5 17.2 14.1 16.9 17.2 14.1 Total Split (s)24.0 68.0 68.0 40.0 84.0 84.0 30.5 20.0 40.0 32.0 21.5 24.0 Total Split (%)15.0% 42.5% 42.5% 25.0% 52.5% 52.5% 19.1% 12.5% 25.0% 20.0% 13.4% 15.0% Maximum Green (s) 16.9 58.2 58.2 32.9 76.8 76.8 23.3 12.8 32.9 22.1 14.3 16.9 Yellow Time (s)4.8 4.8 4.8 4.8 4.8 4.8 4.8 4.8 4.8 4.8 4.8 4.8 All-Red Time (s) 2.3 5.0 5.0 2.3 2.4 2.4 2.4 2.4 2.3 5.1 2.4 2.3 Lost Time Adjust (s) -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 Total Lost Time (s) 5.6 8.3 8.3 5.6 5.7 5.7 5.7 5.7 5.6 8.4 5.7 5.6 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lead Lead Lag Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None C-Min C-Min None C-Min C-Min None None None None None None Walk Time (s)5.0 5.0 5.0 5.0 Flash Dont Walk (s)11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr)0 0 0 0 Act Effct Green (s)19.6 62.4 62.4 32.8 78.3 78.3 24.8 13.5 52.1 23.2 14.6 39.9 Actuated g/C Ratio 0.12 0.39 0.39 0.20 0.49 0.49 0.16 0.08 0.33 0.14 0.09 0.25 v/c Ratio 0.70 0.53 0.29 0.87 0.98 0.42 0.97 0.57 0.29 0.87 0.67 0.96 Control Delay 77.7 39.3 4.8 61.0 46.2 15.0 99.1 85.3 26.3 85.2 90.0 72.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Lanes, Volumes, Timings 1: Livingston Rd & Pine Ridge Rd 02/05/2018 2040 Future with Innovative Intersection Improvements (SPUI) AM Peak-Hour Synchro 9 Report Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Total Delay 77.7 39.3 4.8 61.0 46.2 15.0 99.1 85.3 26.3 85.2 90.0 72.2 LOS E D A E D B F F C F F E Approach Delay 41.6 45.3 74.5 79.6 Approach LOS D D E E Queue Length 50th (ft) 151 306 0 318 721 110 275 88 77 231 115 374 Queue Length 95th (ft) 205 354 57 m292 m550 m89 #394 150 120 #315 187 #609 Internal Link Dist (ft)1197 2532 1108 1278 Turn Bay Length (ft) 425 850 425 325 600 450 550 725 Base Capacity (vph) 407 1908 749 684 2417 886 521 160 970 506 180 499 Starvation Cap Reductn 000000000000 Spillback Cap Reductn 000000000000 Storage Cap Reductn 000000000000 Reduced v/c Ratio 0.70 0.53 0.29 0.83 0.98 0.42 0.97 0.54 0.29 0.86 0.62 0.96 Intersection Summary Area Type:Other Cycle Length: 160 Actuated Cycle Length: 160 Offset: 0 (0%), Referenced to phase 2:WBT and 6:EBT, Start of Green Natural Cycle: 130 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.98 Intersection Signal Delay: 53.5 Intersection LOS: D Intersection Capacity Utilization 101.5%ICU Level of Service G Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 1: Livingston Rd & Pine Ridge Rd Lanes, Volumes, Timings 1: Livingston Rd & Pine Ridge Rd 02/05/2018 2040 Future with Innovative Intersection Improvements (SPUI) Synchro 9 Report PM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 298 2183 475 279 1674 437 356 110 655 436 85 330 Future Volume (vph) 298 2183 475 279 1674 437 356 110 655 436 85 330 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 425 850 425 325 600 450 550 725 Storage Lanes 2 1 2 1 2 2 2 1 Taper Length (ft) 100 100 150 100 Lane Util. Factor 0.97 0.91 1.00 0.97 0.91 1.00 0.97 1.00 0.88 0.97 1.00 1.00 Frt 0.850 0.850 0.850 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 3467 5036 1599 3367 5036 1583 3433 1845 2733 3400 1827 1599 Flt Permitted 0.950 0.950 0.950 0.950 Satd. Flow (perm) 3467 5036 1599 3367 5036 1583 3433 1845 2733 3400 1827 1599 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 490 415 95 95 Link Speed (mph) 45 45 45 45 Link Distance (ft) 1277 2612 1188 1358 Travel Time (s) 19.3 39.6 18.0 20.6 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Heavy Vehicles (%) 1% 3% 1% 4% 3% 2% 2% 3% 4% 3% 4% 1% Adj. Flow (vph) 307 2251 490 288 1726 451 367 113 675 449 88 340 Shared Lane Traffic (%) Lane Group Flow (vph) 307 2251 490 288 1726 451 367 113 675 449 88 340 Turn Type Prot NA Perm Prot NA Perm Prot NA pm+ov Prot NA pm+ov Protected Phases 1 6 5 2 745381 Permitted Phases 6248 Detector Phase 166522745381 Switch Phase Minimum Initial (s) 7.0 20.0 20.0 7.0 20.0 20.0 7.0 10.0 7.0 7.0 10.0 7.0 Minimum Split (s) 14.1 29.8 29.8 14.1 29.5 29.5 16.5 17.2 14.1 16.9 17.2 14.1 Total Split (s) 32.0 84.0 84.0 27.0 79.0 79.0 26.0 18.0 27.0 31.0 23.0 32.0 Total Split (%) 20.0% 52.5% 52.5% 16.9% 49.4% 49.4% 16.3% 11.3% 16.9% 19.4% 14.4% 20.0% Maximum Green (s) 24.9 74.2 74.2 19.9 71.8 71.8 18.8 10.8 19.9 21.1 15.8 24.9 Yellow Time (s) 4.8 4.8 4.8 4.8 4.8 4.8 4.8 4.8 4.8 4.8 4.8 4.8 All-Red Time (s) 2.3 5.0 5.0 2.3 2.4 2.4 2.4 2.4 2.3 5.1 2.4 2.3 Lost Time Adjust (s) -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 Total Lost Time (s) 5.6 8.3 8.3 5.6 5.7 5.7 5.7 5.7 5.6 8.4 5.7 5.6 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lead Lead Lag Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None C-Min C-Min None C-Min C-Min None None None None None None Walk Time (s) 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 Act Effct Green (s) 21.0 75.7 75.7 21.5 78.7 78.7 20.0 12.2 39.4 22.6 17.5 44.2 Actuated g/C Ratio 0.13 0.47 0.47 0.13 0.49 0.49 0.12 0.08 0.25 0.14 0.11 0.28 v/c Ratio 0.67 0.95 0.48 0.64 0.70 0.46 0.86 0.81 0.91 0.94 0.44 0.67 Control Delay 73.6 49.7 3.6 51.4 44.6 16.6 87.4 109.1 66.9 95.0 74.4 42.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Lanes, Volumes, Timings 1: Livingston Rd & Pine Ridge Rd 02/05/2018 2040 Future with Innovative Intersection Improvements (SPUI) Synchro 9 Report PM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Total Delay 73.6 49.7 3.6 51.4 44.6 16.6 87.4 109.1 66.9 95.0 74.4 42.9 LOS EDADDBFFEFED Approach Delay 44.7 40.3 77.6 72.7 Approach LOS D D E E Queue Length 50th (ft) 160 810 0 134 678 189 196 118 345 243 88 233 Queue Length 95th (ft) 206 884 62 m160 m688 m223 #275 #228 #469 #349 150 335 Internal Link Dist (ft) 1197 2532 1108 1278 Turn Bay Length (ft) 425 850 425 325 600 450 550 725 Base Capacity (vph) 572 2382 1014 451 2478 989 435 141 744 480 199 561 Starvation Cap Reductn 000000000000 Spillback Cap Reductn 000000000000 Storage Cap Reductn 000000000000 Reduced v/c Ratio 0.54 0.95 0.48 0.64 0.70 0.46 0.84 0.80 0.91 0.94 0.44 0.61 Intersection Summary Area Type: Other Cycle Length: 160 Actuated Cycle Length: 160 Offset: 145 (91%), Referenced to phase 2:WBT and 6:EBT, Start of Green Natural Cycle: 130 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.95 Intersection Signal Delay: 51.5 Intersection LOS: D Intersection Capacity Utilization 93.9% ICU Level of Service F Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 1: Livingston Rd & Pine Ridge Rd Appendix L Synchro Analyses: Future Conditions With a Whippoorwill Lane – Marbella Lakes Drive Interconnection 2021 Future w/Livingston Rd-Marbella Lakes Dr Interconnect Standard Future EB WB NB SB AM Peak-Hour E D 58.5 1.09 DDE F PM Peak-Hour E D 58.3 1.13 DD F E AM Peak-Hour E C 37.6 0.89 D C E D PM Peak-Hour E C 32.4 0.97 C C E F AM Peak-Hour E C 37.4 0.99 D C E PM Peak-Hour E C 33.2 0.93 C C D AM Peak-Hour E C 34.0 0.97 C C E PM Peak-Hour E C 26.8 0.74 B D E AM Peak-Hour E D 46.2 1.34 DBE F PM Peak-Hour E C 23.1 0.89 B B D D AM Peak-Hour E n/a 54.91 0.74 F --2 C3 PM Peak-Hour E n/a 170.71 1.22 F --2 D3 Approach LOSIntersection Time Period Overall Intersection LOS Delay (sec/veh) Max v/c Ratio Livingston Rd & Marbella Lakes Dr Pine Ridge Rd & Livingston Rd Pine Ridge Rd & Whippoorwill Ln Pine Ridge Rd & I-75 SB Ramp Pine Ridge Rd & I-75 NB Ramp Pine Ridge Rd & Napa Blvd 1. Delay shown for the worst approach 2. No left-turn movement for approach 3. Left-turn movement level-of-service Lanes, Volumes, Timings 1: Livingston Rd & Pine Ridge Rd 02/05/2018 2021 Future with Interconnect Synchro 9 Report AM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 228 787 173 415 1908 297 407 689 194 343 903 385 Future Volume (vph) 228 787 173 415 1908 297 407 689 194 343 903 385 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 425 850 425 325 600 450 550 725 Storage Lanes 2 1 2 1 2 1 2 1 Taper Length (ft) 100 100 150 100 Lane Util. Factor 0.97 0.91 1.00 0.97 0.91 1.00 0.97 0.91 0.88 0.97 0.91 1.00 Frt 0.850 0.850 0.850 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 3335 4893 1583 3183 4940 1538 3367 4893 2707 3433 4988 1568 Flt Permitted 0.950 0.950 0.950 0.950 Satd. Flow (perm) 3335 4893 1583 3183 4940 1538 3367 4893 2707 3433 4988 1568 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 178 233 200 209 Link Speed (mph) 45 45 45 45 Link Distance (ft) 1277 2612 1188 1358 Travel Time (s) 19.3 39.6 18.0 20.6 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Heavy Vehicles (%) 5% 6% 2% 10% 5% 5% 4% 6% 5% 2% 4% 3% Adj. Flow (vph) 235 811 178 428 1967 306 420 710 200 354 931 397 Shared Lane Traffic (%) Lane Group Flow (vph) 235 811 178 428 1967 306 420 710 200 354 931 397 Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 1 6 5 2 7 4 3 8 Permitted Phases 6248 Detector Phase 166522744388 Switch Phase Minimum Initial (s) 7.0 20.0 20.0 7.0 20.0 20.0 7.0 10.0 10.0 7.0 10.0 10.0 Minimum Split (s) 14.1 29.8 29.8 14.1 29.5 29.5 16.5 23.2 23.2 16.9 23.2 23.2 Total Split (s) 25.0 64.0 64.0 35.0 74.0 74.0 28.0 31.0 31.0 30.0 33.0 33.0 Total Split (%) 15.6% 40.0% 40.0% 21.9% 46.3% 46.3% 17.5% 19.4% 19.4% 18.8% 20.6% 20.6% Maximum Green (s) 17.9 54.2 54.2 27.9 66.8 66.8 20.8 23.8 23.8 20.1 25.8 25.8 Yellow Time (s) 4.8 4.8 4.8 4.8 4.8 4.8 4.8 4.8 4.8 4.8 4.8 4.8 All-Red Time (s) 2.3 5.0 5.0 2.3 2.4 2.4 2.4 2.4 2.4 5.1 2.4 2.4 Lost Time Adjust (s) -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 Total Lost Time (s) 5.6 8.3 8.3 5.6 5.7 5.7 5.7 5.7 5.7 8.4 5.7 5.7 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None C-Min C-Min None C-Min C-Min None None None None None None Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0 Act Effct Green (s) 17.3 58.2 58.2 26.9 70.4 70.4 22.2 26.1 26.1 20.8 27.4 27.4 Actuated g/C Ratio 0.11 0.36 0.36 0.17 0.44 0.44 0.14 0.16 0.16 0.13 0.17 0.17 v/c Ratio 0.65 0.46 0.26 0.80 0.91 0.38 0.90 0.89 0.33 0.80 1.09 0.90 Control Delay 77.1 40.2 5.5 84.4 30.7 2.8 90.2 79.5 8.5 81.3 118.4 54.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Lanes, Volumes, Timings 1: Livingston Rd & Pine Ridge Rd 02/05/2018 2021 Future with Interconnect Synchro 9 Report AM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Total Delay 77.1 40.2 5.5 84.4 30.7 2.8 90.2 79.5 8.5 81.3 118.4 54.3 LOS EDAFCAFEAFFD Approach Delay 42.2 36.0 72.2 95.5 Approach LOS D D E F Queue Length 50th (ft) 123 239 0 206 697 28 226 271 0 187 ~401 210 Queue Length 95th (ft) 170 287 55 m241 684 m20 #321 #348 41 246 #497 #408 Internal Link Dist (ft) 1197 2532 1108 1278 Turn Bay Length (ft) 425 850 425 325 600 450 550 725 Base Capacity (vph) 404 1780 689 584 2172 807 469 798 609 463 853 441 Starvation Cap Reductn 000000000000 Spillback Cap Reductn 000000000000 Storage Cap Reductn 000000000000 Reduced v/c Ratio 0.58 0.46 0.26 0.73 0.91 0.38 0.90 0.89 0.33 0.76 1.09 0.90 Intersection Summary Area Type: Other Cycle Length: 160 Actuated Cycle Length: 160 Offset: 43 (27%), Referenced to phase 2:WBT and 6:EBT, Start of Green Natural Cycle: 115 Control Type: Actuated-Coordinated Maximum v/c Ratio: 1.09 Intersection Signal Delay: 58.5 Intersection LOS: E Intersection Capacity Utilization 91.3% ICU Level of Service F Analysis Period (min) 15 ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 1: Livingston Rd & Pine Ridge Rd Lanes, Volumes, Timings 1: Livingston Rd & Pine Ridge Rd 02/05/2018 2021 Future with Interconnect Synchro 9 Report PM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 247 1807 393 192 1385 362 294 906 508 360 703 273 Future Volume (vph) 247 1807 393 192 1385 362 294 906 508 360 703 273 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 425 850 425 325 600 450 550 725 Storage Lanes 2 1 2 1 2 1 2 1 Taper Length (ft) 100 100 150 100 Lane Util. Factor 0.97 0.91 1.00 0.97 0.91 1.00 0.97 0.91 0.88 0.97 0.91 1.00 Frt 0.850 0.850 0.850 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 3467 5036 1599 3367 5036 1583 3433 5036 2733 3400 4988 1599 Flt Permitted 0.950 0.950 0.950 0.950 Satd. Flow (perm) 3467 5036 1599 3367 5036 1583 3433 5036 2733 3400 4988 1599 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 385 353 454 277 Link Speed (mph) 45 45 45 45 Link Distance (ft) 1277 2612 1188 1358 Travel Time (s) 19.3 39.6 18.0 20.6 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Heavy Vehicles (%) 1% 3% 1% 4% 3% 2% 2% 3% 4% 3% 4% 1% Adj. Flow (vph) 255 1863 405 198 1428 373 303 934 524 371 725 281 Shared Lane Traffic (%) Lane Group Flow (vph) 255 1863 405 198 1428 373 303 934 524 371 725 281 Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 1 6 5 2 7 4 3 8 Permitted Phases 6248 Detector Phase 166522744388 Switch Phase Minimum Initial (s) 7.0 20.0 20.0 7.0 20.0 20.0 7.0 10.0 10.0 7.0 10.0 10.0 Minimum Split (s) 14.1 29.8 29.8 14.1 29.5 29.5 16.5 23.2 23.2 16.9 23.2 23.2 Total Split (s) 31.0 70.0 70.0 31.0 70.0 70.0 31.0 32.0 32.0 27.0 28.0 28.0 Total Split (%) 19.4% 43.8% 43.8% 19.4% 43.8% 43.8% 19.4% 20.0% 20.0% 16.9% 17.5% 17.5% Maximum Green (s) 23.9 60.2 60.2 23.9 62.8 62.8 23.8 24.8 24.8 17.1 20.8 20.8 Yellow Time (s) 4.8 4.8 4.8 4.8 4.8 4.8 4.8 4.8 4.8 4.8 4.8 4.8 All-Red Time (s) 2.3 5.0 5.0 2.3 2.4 2.4 2.4 2.4 2.4 5.1 2.4 2.4 Lost Time Adjust (s) -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 Total Lost Time (s) 5.6 8.3 8.3 5.6 5.7 5.7 5.7 5.7 5.7 8.4 5.7 5.7 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None C-Min C-Min None C-Min C-Min None None None None None None Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0 Act Effct Green (s) 18.5 70.9 70.9 16.2 71.2 71.2 20.8 26.3 26.3 18.6 26.8 26.8 Actuated g/C Ratio 0.12 0.44 0.44 0.10 0.44 0.44 0.13 0.16 0.16 0.12 0.17 0.17 v/c Ratio 0.64 0.84 0.44 0.58 0.64 0.41 0.68 1.13 0.63 0.94 0.87 0.56 Control Delay 74.6 44.0 4.9 46.5 53.8 24.2 74.2 131.5 13.3 101.5 76.1 11.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Lanes, Volumes, Timings 1: Livingston Rd & Pine Ridge Rd 02/05/2018 2021 Future with Interconnect Synchro 9 Report PM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Total Delay 74.6 44.0 4.9 46.5 53.8 24.2 74.2 131.5 13.3 101.5 76.1 11.5 LOS EDADDCEFBFEB Approach Delay 40.8 47.5 86.5 69.8 Approach LOS D D F E Queue Length 50th (ft) 133 625 12 103 572 206 158 ~412 36 202 274 4 Queue Length 95th (ft) 178 723 84 m124 619 277 205 #509 103 #303 #392 97 Internal Link Dist (ft) 1197 2532 1108 1278 Turn Bay Length (ft) 425 850 425 325 600 450 550 725 Base Capacity (vph) 550 2230 922 534 2240 900 542 827 828 395 836 498 Starvation Cap Reductn 000000000000 Spillback Cap Reductn 000000000000 Storage Cap Reductn 000000000000 Reduced v/c Ratio 0.46 0.84 0.44 0.37 0.64 0.41 0.56 1.13 0.63 0.94 0.87 0.56 Intersection Summary Area Type: Other Cycle Length: 160 Actuated Cycle Length: 160 Offset: 145 (91%), Referenced to phase 2:WBT and 6:EBT, Start of Green Natural Cycle: 115 Control Type: Actuated-Coordinated Maximum v/c Ratio: 1.13 Intersection Signal Delay: 58.3 Intersection LOS: E Intersection Capacity Utilization 91.9% ICU Level of Service F Analysis Period (min) 15 ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 1: Livingston Rd & Pine Ridge Rd Lanes, Volumes, Timings 2: Whippoorwill Ln & Pine Ridge Rd 02/05/2018 2021 Future with Interconnect Synchro 9 Report AM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 90 1056 190 265 2523 153 360 35 159 56 7 124 Future Volume (vph) 90 1056 190 265 2523 153 360 35 159 56 7 124 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 525 300 500 175 375 0 0 125 Storage Lanes 1 1 1 1 2 0 1 1 Taper Length (ft) 50 50 50 25 Lane Util. Factor 1.00 0.91 1.00 1.00 0.91 1.00 0.97 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 0.877 0.858 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1719 4848 1568 1787 4893 1468 3433 1666 0 1641 1529 0 Flt Permitted 0.045 0.196 0.950 0.950 Satd. Flow (perm) 81 4848 1568 369 4893 1468 3433 1666 0 1641 1529 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 196 117 118 119 Link Speed (mph) 45 45 30 30 Link Distance (ft) 2612 1936 722 316 Travel Time (s) 39.6 29.3 16.4 7.2 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Heavy Vehicles (%) 5% 7% 3% 1% 6% 10% 2% 0% 0% 10% 0% 7% Adj. Flow (vph) 93 1089 196 273 2601 158 371 36 164 58 7 128 Shared Lane Traffic (%) Lane Group Flow (vph) 93 1089 196 273 2601 158 371 200 0 58 135 0 Turn Type pm+pt NA Perm pm+pt NA Perm Prot NA Prot NA Protected Phases 1 6 5 2 7 4 3 8 Permitted Phases 6 6 2 2 Detector Phase 16652274 38 Switch Phase Minimum Initial (s) 7.0 20.0 20.0 7.0 20.0 20.0 5.0 8.0 5.0 8.0 Minimum Split (s) 13.8 26.8 26.8 13.8 26.8 26.8 11.7 22.7 11.7 22.7 Total Split (s) 18.0 77.0 77.0 34.0 93.0 93.0 26.0 26.0 23.0 23.0 Total Split (%) 11.3% 48.1% 48.1% 21.3% 58.1% 58.1% 16.3% 16.3% 14.4% 14.4% Maximum Green (s) 11.2 70.2 70.2 27.2 86.2 86.2 19.3 19.3 16.3 16.3 Yellow Time (s) 4.8 4.8 4.8 4.8 4.8 4.8 4.4 4.4 4.4 4.4 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.3 2.3 2.3 2.3 Lost Time Adjust (s) -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 Total Lost Time (s) 5.3 5.3 5.3 5.3 5.3 5.3 5.2 5.2 5.2 5.2 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None C-Min C-Min None C-Min C-Min None None None None Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 Act Effct Green (s) 101.0 90.1 90.1 111.3 95.9 95.9 20.5 22.3 12.5 11.7 Actuated g/C Ratio 0.63 0.56 0.56 0.70 0.60 0.60 0.13 0.14 0.08 0.07 v/c Ratio 0.57 0.40 0.20 0.67 0.89 0.17 0.85 0.60 0.45 0.61 Control Delay 39.7 40.6 18.7 15.6 34.7 7.7 85.9 35.3 80.9 26.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Lanes, Volumes, Timings 2: Whippoorwill Ln & Pine Ridge Rd 02/05/2018 2021 Future with Interconnect Synchro 9 Report AM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Total Delay 39.7 40.6 18.7 15.6 34.7 7.7 85.9 35.3 80.9 26.9 LOS DDBBCAFD FC Approach Delay 37.4 31.6 68.2 43.1 Approach LOS D C E D Queue Length 50th (ft) 57 412 76 121 880 39 198 83 59 16 Queue Length 95th (ft) m110 476 m157 m183 m#1027 m63 #274 172 107 86 Internal Link Dist (ft) 2532 1856 642 236 Turn Bay Length (ft) 525 300 500 175 375 Base Capacity (vph) 183 2728 968 513 2931 926 446 346 182 275 Starvation Cap Reductn 00000000 00 Spillback Cap Reductn 00000000 00 Storage Cap Reductn 00000000 00 Reduced v/c Ratio 0.51 0.40 0.20 0.53 0.89 0.17 0.83 0.58 0.32 0.49 Intersection Summary Area Type: Other Cycle Length: 160 Actuated Cycle Length: 160 Offset: 159 (99%), Referenced to phase 2:WBTL and 6:EBTL, Start of Green Natural Cycle: 130 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.89 Intersection Signal Delay: 37.6 Intersection LOS: D Intersection Capacity Utilization 90.4% ICU Level of Service E Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 2: Whippoorwill Ln & Pine Ridge Rd Lanes, Volumes, Timings 2: Whippoorwill Ln & Pine Ridge Rd 02/05/2018 2021 Future with Interconnect Synchro 9 Report PM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 225 2406 310 170 1616 133 301 20 240 175 10 110 Future Volume (vph) 225 2406 310 170 1616 133 301 20 240 175 10 110 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 525 300 500 175 375 0 0 125 Storage Lanes 1 1 1 1 2 0 1 1 Taper Length (ft) 50 50 50 25 Lane Util. Factor 1.00 0.91 1.00 1.00 0.91 1.00 0.97 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 0.862 0.862 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1736 5036 1599 1770 5036 1553 3467 1608 0 1687 1594 0 Flt Permitted 0.077 0.047 0.950 0.950 Satd. Flow (perm) 141 5036 1599 88 5036 1553 3467 1608 0 1687 1594 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 213 117 199 115 Link Speed (mph) 45 45 30 30 Link Distance (ft) 2612 1936 722 316 Travel Time (s) 39.6 29.3 16.4 7.2 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Heavy Vehicles (%) 4% 3% 1% 2% 3% 4% 1% 0% 2% 7% 0% 3% Adj. Flow (vph) 234 2506 323 177 1683 139 314 21 250 182 10 115 Shared Lane Traffic (%) Lane Group Flow (vph) 234 2506 323 177 1683 139 314 271 0 182 125 0 Turn Type pm+pt NA Perm pm+pt NA Perm Prot NA Prot NA Protected Phases 1 6 5 2 7 4 3 8 Permitted Phases 6 6 2 2 Detector Phase 16652274 38 Switch Phase Minimum Initial (s) 7.0 20.0 20.0 7.0 20.0 20.0 5.0 8.0 5.0 8.0 Minimum Split (s) 13.8 26.8 26.8 13.8 26.8 26.8 11.7 22.7 11.7 22.7 Total Split (s) 30.0 88.0 88.0 25.0 83.0 83.0 24.0 24.0 23.0 23.0 Total Split (%) 18.8% 55.0% 55.0% 15.6% 51.9% 51.9% 15.0% 15.0% 14.4% 14.4% Maximum Green (s) 23.2 81.2 81.2 18.2 76.2 76.2 17.3 17.3 16.3 16.3 Yellow Time (s) 4.8 4.8 4.8 4.8 4.8 4.8 4.4 4.4 4.4 4.4 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.3 2.3 2.3 2.3 Lost Time Adjust (s) -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 Total Lost Time (s) 5.3 5.3 5.3 5.3 5.3 5.3 5.2 5.2 5.2 5.2 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None C-Min C-Min None C-Min C-Min None None None None Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 Act Effct Green (s) 111.1 90.1 90.1 102.1 85.6 85.6 18.3 14.6 17.8 14.0 Actuated g/C Ratio 0.69 0.56 0.56 0.64 0.54 0.54 0.11 0.09 0.11 0.09 v/c Ratio 0.76 0.88 0.33 0.77 0.62 0.16 0.79 0.83 0.97 0.51 Control Delay 65.0 20.6 1.3 65.9 29.5 7.9 83.8 40.9 128.2 20.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Lanes, Volumes, Timings 2: Whippoorwill Ln & Pine Ridge Rd 02/05/2018 2021 Future with Interconnect Synchro 9 Report PM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Total Delay 65.0 20.6 1.3 65.9 29.5 7.9 83.8 40.9 128.2 20.8 LOS ECAECAFD FC Approach Delay 22.0 31.2 63.9 84.5 Approach LOS C C E F Queue Length 50th (ft) 142 854 17 121 668 26 167 73 193 10 Queue Length 95th (ft) m198 #941 m24 m206 723 m51 223 183 #356 76 Internal Link Dist (ft) 2532 1856 642 236 Turn Bay Length (ft) 525 300 500 175 375 Base Capacity (vph) 344 2835 993 264 2694 885 407 364 187 279 Starvation Cap Reductn 00000000 00 Spillback Cap Reductn 00000000 00 Storage Cap Reductn 00000000 00 Reduced v/c Ratio 0.68 0.88 0.33 0.67 0.62 0.16 0.77 0.74 0.97 0.45 Intersection Summary Area Type: Other Cycle Length: 160 Actuated Cycle Length: 160 Offset: 36 (23%), Referenced to phase 2:WBTL and 6:EBTL, Start of Green Natural Cycle: 120 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.97 Intersection Signal Delay: 32.4 Intersection LOS: C Intersection Capacity Utilization 99.0% ICU Level of Service F Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 2: Whippoorwill Ln & Pine Ridge Rd Lanes, Volumes, Timings 3: Pine Ridge Rd & I-75 SB Ramp 02/05/2018 2021 Future with Interconnect Synchro 9 Report AM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 920 335 205 2193 00002970748 Future Volume (vph) 0 920 335 205 2193 00002970748 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 300 250 0 0 0 0 0 Storage Lanes 0 1 1 0 0 0 2 2 Taper Length (ft) 25 50 25 25 Lane Util. Factor 1.00 0.91 1.00 1.00 0.91 1.00 1.00 1.00 1.00 0.97 1.00 0.88 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 0 4848 1568 1736 4940 00003155 0 2656 Flt Permitted 0.224 0.950 Satd. Flow (perm) 0 4848 1568 409 4940 00003155 0 2656 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 353 119 Link Speed (mph) 45 30 30 30 Link Distance (ft) 1936 1011 693 790 Travel Time (s) 29.3 23.0 15.8 18.0 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles (%) 0% 7% 3% 4% 5% 0% 0% 0% 0% 11% 0% 7% Adj. Flow (vph) 0 968 353 216 2308 00003130787 Shared Lane Traffic (%) Lane Group Flow (vph) 0 968 353 216 2308 00003130787 Turn Type NA Perm pm+pt NA Perm Perm Protected Phases 1 2 3 1 2 3 Permitted Phases 1 2 1 2 3 4 5 4 5 Detector Phase 1 2 1 2 3 1 2 3 4 5 4 5 Switch Phase Minimum Initial (s) 4.0 Minimum Split (s) 10.8 Total Split (s) 32.0 Total Split (%) 20.0% Maximum Green (s) 25.2 Yellow Time (s) 4.8 All-Red Time (s) 2.0 Lost Time Adjust (s) -1.5 Total Lost Time (s) 5.3 Lead/Lag Lead Lead-Lag Optimize? Yes Vehicle Extension (s) 3.0 Recall Mode None Act Effct Green (s) 74.7 74.7 101.4 106.7 42.7 42.7 Actuated g/C Ratio 0.47 0.47 0.63 0.67 0.27 0.27 v/c Ratio 0.43 0.38 0.45 0.70 0.37 0.99 Control Delay 39.5 22.9 27.7 24.0 49.3 78.0 Queue Delay 0.0 0.0 0.0 0.2 0.0 0.0 Total Delay 39.5 22.9 27.7 24.2 49.3 78.0 LOS DCCC D E Approach Delay 35.1 24.5 69.9 Lanes, Volumes, Timings 3: Pine Ridge Rd & I-75 SB Ramp 02/05/2018 2021 Future with Interconnect Synchro 9 Report AM Peak-Hour Lane Group Ø1 Ø2 Ø4 Ø5 Lane Configurations Traffic Volume (vph) Future Volume (vph) Ideal Flow (vphpl) Storage Length (ft) Storage Lanes Taper Length (ft) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Right Turn on Red Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor Heavy Vehicles (%) Adj. Flow (vph) Shared Lane Traffic (%) Lane Group Flow (vph) Turn Type Protected Phases 1245 Permitted Phases Detector Phase Switch Phase Minimum Initial (s) 7.0 20.0 7.0 4.0 Minimum Split (s) 13.8 26.8 13.8 11.5 Total Split (s) 37.0 43.0 21.0 27.0 Total Split (%) 23% 27% 13% 17% Maximum Green (s) 30.2 36.2 14.2 19.5 Yellow Time (s) 4.8 4.8 4.8 5.5 All-Red Time (s) 2.0 2.0 2.0 2.0 Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 Recall Mode None C-Min None None Act Effct Green (s) Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Lanes, Volumes, Timings 3: Pine Ridge Rd & I-75 SB Ramp 02/05/2018 2021 Future with Interconnect Synchro 9 Report AM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Approach LOS D C E Queue Length 50th (ft) 341 237 108 526 138 413 Queue Length 95th (ft) 402 335 m114 m553 185 #571 Internal Link Dist (ft) 1856 931 613 710 Turn Bay Length (ft) 300 250 Base Capacity (vph) 2263 920 480 3294 841 796 Starvation Cap Reductn 0 0 0 237 0 0 Spillback Cap Reductn 0000 0 0 Storage Cap Reductn 0000 0 0 Reduced v/c Ratio 0.43 0.38 0.45 0.75 0.37 0.99 Intersection Summary Area Type: Other Cycle Length: 160 Actuated Cycle Length: 160 Offset: 95 (59%), Referenced to phase 2:EBWB, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.99 Intersection Signal Delay: 37.4 Intersection LOS: D Intersection Capacity Utilization 85.8% ICU Level of Service E Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 3: Pine Ridge Rd & I-75 SB Ramp Lanes, Volumes, Timings 3: Pine Ridge Rd & I-75 SB Ramp 02/05/2018 2021 Future with Interconnect Synchro 9 Report PM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 2363 441 122 1302 00005050609 Future Volume (vph) 0 2363 441 122 1302 00005050609 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 300 250 0 0 0 0 0 Storage Lanes 0 1 1 0 0 0 2 2 Taper Length (ft) 25 50 25 25 Lane Util. Factor 1.00 0.91 1.00 1.00 0.91 1.00 1.00 1.00 1.00 0.97 1.00 0.88 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 0 5036 1568 1770 5036 00003367 0 2787 Flt Permitted 0.047 0.950 Satd. Flow (perm) 0 5036 1568 88 5036 00003367 0 2787 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 317 127 Link Speed (mph) 45 30 30 30 Link Distance (ft) 1936 1011 693 790 Travel Time (s) 29.3 23.0 15.8 18.0 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles (%) 0% 3% 3% 2% 3% 0% 0% 0% 0% 4% 0% 2% Adj. Flow (vph) 0 2487 464 128 1371 00005320641 Shared Lane Traffic (%) Lane Group Flow (vph) 0 2487 464 128 1371 00005320641 Turn Type NA Perm pm+pt NA Perm Perm Protected Phases 1 2 3 1 2 3 Permitted Phases 1 2 1 2 3 4 5 4 5 Detector Phase 1 2 1 2 3 1 2 3 4 5 4 5 Switch Phase Minimum Initial (s) 4.0 Minimum Split (s) 10.8 Total Split (s) 23.0 Total Split (%) 14.4% Maximum Green (s) 16.2 Yellow Time (s) 4.8 All-Red Time (s) 2.0 Lost Time Adjust (s) -1.5 Total Lost Time (s) 5.3 Lead/Lag Lead Lead-Lag Optimize? Yes Vehicle Extension (s) 3.0 Recall Mode None Act Effct Green (s) 85.2 85.2 102.9 108.2 41.2 41.2 Actuated g/C Ratio 0.53 0.53 0.64 0.68 0.26 0.26 v/c Ratio 0.93 0.47 0.53 0.40 0.61 0.79 Control Delay 33.2 11.5 59.7 20.6 55.9 52.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 33.2 11.5 59.7 20.6 55.9 52.0 LOS C B E C E D Approach Delay 29.8 24.0 53.7 Lanes, Volumes, Timings 3: Pine Ridge Rd & I-75 SB Ramp 02/05/2018 2021 Future with Interconnect Synchro 9 Report PM Peak-Hour Lane Group Ø1 Ø2 Ø4 Ø5 Lane Configurations Traffic Volume (vph) Future Volume (vph) Ideal Flow (vphpl) Storage Length (ft) Storage Lanes Taper Length (ft) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Right Turn on Red Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor Heavy Vehicles (%) Adj. Flow (vph) Shared Lane Traffic (%) Lane Group Flow (vph) Turn Type Protected Phases 1245 Permitted Phases Detector Phase Switch Phase Minimum Initial (s) 7.0 20.0 7.0 4.0 Minimum Split (s) 13.8 26.8 13.8 11.5 Total Split (s) 60.0 30.0 20.0 27.0 Total Split (%) 38% 19% 13% 17% Maximum Green (s) 53.2 23.2 13.2 19.5 Yellow Time (s) 4.8 4.8 4.8 5.5 All-Red Time (s) 2.0 2.0 2.0 2.0 Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 Recall Mode None C-Min None None Act Effct Green (s) Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Lanes, Volumes, Timings 3: Pine Ridge Rd & I-75 SB Ramp 02/05/2018 2021 Future with Interconnect Synchro 9 Report PM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Approach LOS C C D Queue Length 50th (ft) 477 101 80 346 254 292 Queue Length 95th (ft) m579 m172 m118 399 318 377 Internal Link Dist (ft) 1856 931 613 710 Turn Bay Length (ft) 300 250 Base Capacity (vph) 2681 983 242 3405 877 820 Starvation Cap Reductn 0000 0 0 Spillback Cap Reductn 0000 0 0 Storage Cap Reductn 0000 0 0 Reduced v/c Ratio 0.93 0.47 0.53 0.40 0.61 0.78 Intersection Summary Area Type: Other Cycle Length: 160 Actuated Cycle Length: 160 Offset: 78 (49%), Referenced to phase 2:EBWB, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.93 Intersection Signal Delay: 33.2 Intersection LOS: C Intersection Capacity Utilization 80.1% ICU Level of Service D Analysis Period (min) 15 m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 3: Pine Ridge Rd & I-75 SB Ramp Lanes, Volumes, Timings 4: I-75 NB Ramp & Pine Ridge Rd 02/05/2018 2021 Future with Interconnect Synchro 9 Report AM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 375 844 0 0 1993 517 393 0 122 0 0 0 Future Volume (vph) 375 844 0 0 1993 517 393 0 122 0 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 460 0 0 0 630 365 0 0 Storage Lanes 2 0 0 0 1 1 0 0 Taper Length (ft) 100 25 50 25 Lane Util. Factor 0.97 0.91 1.00 1.00 0.91 0.91 0.97 1.00 1.00 1.00 1.00 1.00 Frt 0.969 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 3183 4803 0 0 4787 0 3335 0 1615 0 0 0 Flt Permitted 0.950 0.950 Satd. Flow (perm) 3183 4803 0 0 4787 0 3335 0 1615 0 0 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 67 165 Link Speed (mph) 30 30 30 30 Link Distance (ft) 1011 1267 734 778 Travel Time (s) 23.0 28.8 16.7 17.7 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Heavy Vehicles (%) 10% 8% 0% 0% 5% 5% 5% 0% 0% 0% 0% 0% Adj. Flow (vph) 399 898 0 0 2120 550 418 0 130 0 0 0 Shared Lane Traffic (%) Lane Group Flow (vph) 399 898 0 0 2670 0 418 0 130 0 0 0 Turn Type Prot NA NA Perm Perm Protected Phases 1 1 2 3 4 2 3 4 Permitted Phases 5 5 Detector Phase 1 1 2 3 4 2 3 4 5 5 Switch Phase Minimum Initial (s) 7.0 4.0 4.0 Minimum Split (s) 13.8 11.5 11.5 Total Split (s) 37.0 27.0 27.0 Total Split (%) 23.1% 16.9% 16.9% Maximum Green (s) 30.2 19.5 19.5 Yellow Time (s) 4.8 5.5 5.5 All-Red Time (s) 2.0 2.0 2.0 Lost Time Adjust (s) -1.5 -1.5 -1.5 Total Lost Time (s) 5.3 6.0 6.0 Lead/Lag Lead Lead-Lag Optimize? Yes Vehicle Extension (s) 3.0 3.0 3.0 Recall Mode None None None Act Effct Green (s) 31.7 127.7 90.7 21.0 21.0 Actuated g/C Ratio 0.20 0.80 0.57 0.13 0.13 v/c Ratio 0.63 0.23 0.97 0.96 0.37 Control Delay 76.7 4.6 28.3 101.4 6.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 76.7 4.6 28.3 101.4 6.1 LOS E A C F A Approach Delay 26.8 28.3 78.8 Lanes, Volumes, Timings 4: I-75 NB Ramp & Pine Ridge Rd 02/05/2018 2021 Future with Interconnect Synchro 9 Report AM Peak-Hour Lane Group Ø2 Ø3 Ø4 Lane Configurations Traffic Volume (vph) Future Volume (vph) Ideal Flow (vphpl) Storage Length (ft) Storage Lanes Taper Length (ft) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Right Turn on Red Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor Heavy Vehicles (%) Adj. Flow (vph) Shared Lane Traffic (%) Lane Group Flow (vph) Turn Type Protected Phases 2 3 4 Permitted Phases Detector Phase Switch Phase Minimum Initial (s) 20.0 4.0 7.0 Minimum Split (s) 26.8 10.8 13.8 Total Split (s) 43.0 32.0 21.0 Total Split (%) 27% 20% 13% Maximum Green (s) 36.2 25.2 14.2 Yellow Time (s) 4.8 4.8 4.8 All-Red Time (s) 2.0 2.0 2.0 Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 Recall Mode C-Min None None Act Effct Green (s) Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Lanes, Volumes, Timings 4: I-75 NB Ramp & Pine Ridge Rd 02/05/2018 2021 Future with Interconnect Synchro 9 Report AM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Approach LOS C C E Queue Length 50th (ft) 179 79 399 227 0 Queue Length 95th (ft) 236 91 m394 #336 30 Internal Link Dist (ft) 931 1187 654 698 Turn Bay Length (ft) 460 630 365 Base Capacity (vph) 630 3833 2742 437 355 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.63 0.23 0.97 0.96 0.37 Intersection Summary Area Type: Other Cycle Length: 160 Actuated Cycle Length: 160 Offset: 95 (59%), Referenced to phase 2:EBWB, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.99 Intersection Signal Delay: 34.0 Intersection LOS: C Intersection Capacity Utilization 85.8% ICU Level of Service E Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 4: I-75 NB Ramp & Pine Ridge Rd Lanes, Volumes, Timings 4: I-75 NB Ramp & Pine Ridge Rd 02/05/2018 2021 Future with Interconnect Synchro 9 Report PM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 665 2208 0 0 1108 393 309 0 146 0 0 0 Future Volume (vph) 665 2208 0 0 1108 393 309 0 146 0 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 460 0 0 0 630 365 0 0 Storage Lanes 2 0 0 0 1 1 0 0 Taper Length (ft) 100 25 50 25 Lane Util. Factor 0.97 0.91 1.00 1.00 0.91 0.91 0.97 1.00 1.00 1.00 1.00 1.00 Frt 0.961 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 3335 5036 0 0 4862 0 3433 0 1599 0 0 0 Flt Permitted 0.950 0.950 Satd. Flow (perm) 3335 5036 0 0 4862 0 3433 0 1599 0 0 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 69 165 Link Speed (mph) 30 30 30 30 Link Distance (ft) 1011 1267 734 778 Travel Time (s) 23.0 28.8 16.7 17.7 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Heavy Vehicles (%) 5% 3% 0% 0% 2% 4% 2% 0% 1% 0% 0% 0% Adj. Flow (vph) 686 2276 0 0 1142 405 319 0 151 0 0 0 Shared Lane Traffic (%) Lane Group Flow (vph) 686 2276 0 0 1547 0 319 0 151 0 0 0 Turn Type Prot NA NA Perm Perm Protected Phases 1 1 2 3 4 2 3 4 Permitted Phases 5 5 Detector Phase 1 1 2 3 4 2 3 4 5 5 Switch Phase Minimum Initial (s) 7.0 4.0 4.0 Minimum Split (s) 13.8 11.5 11.5 Total Split (s) 60.0 27.0 27.0 Total Split (%) 37.5% 16.9% 16.9% Maximum Green (s) 53.2 19.5 19.5 Yellow Time (s) 4.8 5.5 5.5 All-Red Time (s) 2.0 2.0 2.0 Lost Time Adjust (s) -1.5 -1.5 -1.5 Total Lost Time (s) 5.3 6.0 6.0 Lead/Lag Lead Lead-Lag Optimize? Yes Vehicle Extension (s) 3.0 3.0 3.0 Recall Mode None None None Act Effct Green (s) 55.2 128.2 67.7 20.5 20.5 Actuated g/C Ratio 0.34 0.80 0.42 0.13 0.13 v/c Ratio 0.60 0.56 0.74 0.73 0.43 Control Delay 50.5 3.1 41.8 77.4 10.4 Queue Delay 0.0 0.2 0.0 0.0 0.0 Total Delay 50.5 3.4 41.8 77.4 10.4 LOS D A D E B Approach Delay 14.3 41.8 55.8 Lanes, Volumes, Timings 4: I-75 NB Ramp & Pine Ridge Rd 02/05/2018 2021 Future with Interconnect Synchro 9 Report PM Peak-Hour Lane Group Ø2 Ø3 Ø4 Lane Configurations Traffic Volume (vph) Future Volume (vph) Ideal Flow (vphpl) Storage Length (ft) Storage Lanes Taper Length (ft) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Right Turn on Red Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor Heavy Vehicles (%) Adj. Flow (vph) Shared Lane Traffic (%) Lane Group Flow (vph) Turn Type Protected Phases 2 3 4 Permitted Phases Detector Phase Switch Phase Minimum Initial (s) 20.0 4.0 7.0 Minimum Split (s) 26.8 10.8 13.8 Total Split (s) 30.0 23.0 20.0 Total Split (%) 19% 14% 13% Maximum Green (s) 23.2 16.2 13.2 Yellow Time (s) 4.8 4.8 4.8 All-Red Time (s) 2.0 2.0 2.0 Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 Recall Mode C-Min None None Act Effct Green (s) Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Lanes, Volumes, Timings 4: I-75 NB Ramp & Pine Ridge Rd 02/05/2018 2021 Future with Interconnect Synchro 9 Report PM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Approach LOS B D E Queue Length 50th (ft) 262 151 284 167 0 Queue Length 95th (ft) m297 158 597 222 55 Internal Link Dist (ft) 931 1187 654 698 Turn Bay Length (ft) 460 630 365 Base Capacity (vph) 1151 4035 2097 450 353 Starvation Cap Reductn 0 848 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.60 0.71 0.74 0.71 0.43 Intersection Summary Area Type: Other Cycle Length: 160 Actuated Cycle Length: 160 Offset: 78 (49%), Referenced to phase 2:EBWB, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.93 Intersection Signal Delay: 26.8 Intersection LOS: C Intersection Capacity Utilization 80.1% ICU Level of Service D Analysis Period (min) 15 m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 4: I-75 NB Ramp & Pine Ridge Rd Lanes, Volumes, Timings 5: Napa Blvd & Pine Ridge Rd 02/05/2018 2021 Future with Interconnect Synchro 9 Report AM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 311 617 38 18 2067 202 22 10 9 32 8 420 Future Volume (vph) 311 617 38 18 2067 202 22 10 9 32 8 420 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 610 0 274 210 0 0 0 0 Storage Lanes 2 0 1 1 0 0 0 1 Taper Length (ft) 100 50 25 25 Lane Util. Factor 0.97 0.91 0.91 1.00 0.91 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.991 0.850 0.970 0.850 Flt Protected 0.950 0.950 0.974 0.962 Satd. Flow (prot) 3433 4618 0 1805 4893 1524 0 1739 0 0 1732 1568 Flt Permitted 0.950 0.950 0.840 0.762 Satd. Flow (perm) 3433 4618 0 1805 4893 1524 0 1500 0 0 1372 1568 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 14 163 7 119 Link Speed (mph) 30 30 30 30 Link Distance (ft) 1267 1091 605 459 Travel Time (s) 28.8 24.8 13.8 10.4 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Heavy Vehicles (%) 2% 12% 0% 0% 6% 6% 6% 0% 0% 7% 0% 3% Adj. Flow (vph) 334 663 41 19 2223 217 24 11 10 34 9 452 Shared Lane Traffic (%) Lane Group Flow (vph) 334 704 0 19 2223 217 0 45 0 0 43 452 Turn Type Prot NA Prot NA Perm Perm NA Perm NA Perm Protected Phases 1 6 5 2 4 8 Permitted Phases 2 4 8 8 Detector Phase 1 6 52244 888 Switch Phase Minimum Initial (s) 10.0 20.0 7.0 20.0 20.0 8.0 8.0 8.0 8.0 8.0 Minimum Split (s) 16.8 26.8 13.8 26.8 26.8 22.9 22.9 22.9 22.9 22.9 Total Split (s) 23.0 118.0 15.0 110.0 110.0 27.0 27.0 27.0 27.0 27.0 Total Split (%) 14.4% 73.8% 9.4% 68.8% 68.8% 16.9% 16.9% 16.9% 16.9% 16.9% Maximum Green (s) 16.2 111.2 8.2 103.2 103.2 20.1 20.1 20.1 20.1 20.1 Yellow Time (s) 4.8 4.8 4.8 4.8 4.8 4.4 4.4 4.4 4.4 4.4 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.5 2.5 2.5 2.5 2.5 Lost Time Adjust (s) -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 Total Lost Time (s) 5.3 5.3 5.3 5.3 5.3 5.4 5.4 5.4 Lead/Lag Lead Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None C-Min None C-Min C-Min None None None None None Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0000 000 Act Effct Green (s) 17.7 116.4 9.0 102.2 102.2 24.1 24.1 24.1 Actuated g/C Ratio 0.11 0.73 0.06 0.64 0.64 0.15 0.15 0.15 v/c Ratio 0.88 0.21 0.19 0.71 0.21 0.19 0.21 1.34 Control Delay 115.2 1.3 76.3 20.5 3.4 55.1 64.5 207.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Lanes, Volumes, Timings 5: Napa Blvd & Pine Ridge Rd 02/05/2018 2021 Future with Interconnect Synchro 9 Report AM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Total Delay 115.2 1.3 76.3 20.5 3.4 55.1 64.5 207.9 LOS F A E C A E E F Approach Delay 37.9 19.4 55.1 195.4 Approach LOS D B E F Queue Length 50th (ft) 162 8 19 511 19 36 41 ~528 Queue Length 95th (ft) #250 16 49 558 51 78 83 #756 Internal Link Dist (ft) 1187 1011 525 379 Turn Bay Length (ft) 610 274 210 Base Capacity (vph) 379 3364 109 3201 1053 231 206 337 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.88 0.21 0.17 0.69 0.21 0.19 0.21 1.34 Intersection Summary Area Type: Other Cycle Length: 160 Actuated Cycle Length: 160 Offset: 97 (61%), Referenced to phase 2:WBT and 6:EBT, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 1.34 Intersection Signal Delay: 46.2 Intersection LOS: D Intersection Capacity Utilization 86.0% ICU Level of Service E Analysis Period (min) 15 ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 5: Napa Blvd & Pine Ridge Rd Lanes, Volumes, Timings 5: Napa Blvd & Pine Ridge Rd 02/05/2018 2021 Future with Interconnect Synchro 9 Report PM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 359 1973 32 7 1018 102 39 10 15 103 13 441 Future Volume (vph) 359 1973 32 7 1018 102 39 10 15 103 13 441 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 610 0 274 210 0 0 0 0 Storage Lanes 2 0 1 1 0 0 0 1 Taper Length (ft) 100 50 25 25 Lane Util. Factor 0.97 0.91 0.91 1.00 0.91 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.998 0.850 0.968 0.850 Flt Protected 0.950 0.950 0.970 0.958 Satd. Flow (prot) 3467 5028 0 1805 4988 1599 0 1784 0 0 1773 1599 Flt Permitted 0.950 0.950 0.673 0.709 Satd. Flow (perm) 3467 5028 0 1805 4988 1599 0 1238 0 0 1312 1599 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 2 119 9 310 Link Speed (mph) 30 30 30 30 Link Distance (ft) 1267 1091 605 459 Travel Time (s) 28.8 24.8 13.8 10.4 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Heavy Vehicles (%) 1% 3% 0% 0% 4% 1% 0% 0% 0% 3% 0% 1% Adj. Flow (vph) 374 2055 33 7 1060 106 41 10 16 107 14 459 Shared Lane Traffic (%) Lane Group Flow (vph) 374 2088 0 7 1060 106 0 67 0 0 121 459 Turn Type Prot NA Prot NA Perm Perm NA Perm NA Perm Protected Phases 1 6 5 2 4 8 Permitted Phases 2 4 8 8 Detector Phase 1 6 52244 888 Switch Phase Minimum Initial (s) 10.0 20.0 7.0 20.0 20.0 8.0 8.0 8.0 8.0 8.0 Minimum Split (s) 16.8 26.8 13.8 26.8 26.8 22.9 22.9 22.9 22.9 22.9 Total Split (s) 38.0 96.0 24.0 82.0 82.0 40.0 40.0 40.0 40.0 40.0 Total Split (%) 23.8% 60.0% 15.0% 51.3% 51.3% 25.0% 25.0% 25.0% 25.0% 25.0% Maximum Green (s) 31.2 89.2 17.2 75.2 75.2 33.1 33.1 33.1 33.1 33.1 Yellow Time (s) 4.8 4.8 4.8 4.8 4.8 4.4 4.4 4.4 4.4 4.4 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.5 2.5 2.5 2.5 2.5 Lost Time Adjust (s) -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 Total Lost Time (s) 5.3 5.3 5.3 5.3 5.3 5.4 5.4 5.4 Lead/Lag Lead Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None C-Min None C-Min C-Min None None None None None Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0000 000 Act Effct Green (s) 24.0 121.0 8.6 94.6 94.6 25.4 25.4 25.4 Actuated g/C Ratio 0.15 0.76 0.05 0.59 0.59 0.16 0.16 0.16 v/c Ratio 0.72 0.55 0.07 0.36 0.11 0.33 0.58 0.89 Control Delay 81.6 8.0 73.6 18.9 2.6 53.1 71.9 40.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Lanes, Volumes, Timings 5: Napa Blvd & Pine Ridge Rd 02/05/2018 2021 Future with Interconnect Synchro 9 Report PM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Total Delay 81.6 8.0 73.6 18.9 2.6 53.1 71.9 40.7 LOS F A E B A D E D Approach Delay 19.2 17.8 53.1 47.2 Approach LOS B B D D Queue Length 50th (ft) 203 12 7 206 0 54 118 167 Queue Length 95th (ft) 228 864 26 291 25 100 180 304 Internal Link Dist (ft) 1187 1011 525 379 Turn Bay Length (ft) 610 274 210 Base Capacity (vph) 708 3802 210 2948 993 274 283 588 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.53 0.55 0.03 0.36 0.11 0.24 0.43 0.78 Intersection Summary Area Type: Other Cycle Length: 160 Actuated Cycle Length: 160 Offset: 116 (73%), Referenced to phase 2:WBT and 6:EBT, Start of Green Natural Cycle: 80 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.89 Intersection Signal Delay: 23.1 Intersection LOS: C Intersection Capacity Utilization 68.3% ICU Level of Service C Analysis Period (min) 15 Splits and Phases: 5: Napa Blvd & Pine Ridge Rd HCM 2010 TWSC 6: Livingston Rd & Marbella Lakes Dr 02/05/2018 2021 Future with Interconnect Synchro 9 Report AM Peak-Hour Intersection Int Delay, s/veh 3.3 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 76 88 1018 36 19 1546 Future Vol, veh/h 76 88 1018 36 19 1546 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 320 - 300 400 - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 94 94 94 94 94 94 Heavy Vehicles, % 8 0 4 20 0 4 Mvmt Flow 81 94 1083 38 20 1645 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 1781 541 0 0 1083 0 Stage 1 1083 ----- Stage 2 698 ----- Critical Hdwy 5.86 7.1 - - 5.3 - Critical Hdwy Stg 1 6.76 ----- Critical Hdwy Stg 2 6.16 ----- Follow-up Hdwy 3.88 3.9 - - 3.1 - Pot Cap-1 Maneuver 115 420 - - 363 - Stage 1 206 ----- Stage 2 400 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 109 420 - - 363 - Mov Cap-2 Maneuver 109 ----- Stage 1 206 ----- Stage 2 378 ----- Approach WB NB SB HCM Control Delay, s 54.9 0 0.2 HCM LOS F Minor Lane/Major Mvmt NBT NBRWBLn1WBLn2 SBL SBT Capacity (veh/h) - - 109 420 363 - HCM Lane V/C Ratio - - 0.742 0.223 0.056 - HCM Control Delay (s) - - 99.9 16 15.5 - HCM Lane LOS - - F C C - HCM 95th %tile Q(veh) - - 4 0.8 0.2 - HCM 2010 TWSC 6: Livingston Rd & Marbella Lakes Dr 02/05/2018 2021 Future with Interconnect Synchro 9 Report PM Peak-Hour Intersection Int Delay, s/veh 7.2 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 61 45 1478 71 58 1048 Future Vol, veh/h 61 45 1478 71 58 1048 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 320 - 300 400 - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 94 94 94 94 94 94 Heavy Vehicles, % 0 22004 Mvmt Flow 65 48 1572 76 62 1115 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 2141 786 0 0 1572 0 Stage 1 1572 ----- Stage 2 569 ----- Critical Hdwy 5.7 7.14 - - 5.3 - Critical Hdwy Stg 1 6.6 ----- Critical Hdwy Stg 2 6 ----- Follow-up Hdwy 3.8 3.92 - - 3.1 - Pot Cap-1 Maneuver 81 288 - - 209 - Stage 1 109 ----- Stage 2 488 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver ~ 57 288 - - 209 - Mov Cap-2 Maneuver ~ 57 ----- Stage 1 109 ----- Stage 2 343 ----- Approach WB NB SB HCM Control Delay, s 170.7 0 1.5 HCM LOS F Minor Lane/Major Mvmt NBT NBRWBLn1WBLn2 SBL SBT Capacity (veh/h) - - 57 288 209 - HCM Lane V/C Ratio - - 1.138 0.166 0.295 - HCM Control Delay (s) - - 281.9 20 29.3 - HCM Lane LOS - - F C D - HCM 95th %tile Q(veh) - - 5.5 0.6 1.2 - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon 2021 Future w/Livingston Rd-Marbella Lakes Dr Interconnect and w/Improvements Standard Future EB WB NB SB AM Peak-Hour E D 48.2 0.96 D C E E PM Peak-Hour E D 44.7 0.95 D C E E AM Peak-Hour E C 27.2 0.93 B C E D PM Peak-Hour E C 31.2 0.93 C B E E AM Peak-Hour E C 24.8 0.87 A C D PM Peak-Hour E C 20.6 0.93 A C D AM Peak-Hour E C 23.2 0.92 C B E PM Peak-Hour E C 21.3 0.92 B C E AM Peak-Hour E D 36.3 0.97 D C D E PM Peak-Hour E C 22.3 0.90 B B D D Intersection Pine Ridge Rd & Whippoorwill Ln Pine Ridge Rd & I-75 SB Ramp Pine Ridge Rd & I-75 NB Ramp Pine Ridge Rd & Napa Blvd Time Period Overall Intersection LOS Delay (sec/veh) Max v/c Ratio Approach LOS Pine Ridge Rd & Livingston Rd 1. Delay shown for the worst approach 2. No left-turn movement for approach 3. Left-turn movement level-of-service Lanes, Volumes, Timings 1: Livingston Rd & Pine Ridge Rd 02/05/2018 2021 Future with Interconnect and Improvements Synchro 9 Report AM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 228 787 173 415 1908 297 407 689 194 343 903 385 Future Volume (vph) 228 787 173 415 1908 297 407 689 194 343 903 385 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 425 850 425 325 600 450 550 725 Storage Lanes 2 1 2 1 2 1 2 1 Taper Length (ft) 100 100 150 100 Lane Util. Factor 0.97 0.91 1.00 0.97 0.91 1.00 0.97 0.91 0.88 0.97 0.91 1.00 Frt 0.850 0.850 0.850 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 3335 4893 1583 3183 4940 1538 3367 4893 2707 3433 4988 1568 Flt Permitted 0.950 0.950 0.950 0.950 Satd. Flow (perm) 3335 4893 1583 3183 4940 1538 3367 4893 2707 3433 4988 1568 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 199 265 220 220 Link Speed (mph) 45 45 45 45 Link Distance (ft) 1277 2612 1188 1358 Travel Time (s) 19.3 39.6 18.0 20.6 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Heavy Vehicles (%) 5% 6% 2% 10% 5% 5% 4% 6% 5% 2% 4% 3% Adj. Flow (vph) 235 811 178 428 1967 306 420 710 200 354 931 397 Shared Lane Traffic (%) Lane Group Flow (vph) 235 811 178 428 1967 306 420 710 200 354 931 397 Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 1 6 5 2 7 4 3 8 Permitted Phases 6248 Detector Phase 166522744388 Switch Phase Minimum Initial (s) 7.0 20.0 20.0 7.0 20.0 20.0 7.0 10.0 10.0 7.0 10.0 10.0 Minimum Split (s) 14.1 29.8 29.8 14.1 29.5 29.5 16.5 23.2 23.2 16.9 23.2 23.2 Total Split (s) 17.0 47.1 47.1 34.9 65.0 65.0 25.0 31.8 31.8 26.2 33.0 33.0 Total Split (%) 12.1% 33.6% 33.6% 24.9% 46.4% 46.4% 17.9% 22.7% 22.7% 18.7% 23.6% 23.6% Maximum Green (s) 9.9 37.3 37.3 27.8 57.8 57.8 17.8 24.6 24.6 16.3 25.8 25.8 Yellow Time (s) 4.8 4.8 4.8 4.8 4.8 4.8 4.8 4.8 4.8 4.8 4.8 4.8 All-Red Time (s) 2.3 5.0 5.0 2.3 2.4 2.4 2.4 2.4 2.4 5.1 2.4 2.4 Lost Time Adjust (s) -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 Total Lost Time (s) 5.6 8.3 8.3 5.6 5.7 5.7 5.7 5.7 5.7 8.4 5.7 5.7 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None C-Min C-Min None C-Min C-Min None None None None None None Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0 Act Effct Green (s) 11.4 43.0 43.0 25.1 59.3 59.3 19.3 26.3 26.3 17.6 27.3 27.3 Actuated g/C Ratio 0.08 0.31 0.31 0.18 0.42 0.42 0.14 0.19 0.19 0.13 0.20 0.20 v/c Ratio 0.87 0.54 0.29 0.75 0.94 0.38 0.91 0.77 0.29 0.82 0.96 0.82 Control Delay 92.4 42.4 4.6 56.6 30.4 4.9 83.1 60.5 5.3 75.9 75.9 38.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Lanes, Volumes, Timings 1: Livingston Rd & Pine Ridge Rd 02/05/2018 2021 Future with Interconnect and Improvements Synchro 9 Report AM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Total Delay 92.4 42.4 4.6 56.6 30.4 4.9 83.1 60.5 5.3 75.9 75.9 38.7 LOS FDAECAFEAEED Approach Delay 46.5 31.7 59.4 67.1 Approach LOS D C E E Queue Length 50th (ft) 110 226 0 179 638 58 197 228 0 163 310 164 Queue Length 95th (ft) #186 283 42 m182 #706 m58 #292 278 28 #235 #401 #330 Internal Link Dist (ft) 1197 2532 1108 1278 Turn Bay Length (ft) 425 850 425 325 600 450 550 725 Base Capacity (vph) 271 1503 624 666 2092 804 464 920 687 436 972 482 Starvation Cap Reductn 000000000000 Spillback Cap Reductn 000000000000 Storage Cap Reductn 000000000000 Reduced v/c Ratio 0.87 0.54 0.29 0.64 0.94 0.38 0.91 0.77 0.29 0.81 0.96 0.82 Intersection Summary Area Type: Other Cycle Length: 140 Actuated Cycle Length: 140 Offset: 73 (52%), Referenced to phase 2:WBT and 6:EBT, Start of Green Natural Cycle: 115 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.96 Intersection Signal Delay: 48.2 Intersection LOS: D Intersection Capacity Utilization 91.3% ICU Level of Service F Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 1: Livingston Rd & Pine Ridge Rd Lanes, Volumes, Timings 1: Livingston Rd & Pine Ridge Rd 02/05/2018 2021 Future with Interconnect and Improvements Synchro 9 Report PM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 247 1807 393 192 1385 362 294 906 508 360 703 273 Future Volume (vph) 247 1807 393 192 1385 362 294 906 508 360 703 273 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 425 850 425 325 600 450 550 725 Storage Lanes 2 1 2 1 2 1 2 1 Taper Length (ft) 100 100 150 100 Lane Util. Factor 0.97 0.91 1.00 0.97 0.91 1.00 0.97 0.91 0.88 0.97 0.91 1.00 Frt 0.850 0.850 0.850 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 3467 5036 1599 3367 5036 1583 3433 5036 2733 3400 4988 1599 Flt Permitted 0.950 0.950 0.950 0.950 Satd. Flow (perm) 3467 5036 1599 3367 5036 1583 3433 5036 2733 3400 4988 1599 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 323 322 264 164 Link Speed (mph) 45 45 45 45 Link Distance (ft) 1277 2612 1188 1358 Travel Time (s) 19.3 39.6 18.0 20.6 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Heavy Vehicles (%) 1% 3% 1% 4% 3% 2% 2% 3% 4% 3% 4% 1% Adj. Flow (vph) 255 1863 405 198 1428 373 303 934 524 371 725 281 Shared Lane Traffic (%) Lane Group Flow (vph) 255 1863 405 198 1428 373 303 934 524 371 725 281 Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 1 6 5 2 7 4 3 8 Permitted Phases 6248 Detector Phase 166522744388 Switch Phase Minimum Initial (s) 7.0 20.0 20.0 7.0 20.0 20.0 7.0 10.0 10.0 7.0 10.0 10.0 Minimum Split (s) 14.1 29.8 29.8 14.1 29.5 29.5 16.5 23.2 23.2 16.9 23.2 23.2 Total Split (s) 22.2 65.0 65.0 17.0 59.8 59.8 21.3 33.0 33.0 25.0 36.7 36.7 Total Split (%) 15.9% 46.4% 46.4% 12.1% 42.7% 42.7% 15.2% 23.6% 23.6% 17.9% 26.2% 26.2% Maximum Green (s) 15.1 55.2 55.2 9.9 52.6 52.6 14.1 25.8 25.8 15.1 29.5 29.5 Yellow Time (s) 4.8 4.8 4.8 4.8 4.8 4.8 4.8 4.8 4.8 4.8 4.8 4.8 All-Red Time (s) 2.3 5.0 5.0 2.3 2.4 2.4 2.4 2.4 2.4 5.1 2.4 2.4 Lost Time Adjust (s) -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 Total Lost Time (s) 5.6 8.3 8.3 5.6 5.7 5.7 5.7 5.7 5.7 8.4 5.7 5.7 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None C-Min C-Min None C-Min C-Min None None None None None None Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0 Act Effct Green (s) 15.6 56.7 56.7 11.4 55.1 55.1 15.5 27.3 27.3 16.6 31.1 31.1 Actuated g/C Ratio 0.11 0.40 0.40 0.08 0.39 0.39 0.11 0.20 0.20 0.12 0.22 0.22 v/c Ratio 0.66 0.91 0.48 0.72 0.72 0.46 0.80 0.95 0.70 0.92 0.65 0.58 Control Delay 68.3 47.3 8.4 78.0 18.8 7.7 77.0 74.6 31.2 89.5 52.8 25.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Lanes, Volumes, Timings 1: Livingston Rd & Pine Ridge Rd 02/05/2018 2021 Future with Interconnect and Improvements Synchro 9 Report PM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Total Delay 68.3 47.3 8.4 78.0 18.8 7.7 77.0 74.6 31.2 89.5 52.8 25.1 LOS EDAEBAEECFDC Approach Delay 43.2 22.6 62.1 57.0 Approach LOS D C E E Queue Length 50th (ft) 115 581 46 80 328 94 140 311 127 175 222 93 Queue Length 95th (ft) 162 653 133 m#127 441 m172 #206 #400 201 #270 270 193 Internal Link Dist (ft) 1197 2532 1108 1278 Turn Bay Length (ft) 425 850 425 325 600 450 550 725 Base Capacity (vph) 411 2039 839 274 1982 818 382 982 745 403 1109 482 Starvation Cap Reductn 000000000000 Spillback Cap Reductn 000000000000 Storage Cap Reductn 000000000000 Reduced v/c Ratio 0.62 0.91 0.48 0.72 0.72 0.46 0.79 0.95 0.70 0.92 0.65 0.58 Intersection Summary Area Type: Other Cycle Length: 140 Actuated Cycle Length: 140 Offset: 4 (3%), Referenced to phase 2:WBT and 6:EBT, Start of Green Natural Cycle: 115 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.95 Intersection Signal Delay: 44.7 Intersection LOS: D Intersection Capacity Utilization 91.9% ICU Level of Service F Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 1: Livingston Rd & Pine Ridge Rd Lanes, Volumes, Timings 2: Whippoorwill Ln & Pine Ridge Rd 02/05/2018 2021 Future with Interconnect and Improvements Synchro 9 Report AM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 90 1056 190 265 2523 153 360 35 159 56 7 124 Future Volume (vph) 90 1056 190 265 2523 153 360 35 159 56 7 124 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 525 300 500 175 375 0 0 125 Storage Lanes 1 1 1 1 2 0 1 1 Taper Length (ft) 50 50 50 25 Lane Util. Factor 1.00 0.91 1.00 1.00 0.91 1.00 0.97 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 0.877 0.858 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1719 4848 1568 1787 4893 1468 3433 1666 0 1641 1529 0 Flt Permitted 0.056 0.187 0.950 0.950 Satd. Flow (perm) 101 4848 1568 352 4893 1468 3433 1666 0 1641 1529 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 196 134 141 94 Link Speed (mph) 45 45 30 30 Link Distance (ft) 2612 1936 722 316 Travel Time (s) 39.6 29.3 16.4 7.2 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Heavy Vehicles (%) 5% 7% 3% 1% 6% 10% 2% 0% 0% 10% 0% 7% Adj. Flow (vph) 93 1089 196 273 2601 158 371 36 164 58 7 128 Shared Lane Traffic (%) Lane Group Flow (vph) 93 1089 196 273 2601 158 371 200 0 58 135 0 Turn Type pm+pt NA Perm pm+pt NA Perm Prot NA Prot NA Protected Phases 1 6 5 2 7 4 3 8 Permitted Phases 6 6 2 2 Detector Phase 16652274 38 Switch Phase Minimum Initial (s) 7.0 20.0 20.0 7.0 20.0 20.0 5.0 8.0 5.0 8.0 Minimum Split (s) 13.8 26.8 26.8 13.8 26.8 26.8 11.7 22.7 11.7 22.7 Total Split (s) 13.8 67.0 67.0 27.6 80.8 80.8 22.7 28.8 16.6 22.7 Total Split (%) 9.9% 47.9% 47.9% 19.7% 57.7% 57.7% 16.2% 20.6% 11.9% 16.2% Maximum Green (s) 7.0 60.2 60.2 20.8 74.0 74.0 16.0 22.1 9.9 16.0 Yellow Time (s) 4.8 4.8 4.8 4.8 4.8 4.8 4.4 4.4 4.4 4.4 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.3 2.3 2.3 2.3 Lost Time Adjust (s) -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 Total Lost Time (s) 5.3 5.3 5.3 5.3 5.3 5.3 5.2 5.2 5.2 5.2 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lead Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None C-Min C-Min None C-Min C-Min None None None None Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 Act Effct Green (s) 82.9 73.3 73.3 93.8 79.7 79.7 17.5 21.9 10.4 12.2 Actuated g/C Ratio 0.59 0.52 0.52 0.67 0.57 0.57 0.12 0.16 0.07 0.09 v/c Ratio 0.55 0.43 0.21 0.68 0.93 0.18 0.86 0.53 0.48 0.62 Control Delay 54.4 12.6 5.2 21.2 27.5 4.1 80.2 23.1 75.2 33.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Lanes, Volumes, Timings 2: Whippoorwill Ln & Pine Ridge Rd 02/05/2018 2021 Future with Interconnect and Improvements Synchro 9 Report AM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Total Delay 54.4 12.6 5.2 21.2 27.5 4.1 80.2 23.1 75.2 33.5 LOS DBACCAFC EC Approach Delay 14.3 25.7 60.2 46.0 Approach LOS B C E D Queue Length 50th (ft) 27 236 46 108 504 11 173 50 51 36 Queue Length 95th (ft) m83 294 m119 m178 #960 m26 #257 127 100 103 Internal Link Dist (ft) 2532 1856 642 236 Turn Bay Length (ft) 525 300 500 175 375 Base Capacity (vph) 170 2537 914 466 2784 893 429 417 133 273 Starvation Cap Reductn 00000000 00 Spillback Cap Reductn 00000000 00 Storage Cap Reductn 00000000 00 Reduced v/c Ratio 0.55 0.43 0.21 0.59 0.93 0.18 0.86 0.48 0.44 0.49 Intersection Summary Area Type: Other Cycle Length: 140 Actuated Cycle Length: 140 Offset: 137 (98%), Referenced to phase 2:WBTL and 6:EBTL, Start of Green Natural Cycle: 130 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.93 Intersection Signal Delay: 27.2 Intersection LOS: C Intersection Capacity Utilization 90.4% ICU Level of Service E Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 2: Whippoorwill Ln & Pine Ridge Rd Lanes, Volumes, Timings 2: Whippoorwill Ln & Pine Ridge Rd 02/05/2018 2021 Future with Interconnect and Improvements Synchro 9 Report PM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 225 2406 310 170 1616 133 301 20 240 175 10 110 Future Volume (vph) 225 2406 310 170 1616 133 301 20 240 175 10 110 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 525 300 500 175 375 0 0 125 Storage Lanes 1 1 1 1 2 0 1 1 Taper Length (ft) 50 50 50 25 Lane Util. Factor 1.00 0.91 1.00 1.00 0.91 1.00 0.97 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 0.862 0.862 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1736 5036 1599 1770 5036 1553 3467 1608 0 1687 1594 0 Flt Permitted 0.063 0.060 0.950 0.950 Satd. Flow (perm) 115 5036 1599 112 5036 1553 3467 1608 0 1687 1594 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 248 187 138 115 Link Speed (mph) 45 45 30 30 Link Distance (ft) 2612 1936 722 316 Travel Time (s) 39.6 29.3 16.4 7.2 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Heavy Vehicles (%) 4% 3% 1% 2% 3% 4% 1% 0% 2% 7% 0% 3% Adj. Flow (vph) 234 2506 323 177 1683 139 314 21 250 182 10 115 Shared Lane Traffic (%) Lane Group Flow (vph) 234 2506 323 177 1683 139 314 271 0 182 125 0 Turn Type pm+pt NA Perm pm+pt NA Perm Prot NA Prot NA Protected Phases 1 6 5 2 7 4 3 8 Permitted Phases 6 6 2 2 Detector Phase 16652274 38 Switch Phase Minimum Initial (s) 7.0 20.0 20.0 7.0 20.0 20.0 5.0 8.0 5.0 8.0 Minimum Split (s) 13.8 26.8 26.8 13.8 26.8 26.8 11.7 22.7 11.7 22.7 Total Split (s) 26.4 79.0 79.0 16.0 68.6 68.6 21.0 23.0 22.0 24.0 Total Split (%) 18.9% 56.4% 56.4% 11.4% 49.0% 49.0% 15.0% 16.4% 15.7% 17.1% Maximum Green (s) 19.6 72.2 72.2 9.2 61.8 61.8 14.3 16.3 15.3 17.3 Yellow Time (s) 4.8 4.8 4.8 4.8 4.8 4.8 4.4 4.4 4.4 4.4 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.3 2.3 2.3 2.3 Lost Time Adjust (s) -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 Total Lost Time (s) 5.3 5.3 5.3 5.3 5.3 5.3 5.2 5.2 5.2 5.2 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lead Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None C-Min C-Min None C-Min C-Min None None None None Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 Act Effct Green (s) 90.4 74.6 74.6 78.4 67.0 67.0 15.7 16.2 16.8 17.3 Actuated g/C Ratio 0.65 0.53 0.53 0.56 0.48 0.48 0.11 0.12 0.12 0.12 v/c Ratio 0.80 0.93 0.33 0.90 0.70 0.17 0.81 0.88 0.90 0.42 Control Delay 49.4 31.2 3.9 87.9 11.1 1.2 77.3 57.9 102.3 16.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Lanes, Volumes, Timings 2: Whippoorwill Ln & Pine Ridge Rd 02/05/2018 2021 Future with Interconnect and Improvements Synchro 9 Report PM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Total Delay 49.4 31.2 3.9 87.9 11.1 1.2 77.3 57.9 102.3 16.0 LOS DCAFBAEE FB Approach Delay 29.7 17.2 68.3 67.2 Approach LOS C B E E Queue Length 50th (ft) 122 829 58 110 214 4 145 122 166 8 Queue Length 95th (ft) m172 888 m65 m#230 304 m8 #214 #271 #311 69 Internal Link Dist (ft) 2532 1856 642 236 Turn Bay Length (ft) 525 300 500 175 375 Base Capacity (vph) 318 2685 968 197 2410 840 391 324 202 313 Starvation Cap Reductn 00000000 00 Spillback Cap Reductn 00000000 00 Storage Cap Reductn 00000000 00 Reduced v/c Ratio 0.74 0.93 0.33 0.90 0.70 0.17 0.80 0.84 0.90 0.40 Intersection Summary Area Type: Other Cycle Length: 140 Actuated Cycle Length: 140 Offset: 74 (53%), Referenced to phase 2:WBTL and 6:EBTL, Start of Green Natural Cycle: 120 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.93 Intersection Signal Delay: 31.2 Intersection LOS: C Intersection Capacity Utilization 99.0% ICU Level of Service F Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 2: Whippoorwill Ln & Pine Ridge Rd Lanes, Volumes, Timings 3: Pine Ridge Rd & I-75 SB Ramp 02/05/2018 2021 Future with Interconnect and Improvements Synchro 9 Report AM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 920 335 205 2193 00002970748 Future Volume (vph) 0 920 335 205 2193 00002970748 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 300 250 0 0 0 0 0 Storage Lanes 0 1 1 0 0 0 2 2 Taper Length (ft) 25 50 25 25 Lane Util. Factor 1.00 0.91 1.00 1.00 0.91 1.00 1.00 1.00 1.00 0.97 1.00 0.88 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 0 4848 1568 1736 4940 00003155 0 2656 Flt Permitted 0.240 0.950 Satd. Flow (perm) 0 4848 1568 438 4940 00003155 0 2656 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 353 136 Link Speed (mph) 45 30 30 30 Link Distance (ft) 1936 1011 693 790 Travel Time (s) 29.3 23.0 15.8 18.0 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles (%) 0% 7% 3% 4% 5% 0% 0% 0% 0% 11% 0% 7% Adj. Flow (vph) 0 968 353 216 2308 00003130787 Shared Lane Traffic (%) Lane Group Flow (vph) 0 968 353 216 2308 00003130787 Turn Type NA Perm pm+pt NA Perm Perm Protected Phases 1 2 3 1 2 3 Permitted Phases 1 2 1 2 3 4 5 4 5 Detector Phase 1 2 1 2 3 1 2 3 4 5 4 5 Switch Phase Minimum Initial (s) 4.0 Minimum Split (s) 10.8 Total Split (s) 14.0 Total Split (%) 10.0% Maximum Green (s) 7.2 Yellow Time (s) 4.8 All-Red Time (s) 2.0 Lost Time Adjust (s) -1.5 Total Lost Time (s) 5.3 Lead/Lag Lead Lead-Lag Optimize? Vehicle Extension (s) 3.0 Recall Mode None Act Effct Green (s) 72.7 72.7 81.4 86.7 42.7 42.7 Actuated g/C Ratio 0.52 0.52 0.58 0.62 0.30 0.30 v/c Ratio 0.38 0.36 0.64 0.75 0.33 0.87 Control Delay 7.2 1.0 31.2 24.9 38.7 49.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 7.2 1.0 31.2 24.9 38.7 49.4 LOS A A C C D D Approach Delay 5.5 25.4 46.3 Lanes, Volumes, Timings 3: Pine Ridge Rd & I-75 SB Ramp 02/05/2018 2021 Future with Interconnect and Improvements Synchro 9 Report AM Peak-Hour Lane Group Ø1 Ø2 Ø4 Ø5 Lane Configurations Traffic Volume (vph) Future Volume (vph) Ideal Flow (vphpl) Storage Length (ft) Storage Lanes Taper Length (ft) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Right Turn on Red Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor Heavy Vehicles (%) Adj. Flow (vph) Shared Lane Traffic (%) Lane Group Flow (vph) Turn Type Protected Phases 1245 Permitted Phases Detector Phase Switch Phase Minimum Initial (s) 7.0 20.0 7.0 4.0 Minimum Split (s) 13.8 26.8 13.8 11.5 Total Split (s) 26.0 52.0 23.0 25.0 Total Split (%) 19% 37% 16% 18% Maximum Green (s) 19.2 45.2 16.2 17.5 Yellow Time (s) 4.8 4.8 4.8 5.5 All-Red Time (s) 2.0 2.0 2.0 2.0 Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lead Lag Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 Recall Mode None C-Min None None Act Effct Green (s) Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Lanes, Volumes, Timings 3: Pine Ridge Rd & I-75 SB Ramp 02/05/2018 2021 Future with Interconnect and Improvements Synchro 9 Report AM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Approach LOS A C D Queue Length 50th (ft) 52 1 97 487 113 328 Queue Length 95th (ft) 86 0 m115 543 156 #448 Internal Link Dist (ft) 1856 931 613 710 Turn Bay Length (ft) 300 250 Base Capacity (vph) 2517 983 335 3059 962 904 Starvation Cap Reductn 0000 0 0 Spillback Cap Reductn 0000 0 0 Storage Cap Reductn 0000 0 0 Reduced v/c Ratio 0.38 0.36 0.64 0.75 0.33 0.87 Intersection Summary Area Type: Other Cycle Length: 140 Actuated Cycle Length: 140 Offset: 17 (12%), Referenced to phase 2:EBWB, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.92 Intersection Signal Delay: 24.8 Intersection LOS: C Intersection Capacity Utilization 85.8% ICU Level of Service E Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 3: Pine Ridge Rd & I-75 SB Ramp Lanes, Volumes, Timings 3: Pine Ridge Rd & I-75 SB Ramp 02/05/2018 2021 Future with Interconnect and Improvements Synchro 9 Report PM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 2363 441 122 1302 00005050609 Future Volume (vph) 0 2363 441 122 1302 00005050609 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 300 250 0 0 0 0 0 Storage Lanes 0 1 1 0 0 0 2 2 Taper Length (ft) 25 50 25 25 Lane Util. Factor 1.00 0.91 1.00 1.00 0.91 1.00 1.00 1.00 1.00 0.97 1.00 0.88 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 0 5036 1568 1770 5036 00003367 0 2787 Flt Permitted 0.047 0.950 Satd. Flow (perm) 0 5036 1568 88 5036 00003367 0 2787 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 439 140 Link Speed (mph) 45 30 30 30 Link Distance (ft) 1936 1011 693 790 Travel Time (s) 29.3 23.0 15.8 18.0 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles (%) 0% 3% 3% 2% 3% 0% 0% 0% 0% 4% 0% 2% Adj. Flow (vph) 0 2487 464 128 1371 00005320641 Shared Lane Traffic (%) Lane Group Flow (vph) 0 2487 464 128 1371 00005320641 Turn Type NA Perm pm+pt NA Perm Perm Protected Phases 1 2 3 1 2 3 Permitted Phases 1 2 1 2 3 4 5 4 5 Detector Phase 1 2 1 2 3 1 2 3 4 5 4 5 Switch Phase Minimum Initial (s) 4.0 Minimum Split (s) 10.8 Total Split (s) 12.0 Total Split (%) 8.6% Maximum Green (s) 5.2 Yellow Time (s) 4.8 All-Red Time (s) 2.0 Lost Time Adjust (s) -1.5 Total Lost Time (s) 5.3 Lead/Lag Lead Lead-Lag Optimize? Vehicle Extension (s) 3.0 Recall Mode None Act Effct Green (s) 85.7 85.7 92.4 97.7 31.7 31.7 Actuated g/C Ratio 0.61 0.61 0.66 0.70 0.23 0.23 v/c Ratio 0.81 0.41 0.93 0.39 0.70 0.87 Control Delay 5.4 0.4 96.8 18.7 55.4 53.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 5.4 0.4 96.8 18.7 55.4 53.8 LOS A A F B E D Approach Delay 4.7 25.4 54.5 Lanes, Volumes, Timings 3: Pine Ridge Rd & I-75 SB Ramp 02/05/2018 2021 Future with Interconnect and Improvements Synchro 9 Report PM Peak-Hour Lane Group Ø1 Ø2 Ø4 Ø5 Lane Configurations Traffic Volume (vph) Future Volume (vph) Ideal Flow (vphpl) Storage Length (ft) Storage Lanes Taper Length (ft) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Right Turn on Red Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor Heavy Vehicles (%) Adj. Flow (vph) Shared Lane Traffic (%) Lane Group Flow (vph) Turn Type Protected Phases 1245 Permitted Phases Detector Phase Switch Phase Minimum Initial (s) 7.0 20.0 7.0 4.0 Minimum Split (s) 13.8 26.8 13.8 11.5 Total Split (s) 58.0 33.0 16.8 20.2 Total Split (%) 41% 24% 12% 14% Maximum Green (s) 51.2 26.2 10.0 12.7 Yellow Time (s) 4.8 4.8 4.8 5.5 All-Red Time (s) 2.0 2.0 2.0 2.0 Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lead Lag Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 Recall Mode None C-Min None None Act Effct Green (s) Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Lanes, Volumes, Timings 3: Pine Ridge Rd & I-75 SB Ramp 02/05/2018 2021 Future with Interconnect and Improvements Synchro 9 Report PM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Approach LOS A C D Queue Length 50th (ft) 108 0 75 334 231 258 Queue Length 95th (ft) 118 m0 m#126 m391 296 #367 Internal Link Dist (ft) 1856 931 613 710 Turn Bay Length (ft) 300 250 Base Capacity (vph) 3082 1130 138 3514 762 739 Starvation Cap Reductn 0000 0 0 Spillback Cap Reductn 0000 0 0 Storage Cap Reductn 0000 0 0 Reduced v/c Ratio 0.81 0.41 0.93 0.39 0.70 0.87 Intersection Summary Area Type: Other Cycle Length: 140 Actuated Cycle Length: 140 Offset: 0 (0%), Referenced to phase 2:EBWB, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.93 Intersection Signal Delay: 20.6 Intersection LOS: C Intersection Capacity Utilization 80.1% ICU Level of Service D Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 3: Pine Ridge Rd & I-75 SB Ramp Lanes, Volumes, Timings 4: I-75 NB Ramp & Pine Ridge Rd 02/05/2018 2021 Future with Interconnect and Improvements Synchro 9 Report AM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 375 844 0 0 1993 517 393 0 122 0 0 0 Future Volume (vph) 375 844 0 0 1993 517 393 0 122 0 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 460 0 0 0 630 365 0 0 Storage Lanes 2 0 0 0 1 1 0 0 Taper Length (ft) 100 25 50 25 Lane Util. Factor 0.97 0.91 1.00 1.00 0.91 0.91 0.97 1.00 1.00 1.00 1.00 1.00 Frt 0.969 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 3183 4803 0 0 4787 0 3335 0 1615 0 0 0 Flt Permitted 0.950 0.950 Satd. Flow (perm) 3183 4803 0 0 4787 0 3335 0 1615 0 0 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 82 189 Link Speed (mph) 30 30 30 30 Link Distance (ft) 1011 1267 734 778 Travel Time (s) 23.0 28.8 16.7 17.7 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Heavy Vehicles (%) 10% 8% 0% 0% 5% 5% 5% 0% 0% 0% 0% 0% Adj. Flow (vph) 399 898 0 0 2120 550 418 0 130 0 0 0 Shared Lane Traffic (%) Lane Group Flow (vph) 399 898 0 0 2670 0 418 0 130 0 0 0 Turn Type Prot NA NA Perm Perm Protected Phases 1 1 2 3 4 2 3 4 Permitted Phases 5 5 Detector Phase 1 1 2 3 4 2 3 4 5 5 Switch Phase Minimum Initial (s) 7.0 4.0 4.0 Minimum Split (s) 13.8 11.5 11.5 Total Split (s) 26.0 25.0 25.0 Total Split (%) 18.6% 17.9% 17.9% Maximum Green (s) 19.2 17.5 17.5 Yellow Time (s) 4.8 5.5 5.5 All-Red Time (s) 2.0 2.0 2.0 Lost Time Adjust (s) -1.5 -1.5 -1.5 Total Lost Time (s) 5.3 6.0 6.0 Lead/Lag Lead Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 Recall Mode None None None Act Effct Green (s) 20.7 109.7 83.7 19.0 19.0 Actuated g/C Ratio 0.15 0.78 0.60 0.14 0.14 v/c Ratio 0.85 0.24 0.92 0.92 0.34 Control Delay 89.1 4.6 10.6 86.7 3.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 89.1 4.6 10.6 86.7 3.6 LOS F A B F A Approach Delay 30.6 10.6 67.0 Lanes, Volumes, Timings 4: I-75 NB Ramp & Pine Ridge Rd 02/05/2018 2021 Future with Interconnect and Improvements Synchro 9 Report AM Peak-Hour Lane Group Ø2 Ø3 Ø4 Lane Configurations Traffic Volume (vph) Future Volume (vph) Ideal Flow (vphpl) Storage Length (ft) Storage Lanes Taper Length (ft) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Right Turn on Red Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor Heavy Vehicles (%) Adj. Flow (vph) Shared Lane Traffic (%) Lane Group Flow (vph) Turn Type Protected Phases 2 3 4 Permitted Phases Detector Phase Switch Phase Minimum Initial (s) 20.0 4.0 7.0 Minimum Split (s) 26.8 10.8 13.8 Total Split (s) 52.0 14.0 23.0 Total Split (%) 37% 10% 16% Maximum Green (s) 45.2 7.2 16.2 Yellow Time (s) 4.8 4.8 4.8 All-Red Time (s) 2.0 2.0 2.0 Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lag Lead Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 Recall Mode C-Min None None Act Effct Green (s) Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Lanes, Volumes, Timings 4: I-75 NB Ramp & Pine Ridge Rd 02/05/2018 2021 Future with Interconnect and Improvements Synchro 9 Report AM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Approach LOS C B E Queue Length 50th (ft) 197 68 133 196 0 Queue Length 95th (ft) #273 79 m141 #295 11 Internal Link Dist (ft) 931 1187 654 698 Turn Bay Length (ft) 460 630 365 Base Capacity (vph) 470 3763 2894 452 382 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.85 0.24 0.92 0.92 0.34 Intersection Summary Area Type: Other Cycle Length: 140 Actuated Cycle Length: 140 Offset: 17 (12%), Referenced to phase 2:EBWB, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.92 Intersection Signal Delay: 23.2 Intersection LOS: C Intersection Capacity Utilization 85.8% ICU Level of Service E Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 4: I-75 NB Ramp & Pine Ridge Rd Lanes, Volumes, Timings 4: I-75 NB Ramp & Pine Ridge Rd 02/05/2018 2021 Future with Interconnect and Improvements Synchro 9 Report PM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 665 2208 0 0 1108 393 309 0 146 0 0 0 Future Volume (vph) 665 2208 0 0 1108 393 309 0 146 0 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 460 0 0 0 630 365 0 0 Storage Lanes 2 0 0 0 1 1 0 0 Taper Length (ft) 100 25 50 25 Lane Util. Factor 0.97 0.91 1.00 1.00 0.91 0.91 0.97 1.00 1.00 1.00 1.00 1.00 Frt 0.961 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 3335 5036 0 0 4862 0 3433 0 1599 0 0 0 Flt Permitted 0.950 0.950 Satd. Flow (perm) 3335 5036 0 0 4862 0 3433 0 1599 0 0 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 77 189 Link Speed (mph) 30 30 30 30 Link Distance (ft) 1011 1267 734 778 Travel Time (s) 23.0 28.8 16.7 17.7 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Heavy Vehicles (%) 5% 3% 0% 0% 2% 4% 2% 0% 1% 0% 0% 0% Adj. Flow (vph) 686 2276 0 0 1142 405 319 0 151 0 0 0 Shared Lane Traffic (%) Lane Group Flow (vph) 686 2276 0 0 1547 0 319 0 151 0 0 0 Turn Type Prot NA NA Perm Perm Protected Phases 1 1 2 3 4 2 3 4 Permitted Phases 5 5 Detector Phase 1 1 2 3 4 2 3 4 5 5 Switch Phase Minimum Initial (s) 7.0 4.0 4.0 Minimum Split (s) 13.8 11.5 11.5 Total Split (s) 58.0 20.2 20.2 Total Split (%) 41.4% 14.4% 14.4% Maximum Green (s) 51.2 12.7 12.7 Yellow Time (s) 4.8 5.5 5.5 All-Red Time (s) 2.0 2.0 2.0 Lost Time Adjust (s) -1.5 -1.5 -1.5 Total Lost Time (s) 5.3 6.0 6.0 Lead/Lag Lead Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 Recall Mode None None None Act Effct Green (s) 52.7 114.5 56.5 14.2 14.2 Actuated g/C Ratio 0.38 0.82 0.40 0.10 0.10 v/c Ratio 0.55 0.55 0.77 0.92 0.45 Control Delay 40.6 1.8 28.0 93.0 7.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 40.6 1.8 28.0 93.0 7.7 LOS D A C F A Approach Delay 10.8 28.0 65.6 Lanes, Volumes, Timings 4: I-75 NB Ramp & Pine Ridge Rd 02/05/2018 2021 Future with Interconnect and Improvements Synchro 9 Report PM Peak-Hour Lane Group Ø2 Ø3 Ø4 Lane Configurations Traffic Volume (vph) Future Volume (vph) Ideal Flow (vphpl) Storage Length (ft) Storage Lanes Taper Length (ft) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Right Turn on Red Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor Heavy Vehicles (%) Adj. Flow (vph) Shared Lane Traffic (%) Lane Group Flow (vph) Turn Type Protected Phases 2 3 4 Permitted Phases Detector Phase Switch Phase Minimum Initial (s) 20.0 4.0 7.0 Minimum Split (s) 26.8 10.8 13.8 Total Split (s) 33.0 12.0 16.8 Total Split (%) 24% 9% 12% Maximum Green (s) 26.2 5.2 10.0 Yellow Time (s) 4.8 4.8 4.8 All-Red Time (s) 2.0 2.0 2.0 Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lag Lead Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 Recall Mode C-Min None None Act Effct Green (s) Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Lanes, Volumes, Timings 4: I-75 NB Ramp & Pine Ridge Rd 02/05/2018 2021 Future with Interconnect and Improvements Synchro 9 Report PM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Approach LOS B C E Queue Length 50th (ft) 240 104 213 151 0 Queue Length 95th (ft) 290 73 282 #240 34 Internal Link Dist (ft) 931 1187 654 698 Turn Bay Length (ft) 460 630 365 Base Capacity (vph) 1255 4118 2008 348 332 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.55 0.55 0.77 0.92 0.45 Intersection Summary Area Type: Other Cycle Length: 140 Actuated Cycle Length: 140 Offset: 0 (0%), Referenced to phase 2:EBWB, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.93 Intersection Signal Delay: 21.3 Intersection LOS: C Intersection Capacity Utilization 80.1% ICU Level of Service D Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 4: I-75 NB Ramp & Pine Ridge Rd Lanes, Volumes, Timings 5: Napa Blvd & Pine Ridge Rd 02/05/2018 2021 Future with Interconnect and Improvements Synchro 9 Report AM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 311 617 38 18 2067 202 22 10 9 32 8 420 Future Volume (vph) 311 617 38 18 2067 202 22 10 9 32 8 420 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 610 0 274 210 0 0 0 0 Storage Lanes 2 0 1 1 0 0 0 1 Taper Length (ft) 100 50 25 25 Lane Util. Factor 0.97 0.91 0.91 1.00 0.91 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.991 0.850 0.970 0.850 Flt Protected 0.950 0.950 0.974 0.962 Satd. Flow (prot) 3433 4618 0 1805 4893 1524 0 1739 0 0 1732 1568 Flt Permitted 0.950 0.950 0.858 0.786 Satd. Flow (perm) 3433 4618 0 1805 4893 1524 0 1532 0 0 1415 1568 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 12 138 10 136 Link Speed (mph) 30 30 30 30 Link Distance (ft) 1267 1091 605 459 Travel Time (s) 28.8 24.8 13.8 10.4 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Heavy Vehicles (%) 2% 12% 0% 0% 6% 6% 6% 0% 0% 7% 0% 3% Adj. Flow (vph) 334 663 41 19 2223 217 24 11 10 34 9 452 Shared Lane Traffic (%) Lane Group Flow (vph) 334 704 0 19 2223 217 0 45 0 0 43 452 Turn Type Prot NA Prot NA Perm Perm NA Perm NA Perm Protected Phases 1 6 5 2 4 8 Permitted Phases 2 4 8 8 Detector Phase 1 6 52244 888 Switch Phase Minimum Initial (s) 10.0 20.0 7.0 20.0 20.0 8.0 8.0 8.0 8.0 8.0 Minimum Split (s) 16.8 26.8 13.8 26.8 26.8 22.9 22.9 22.9 22.9 22.9 Total Split (s) 22.0 88.0 13.8 79.8 79.8 38.2 38.2 38.2 38.2 38.2 Total Split (%) 15.7% 62.9% 9.9% 57.0% 57.0% 27.3% 27.3% 27.3% 27.3% 27.3% Maximum Green (s) 15.2 81.2 7.0 73.0 73.0 31.3 31.3 31.3 31.3 31.3 Yellow Time (s) 4.8 4.8 4.8 4.8 4.8 4.4 4.4 4.4 4.4 4.4 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.5 2.5 2.5 2.5 2.5 Lost Time Adjust (s) -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 Total Lost Time (s) 5.3 5.3 5.3 5.3 5.3 5.4 5.4 5.4 Lead/Lag Lead Lag Lead Lag Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None C-Min None C-Min C-Min None None None None None Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0000 000 Act Effct Green (s) 16.6 88.6 8.5 75.0 75.0 32.4 32.4 32.4 Actuated g/C Ratio 0.12 0.63 0.06 0.54 0.54 0.23 0.23 0.23 v/c Ratio 0.82 0.24 0.17 0.85 0.25 0.12 0.13 0.97 Control Delay 75.3 17.2 66.4 31.7 7.1 35.6 43.8 71.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Lanes, Volumes, Timings 5: Napa Blvd & Pine Ridge Rd 02/05/2018 2021 Future with Interconnect and Improvements Synchro 9 Report AM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Total Delay 75.3 17.2 66.4 31.7 7.1 35.6 43.8 71.4 LOS E B E C A D D E Approach Delay 35.9 29.8 35.6 69.0 Approach LOS D C D E Queue Length 50th (ft) 165 108 17 617 34 25 31 304 Queue Length 95th (ft) #231 166 45 687 80 60 66 #525 Internal Link Dist (ft) 1187 1011 525 379 Turn Bay Length (ft) 610 274 210 Base Capacity (vph) 409 2927 109 2622 880 366 331 471 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.82 0.24 0.17 0.85 0.25 0.12 0.13 0.96 Intersection Summary Area Type: Other Cycle Length: 140 Actuated Cycle Length: 140 Offset: 139 (99%), Referenced to phase 2:WBT and 6:EBT, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.97 Intersection Signal Delay: 36.3 Intersection LOS: D Intersection Capacity Utilization 86.0% ICU Level of Service E Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 5: Napa Blvd & Pine Ridge Rd Lanes, Volumes, Timings 5: Napa Blvd & Pine Ridge Rd 02/05/2018 2021 Future with Interconnect and Improvements Synchro 9 Report PM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 359 1973 32 7 1018 102 39 10 15 103 13 441 Future Volume (vph) 359 1973 32 7 1018 102 39 10 15 103 13 441 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 610 0 274 210 0 0 0 0 Storage Lanes 2 0 1 1 0 0 0 1 Taper Length (ft) 100 50 25 25 Lane Util. Factor 0.97 0.91 0.91 1.00 0.91 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.998 0.850 0.968 0.850 Flt Protected 0.950 0.950 0.970 0.958 Satd. Flow (prot) 3467 5028 0 1805 4988 1599 0 1784 0 0 1773 1599 Flt Permitted 0.950 0.950 0.769 0.719 Satd. Flow (perm) 3467 5028 0 1805 4988 1599 0 1414 0 0 1331 1599 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 3 136 10 247 Link Speed (mph) 30 30 30 30 Link Distance (ft) 1267 1091 605 459 Travel Time (s) 28.8 24.8 13.8 10.4 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Heavy Vehicles (%) 1% 3% 0% 0% 4% 1% 0% 0% 0% 3% 0% 1% Adj. Flow (vph) 374 2055 33 7 1060 106 41 10 16 107 14 459 Shared Lane Traffic (%) Lane Group Flow (vph) 374 2088 0 7 1060 106 0 67 0 0 121 459 Turn Type Prot NA Prot NA Perm Perm NA Perm NA Perm Protected Phases 1 6 5 2 4 8 Permitted Phases 2 4 8 8 Detector Phase 1 6 52244 888 Switch Phase Minimum Initial (s) 10.0 20.0 7.0 20.0 20.0 8.0 8.0 8.0 8.0 8.0 Minimum Split (s) 16.8 26.8 13.8 26.8 26.8 22.9 22.9 22.9 22.9 22.9 Total Split (s) 28.4 89.5 13.9 75.0 75.0 36.6 36.6 36.6 36.6 36.6 Total Split (%) 20.3% 63.9% 9.9% 53.6% 53.6% 26.1% 26.1% 26.1% 26.1% 26.1% Maximum Green (s) 21.6 82.7 7.1 68.2 68.2 29.7 29.7 29.7 29.7 29.7 Yellow Time (s) 4.8 4.8 4.8 4.8 4.8 4.4 4.4 4.4 4.4 4.4 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.5 2.5 2.5 2.5 2.5 Lost Time Adjust (s) -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 Total Lost Time (s) 5.3 5.3 5.3 5.3 5.3 5.4 5.4 5.4 Lead/Lag Lead Lag Lead Lag Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None C-Min None C-Min C-Min None None None None None Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0000 000 Act Effct Green (s) 20.9 99.1 8.5 75.7 75.7 27.4 27.4 27.4 Actuated g/C Ratio 0.15 0.71 0.06 0.54 0.54 0.20 0.20 0.20 v/c Ratio 0.72 0.59 0.06 0.39 0.11 0.24 0.47 0.90 Control Delay 69.8 8.0 63.4 20.4 1.5 40.2 54.5 45.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Lanes, Volumes, Timings 5: Napa Blvd & Pine Ridge Rd 02/05/2018 2021 Future with Interconnect and Improvements Synchro 9 Report PM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Total Delay 69.8 8.0 63.4 20.4 1.5 40.2 54.5 45.6 LOS E A E C A D D D Approach Delay 17.4 19.0 40.2 47.4 Approach LOS B B D D Queue Length 50th (ft) 157 131 6 213 0 43 96 199 Queue Length 95th (ft) 233 288 23 258 17 87 160 #381 Internal Link Dist (ft) 1187 1011 525 379 Turn Bay Length (ft) 610 274 210 Base Capacity (vph) 572 3560 110 2720 933 329 302 554 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.65 0.59 0.06 0.39 0.11 0.20 0.40 0.83 Intersection Summary Area Type: Other Cycle Length: 140 Actuated Cycle Length: 140 Offset: 2 (1%), Referenced to phase 2:WBT and 6:EBT, Start of Green Natural Cycle: 80 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.90 Intersection Signal Delay: 22.3 Intersection LOS: C Intersection Capacity Utilization 68.3% ICU Level of Service C Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 5: Napa Blvd & Pine Ridge Rd 2040 Future w/Livingston Rd-Marbella Lakes Dr Interconnect Standard Future EB WB NB SB AM Peak-Hour E F 94.8 1.32 DE FF PM Peak-Hour E F 84.0 1.37 ED FF AM Peak-Hour E E 71.4 1.10 DE F E PM Peak-Hour E F 104.8 2.22 F D FF AM Peak-Hour E E 58.8 1.31 CC F PM Peak-Hour E E 71.0 1.14 F CE AM Peak-Hour E F 92.5 1.20 C FF PM Peak-Hour E D 36.6 0.92 B E E AM Peak-Hour E E 69.2 1.74 D C E F PM Peak-Hour E C 34.7 0.98 C C E E AM Peak-Hour E n/a 161.01 1.30 F --2 C3 PM Peak-Hour E n/a 824.11 3.15 F --2 E3 Pine Ridge Rd & Livingston Rd Pine Ridge Rd & Whippoorwill Ln Pine Ridge Rd & I-75 SB Ramp Pine Ridge Rd & I-75 NB Ramp Pine Ridge Rd & Napa Blvd Livingston Rd & Marbella Lakes Dr Approach LOSIntersection Time Period Overall Intersection LOS Delay (sec/veh) Max v/c Ratio 1. Delay shown for the worst approach 2. No left-turn movement for approach 3. Left-turn movement level-of-service Lanes, Volumes, Timings 1: Livingston Rd & Pine Ridge Rd 02/05/2018 2040 Future with Interconnect Synchro 9 Report AM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 276 983 210 502 2305 359 491 833 232 420 1091 465 Future Volume (vph) 276 983 210 502 2305 359 491 833 232 420 1091 465 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 425 850 425 325 600 450 550 725 Storage Lanes 2 1 2 1 2 1 2 1 Taper Length (ft) 100 100 150 100 Lane Util. Factor 0.97 0.91 1.00 0.97 0.91 1.00 0.97 0.91 0.88 0.97 0.91 1.00 Frt 0.850 0.850 0.850 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 3335 4893 1583 3183 4940 1538 3367 4893 2707 3433 4988 1568 Flt Permitted 0.950 0.950 0.950 0.950 Satd. Flow (perm) 3335 4893 1583 3183 4940 1538 3367 4893 2707 3433 4988 1568 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 216 234 223 206 Link Speed (mph) 45 45 45 45 Link Distance (ft) 1277 2612 1188 1358 Travel Time (s) 19.3 39.6 18.0 20.6 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Heavy Vehicles (%) 5% 6% 2% 10% 5% 5% 4% 6% 5% 2% 4% 3% Adj. Flow (vph) 285 1013 216 518 2376 370 506 859 239 433 1125 479 Shared Lane Traffic (%) Lane Group Flow (vph) 285 1013 216 518 2376 370 506 859 239 433 1125 479 Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 1 6 5 2 7 4 3 8 Permitted Phases 6248 Detector Phase 166522744388 Switch Phase Minimum Initial (s) 7.0 20.0 20.0 7.0 20.0 20.0 7.0 10.0 10.0 7.0 10.0 10.0 Minimum Split (s) 14.1 29.8 29.8 14.1 29.5 29.5 16.5 23.2 23.2 16.9 23.2 23.2 Total Split (s) 25.0 64.0 64.0 35.0 74.0 74.0 28.0 31.0 31.0 30.0 33.0 33.0 Total Split (%) 15.6% 40.0% 40.0% 21.9% 46.3% 46.3% 17.5% 19.4% 19.4% 18.8% 20.6% 20.6% Maximum Green (s) 17.9 54.2 54.2 27.9 66.8 66.8 20.8 23.8 23.8 20.1 25.8 25.8 Yellow Time (s) 4.8 4.8 4.8 4.8 4.8 4.8 4.8 4.8 4.8 4.8 4.8 4.8 All-Red Time (s) 2.3 5.0 5.0 2.3 2.4 2.4 2.4 2.4 2.4 5.1 2.4 2.4 Lost Time Adjust (s) -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 Total Lost Time (s) 5.6 8.3 8.3 5.6 5.7 5.7 5.7 5.7 5.7 8.4 5.7 5.7 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None C-Min C-Min None C-Min C-Min None None None None None None Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0 Act Effct Green (s) 18.4 56.2 56.2 28.9 69.3 69.3 22.3 25.3 25.3 21.6 27.3 27.3 Actuated g/C Ratio 0.12 0.35 0.35 0.18 0.43 0.43 0.14 0.16 0.16 0.14 0.17 0.17 v/c Ratio 0.74 0.59 0.31 0.90 1.11 0.46 1.08 1.11 0.39 0.94 1.32 1.09 Control Delay 80.8 44.3 5.4 82.7 80.0 3.6 126.8 126.9 10.7 96.1 202.1 104.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Lanes, Volumes, Timings 1: Livingston Rd & Pine Ridge Rd 02/05/2018 2040 Future with Interconnect Synchro 9 Report AM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Total Delay 80.8 44.3 5.4 82.7 80.0 3.6 126.8 126.9 10.7 96.1 202.1 104.2 LOS FDAFFAFFBFFF Approach Delay 45.6 71.8 109.6 156.6 Approach LOS D E F F Queue Length 50th (ft) 150 319 0 261 ~1039 25 ~303 ~374 7 234 ~555 ~374 Queue Length 95th (ft) 203 369 59 m238 m#895 m19 #423 #469 53 #339 #653 #607 Internal Link Dist (ft) 1197 2532 1108 1278 Turn Bay Length (ft) 425 850 425 325 600 450 550 725 Base Capacity (vph) 404 1719 696 584 2138 798 469 773 615 463 851 438 Starvation Cap Reductn 000000000000 Spillback Cap Reductn 000000000000 Storage Cap Reductn 000000000000 Reduced v/c Ratio 0.71 0.59 0.31 0.89 1.11 0.46 1.08 1.11 0.39 0.94 1.32 1.09 Intersection Summary Area Type: Other Cycle Length: 160 Actuated Cycle Length: 160 Offset: 43 (27%), Referenced to phase 2:WBT and 6:EBT, Start of Green Natural Cycle: 145 Control Type: Actuated-Coordinated Maximum v/c Ratio: 1.32 Intersection Signal Delay: 94.8 Intersection LOS: F Intersection Capacity Utilization 106.4% ICU Level of Service G Analysis Period (min) 15 ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 1: Livingston Rd & Pine Ridge Rd Lanes, Volumes, Timings 1: Livingston Rd & Pine Ridge Rd 02/05/2018 2040 Future with Interconnect Synchro 9 Report PM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 298 2183 475 221 1674 437 356 1095 611 436 849 330 Future Volume (vph) 298 2183 475 221 1674 437 356 1095 611 436 849 330 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 425 850 425 325 600 450 550 725 Storage Lanes 2 1 2 1 2 1 2 1 Taper Length (ft) 100 100 150 100 Lane Util. Factor 0.97 0.91 1.00 0.97 0.91 1.00 0.97 0.91 0.88 0.97 0.91 1.00 Frt 0.850 0.850 0.850 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 3467 5036 1599 3367 5036 1583 3433 5036 2733 3400 4988 1599 Flt Permitted 0.950 0.950 0.950 0.950 Satd. Flow (perm) 3467 5036 1599 3367 5036 1583 3433 5036 2733 3400 4988 1599 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 366 334 451 267 Link Speed (mph) 45 45 45 45 Link Distance (ft) 1277 2612 1188 1358 Travel Time (s) 19.3 39.6 18.0 20.6 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Heavy Vehicles (%) 1% 3% 1% 4% 3% 2% 2% 3% 4% 3% 4% 1% Adj. Flow (vph) 307 2251 490 228 1726 451 367 1129 630 449 875 340 Shared Lane Traffic (%) Lane Group Flow (vph) 307 2251 490 228 1726 451 367 1129 630 449 875 340 Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 1 6 5 2 7 4 3 8 Permitted Phases 6248 Detector Phase 166522744388 Switch Phase Minimum Initial (s) 7.0 20.0 20.0 7.0 20.0 20.0 7.0 10.0 10.0 7.0 10.0 10.0 Minimum Split (s) 14.1 29.8 29.8 14.1 29.5 29.5 16.5 23.2 23.2 16.9 23.2 23.2 Total Split (s) 31.0 70.0 70.0 31.0 70.0 70.0 31.0 32.0 32.0 27.0 28.0 28.0 Total Split (%) 19.4% 43.8% 43.8% 19.4% 43.8% 43.8% 19.4% 20.0% 20.0% 16.9% 17.5% 17.5% Maximum Green (s) 23.9 60.2 60.2 23.9 62.8 62.8 23.8 24.8 24.8 17.1 20.8 20.8 Yellow Time (s) 4.8 4.8 4.8 4.8 4.8 4.8 4.8 4.8 4.8 4.8 4.8 4.8 All-Red Time (s) 2.3 5.0 5.0 2.3 2.4 2.4 2.4 2.4 2.4 5.1 2.4 2.4 Lost Time Adjust (s) -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 Total Lost Time (s) 5.6 8.3 8.3 5.6 5.7 5.7 5.7 5.7 5.7 8.4 5.7 5.7 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None C-Min C-Min None C-Min C-Min None None None None None None Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0 Act Effct Green (s) 20.8 69.5 69.5 17.6 68.9 68.9 22.9 26.3 26.3 18.6 24.7 24.7 Actuated g/C Ratio 0.13 0.43 0.43 0.11 0.43 0.43 0.14 0.16 0.16 0.12 0.15 0.15 v/c Ratio 0.68 1.03 0.54 0.62 0.80 0.52 0.75 1.37 0.76 1.14 1.14 0.72 Control Delay 74.1 71.0 10.6 53.4 47.7 22.0 75.6 219.7 24.4 148.5 135.0 24.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Lanes, Volumes, Timings 1: Livingston Rd & Pine Ridge Rd 02/05/2018 2040 Future with Interconnect Synchro 9 Report PM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Total Delay 74.1 71.0 10.6 53.4 47.7 22.0 75.6 219.7 24.4 148.5 135.0 24.7 LOS E E B D D C E F C F F C Approach Delay 61.6 43.4 136.9 116.1 Approach LOS E D F F Queue Length 50th (ft) 160 ~918 83 107 683 233 191 ~567 103 ~280 ~400 70 Queue Length 95th (ft) 208 #1058 203 m123 m706 m337 247 #665 187 #396 #513 198 Internal Link Dist (ft) 1197 2532 1108 1278 Turn Bay Length (ft) 425 850 425 325 600 450 550 725 Base Capacity (vph) 550 2187 901 534 2167 871 542 827 826 395 770 472 Starvation Cap Reductn 000000000000 Spillback Cap Reductn 000000000000 Storage Cap Reductn 000000000000 Reduced v/c Ratio 0.56 1.03 0.54 0.43 0.80 0.52 0.68 1.37 0.76 1.14 1.14 0.72 Intersection Summary Area Type: Other Cycle Length: 160 Actuated Cycle Length: 160 Offset: 145 (91%), Referenced to phase 2:WBT and 6:EBT, Start of Green Natural Cycle: 145 Control Type: Actuated-Coordinated Maximum v/c Ratio: 1.37 Intersection Signal Delay: 84.0 Intersection LOS: F Intersection Capacity Utilization 105.4% ICU Level of Service G Analysis Period (min) 15 ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 1: Livingston Rd & Pine Ridge Rd Lanes, Volumes, Timings 2: Whippoorwill Ln & Pine Ridge Rd 02/05/2018 2040 Future with Interconnect Synchro 9 Report AM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 138 1276 331 445 2966 228 436 54 192 82 13 185 Future Volume (vph) 138 1276 331 445 2966 228 436 54 192 82 13 185 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 525 300 500 175 375 0 0 125 Storage Lanes 1 1 1 1 2 0 1 1 Taper Length (ft) 50 50 50 25 Lane Util. Factor 1.00 0.91 1.00 1.00 0.91 1.00 0.97 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 0.883 0.860 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1719 4848 1568 1787 4893 1468 3433 1678 0 1641 1533 0 Flt Permitted 0.056 0.114 0.950 0.950 Satd. Flow (perm) 101 4848 1568 214 4893 1468 3433 1678 0 1641 1533 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 341 117 91 116 Link Speed (mph) 45 45 30 30 Link Distance (ft) 2612 1936 722 316 Travel Time (s) 39.6 29.3 16.4 7.2 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Heavy Vehicles (%) 5% 7% 3% 1% 6% 10% 2% 0% 0% 10% 0% 7% Adj. Flow (vph) 142 1315 341 459 3058 235 449 56 198 85 13 191 Shared Lane Traffic (%) Lane Group Flow (vph) 142 1315 341 459 3058 235 449 254 0 85 204 0 Turn Type pm+pt NA Perm pm+pt NA Perm Prot NA Prot NA Protected Phases 1 6 5 2 7 4 3 8 Permitted Phases 6 6 2 2 Detector Phase 16652274 38 Switch Phase Minimum Initial (s) 7.0 20.0 20.0 7.0 20.0 20.0 5.0 8.0 5.0 8.0 Minimum Split (s) 13.8 26.8 26.8 13.8 26.8 26.8 11.7 22.7 11.7 22.7 Total Split (s) 18.0 77.0 77.0 34.0 93.0 93.0 26.0 26.0 23.0 23.0 Total Split (%) 11.3% 48.1% 48.1% 21.3% 58.1% 58.1% 16.3% 16.3% 14.4% 14.4% Maximum Green (s) 11.2 70.2 70.2 27.2 86.2 86.2 19.3 19.3 16.3 16.3 Yellow Time (s) 4.8 4.8 4.8 4.8 4.8 4.8 4.4 4.4 4.4 4.4 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.3 2.3 2.3 2.3 Lost Time Adjust (s) -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 Total Lost Time (s) 5.3 5.3 5.3 5.3 5.3 5.3 5.2 5.2 5.2 5.2 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None C-Min C-Min None C-Min C-Min None None None None Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 Act Effct Green (s) 84.0 71.7 71.7 108.3 90.6 90.6 20.8 21.5 14.6 15.2 Actuated g/C Ratio 0.52 0.45 0.45 0.68 0.57 0.57 0.13 0.13 0.09 0.10 v/c Ratio 0.80 0.61 0.38 1.02 1.10 0.27 1.01 0.84 0.57 0.82 Control Delay 60.9 57.9 22.7 64.2 84.2 10.1 112.0 65.9 84.2 54.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Lanes, Volumes, Timings 2: Whippoorwill Ln & Pine Ridge Rd 02/05/2018 2040 Future with Interconnect Synchro 9 Report AM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Total Delay 60.9 57.9 22.7 64.2 84.2 10.1 112.0 65.9 84.2 54.4 LOS EECEFBFE FD Approach Delay 51.5 77.1 95.3 63.1 Approach LOS D E F E Queue Length 50th (ft) 100 512 162 ~422 ~1370 74 ~247 170 87 91 Queue Length 95th (ft) m#182 m564 m234 m#490 m#1261 m80 #368 #328 146 #205 Internal Link Dist (ft) 2532 1856 642 236 Turn Bay Length (ft) 525 300 500 175 375 Base Capacity (vph) 183 2172 890 452 2771 882 446 304 182 273 Starvation Cap Reductn 00000000 00 Spillback Cap Reductn 00000000 00 Storage Cap Reductn 00000000 00 Reduced v/c Ratio 0.78 0.61 0.38 1.02 1.10 0.27 1.01 0.84 0.47 0.75 Intersection Summary Area Type: Other Cycle Length: 160 Actuated Cycle Length: 160 Offset: 159 (99%), Referenced to phase 2:WBTL and 6:EBTL, Start of Green Natural Cycle: 150 Control Type: Actuated-Coordinated Maximum v/c Ratio: 1.10 Intersection Signal Delay: 71.4 Intersection LOS: E Intersection Capacity Utilization 107.0% ICU Level of Service G Analysis Period (min) 15 ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 2: Whippoorwill Ln & Pine Ridge Rd Lanes, Volumes, Timings 2: Whippoorwill Ln & Pine Ridge Rd 02/05/2018 2040 Future with Interconnect Synchro 9 Report PM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 454 2748 396 204 1907 266 469 45 365 398 24 253 Future Volume (vph) 454 2748 396 204 1907 266 469 45 365 398 24 253 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 525 300 500 175 375 0 0 125 Storage Lanes 1 1 1 1 2 0 1 1 Taper Length (ft) 50 50 50 25 Lane Util. Factor 1.00 0.91 1.00 1.00 0.91 1.00 0.97 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 0.867 0.863 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1736 5036 1599 1770 5036 1553 3467 1618 0 1687 1596 0 Flt Permitted 0.048 0.051 0.950 0.950 Satd. Flow (perm) 88 5036 1599 95 5036 1553 3467 1618 0 1687 1596 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 238 133 181 182 Link Speed (mph) 45 45 30 30 Link Distance (ft) 2612 1936 722 316 Travel Time (s) 39.6 29.3 16.4 7.2 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Heavy Vehicles (%) 4% 3% 1% 2% 3% 4% 1% 0% 2% 7% 0% 3% Adj. Flow (vph) 473 2863 413 213 1986 277 489 47 380 415 25 264 Shared Lane Traffic (%) Lane Group Flow (vph) 473 2863 413 213 1986 277 489 427 0 415 289 0 Turn Type pm+pt NA Perm pm+pt NA Perm Prot NA Prot NA Protected Phases 1 6 5 2 7 4 3 8 Permitted Phases 6 6 2 2 Detector Phase 16652274 38 Switch Phase Minimum Initial (s) 7.0 20.0 20.0 7.0 20.0 20.0 5.0 8.0 5.0 8.0 Minimum Split (s) 13.8 26.8 26.8 13.8 26.8 26.8 11.7 22.7 11.7 22.7 Total Split (s) 30.0 88.0 88.0 25.0 83.0 83.0 24.0 24.0 23.0 23.0 Total Split (%) 18.8% 55.0% 55.0% 15.6% 51.9% 51.9% 15.0% 15.0% 14.4% 14.4% Maximum Green (s) 23.2 81.2 81.2 18.2 76.2 76.2 17.3 17.3 16.3 16.3 Yellow Time (s) 4.8 4.8 4.8 4.8 4.8 4.8 4.4 4.4 4.4 4.4 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.3 2.3 2.3 2.3 Lost Time Adjust (s) -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 Total Lost Time (s) 5.3 5.3 5.3 5.3 5.3 5.3 5.2 5.2 5.2 5.2 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None C-Min C-Min None C-Min C-Min None None None None Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 Act Effct Green (s) 107.5 83.8 83.8 96.3 77.7 77.7 18.8 18.8 17.8 17.8 Actuated g/C Ratio 0.67 0.52 0.52 0.60 0.49 0.49 0.12 0.12 0.11 0.11 v/c Ratio 1.51 1.09 0.43 0.85 0.81 0.34 1.20 1.22 2.22 0.85 Control Delay 280.8 65.8 1.9 75.2 36.0 11.6 168.9 154.9 594.9 48.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Lanes, Volumes, Timings 2: Whippoorwill Ln & Pine Ridge Rd 02/05/2018 2040 Future with Interconnect Synchro 9 Report PM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Total Delay 280.8 65.8 1.9 75.2 36.0 11.6 168.9 154.9 594.9 48.3 LOS F E A E D B F F F D Approach Delay 85.9 36.7 162.4 370.5 Approach LOS F D F F Queue Length 50th (ft) ~632 ~1240 34 164 799 88 ~318 ~371 ~696 114 Queue Length 95th (ft) m#661 m#1187 m19 m226 m819 m120 #438 #595 #917 #277 Internal Link Dist (ft) 2532 1856 642 236 Turn Bay Length (ft) 525 300 500 175 375 Base Capacity (vph) 313 2636 950 264 2445 822 407 349 187 339 Starvation Cap Reductn 00000000 00 Spillback Cap Reductn 00000000 00 Storage Cap Reductn 00000000 00 Reduced v/c Ratio 1.51 1.09 0.43 0.81 0.81 0.34 1.20 1.22 2.22 0.85 Intersection Summary Area Type: Other Cycle Length: 160 Actuated Cycle Length: 160 Offset: 36 (23%), Referenced to phase 2:WBTL and 6:EBTL, Start of Green Natural Cycle: 140 Control Type: Actuated-Coordinated Maximum v/c Ratio: 2.22 Intersection Signal Delay: 104.8 Intersection LOS: F Intersection Capacity Utilization 128.9% ICU Level of Service H Analysis Period (min) 15 ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 2: Whippoorwill Ln & Pine Ridge Rd Lanes, Volumes, Timings 3: Pine Ridge Rd & I-75 SB Ramp 02/05/2018 2040 Future with Interconnect Synchro 9 Report AM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 1120 405 248 2650 00003950989 Future Volume (vph) 0 1120 405 248 2650 00003950989 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 250 0 0 0 0 0 Storage Lanes 0 0 1 0 0 0 2 2 Taper Length (ft) 25 50 25 25 Lane Util. Factor 1.00 0.91 0.91 1.00 0.91 1.00 1.00 1.00 1.00 0.97 1.00 0.88 Frt 0.960 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 0 4700 0 1736 4940 00003155 0 2656 Flt Permitted 0.075 0.950 Satd. Flow (perm) 0 4700 0 137 4940 00003155 0 2656 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 77 119 Link Speed (mph) 45 30 30 30 Link Distance (ft) 1936 1011 693 790 Travel Time (s) 29.3 23.0 15.8 18.0 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles (%) 0% 7% 3% 4% 5% 0% 0% 0% 0% 11% 0% 7% Adj. Flow (vph) 0 1179 426 261 2789 000041601041 Shared Lane Traffic (%) Lane Group Flow (vph) 0 1605 0 261 2789 000041601041 Turn Type NA pm+pt NA Perm Perm Protected Phases 1 2 3 1 2 3 Permitted Phases 1 2 3 4 5 4 5 Detector Phase 1 2 3 1 2 3 4 5 4 5 Switch Phase Minimum Initial (s) 4.0 Minimum Split (s) 10.8 Total Split (s) 32.0 Total Split (%) 20.0% Maximum Green (s) 25.2 Yellow Time (s) 4.8 All-Red Time (s) 2.0 Lost Time Adjust (s) -1.5 Total Lost Time (s) 5.3 Lead/Lag Lead Lead-Lag Optimize? Yes Vehicle Extension (s) 3.0 Recall Mode None Act Effct Green (s) 74.7 101.4 106.7 42.7 42.7 Actuated g/C Ratio 0.47 0.63 0.67 0.27 0.27 v/c Ratio 0.72 0.74 0.85 0.49 1.31 Control Delay 32.1 54.8 26.6 51.9 187.5 Queue Delay 0.0 0.0 1.0 0.0 0.0 Total Delay 32.1 54.8 27.5 51.9 187.5 LOS C D C D F Approach Delay 32.1 29.9 148.8 Lanes, Volumes, Timings 3: Pine Ridge Rd & I-75 SB Ramp 02/05/2018 2040 Future with Interconnect Synchro 9 Report AM Peak-Hour Lane Group Ø1 Ø2 Ø4 Ø5 Lane Configurations Traffic Volume (vph) Future Volume (vph) Ideal Flow (vphpl) Storage Length (ft) Storage Lanes Taper Length (ft) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Right Turn on Red Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor Heavy Vehicles (%) Adj. Flow (vph) Shared Lane Traffic (%) Lane Group Flow (vph) Turn Type Protected Phases 1245 Permitted Phases Detector Phase Switch Phase Minimum Initial (s) 7.0 20.0 7.0 4.0 Minimum Split (s) 13.8 26.8 13.8 11.5 Total Split (s) 37.0 43.0 21.0 27.0 Total Split (%) 23% 27% 13% 17% Maximum Green (s) 30.2 36.2 14.2 19.5 Yellow Time (s) 4.8 4.8 4.8 5.5 All-Red Time (s) 2.0 2.0 2.0 2.0 Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 Recall Mode None C-Min None None Act Effct Green (s) Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Lanes, Volumes, Timings 3: Pine Ridge Rd & I-75 SB Ramp 02/05/2018 2040 Future with Interconnect Synchro 9 Report AM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Approach LOS C C F Queue Length 50th (ft) 573 170 651 191 ~740 Queue Length 95th (ft) 630 m122 m543 246 #893 Internal Link Dist (ft) 1856 931 613 710 Turn Bay Length (ft) 250 Base Capacity (vph) 2235 353 3294 841 796 Starvation Cap Reductn 0 0 250 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.72 0.74 0.92 0.49 1.31 Intersection Summary Area Type: Other Cycle Length: 160 Actuated Cycle Length: 160 Offset: 95 (59%), Referenced to phase 2:EBWB, Start of Green Natural Cycle: 150 Control Type: Actuated-Coordinated Maximum v/c Ratio: 1.31 Intersection Signal Delay: 58.8 Intersection LOS: E Intersection Capacity Utilization 103.5% ICU Level of Service G Analysis Period (min) 15 ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 3: Pine Ridge Rd & I-75 SB Ramp Lanes, Volumes, Timings 3: Pine Ridge Rd & I-75 SB Ramp 02/05/2018 2040 Future with Interconnect Synchro 9 Report PM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 2896 540 146 1569 00006700808 Future Volume (vph) 0 2896 540 146 1569 00006700808 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 300 250 0 0 0 0 0 Storage Lanes 0 1 1 0 0 0 2 2 Taper Length (ft) 25 50 25 25 Lane Util. Factor 1.00 0.91 1.00 1.00 0.91 1.00 1.00 1.00 1.00 0.97 1.00 0.88 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 0 5036 1568 1770 5036 00003367 0 2787 Flt Permitted 0.047 0.950 Satd. Flow (perm) 0 5036 1568 88 5036 00003367 0 2787 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 316 119 Link Speed (mph) 45 30 30 30 Link Distance (ft) 1936 1011 693 790 Travel Time (s) 29.3 23.0 15.8 18.0 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles (%) 0% 3% 3% 2% 3% 0% 0% 0% 0% 4% 0% 2% Adj. Flow (vph) 0 3048 568 154 1652 00007050851 Shared Lane Traffic (%) Lane Group Flow (vph) 0 3048 568 154 1652 00007050851 Turn Type NA Perm pm+pt NA Perm Perm Protected Phases 1 2 3 1 2 3 Permitted Phases 1 2 1 2 3 4 5 4 5 Detector Phase 1 2 1 2 3 1 2 3 4 5 4 5 Switch Phase Minimum Initial (s) 4.0 Minimum Split (s) 10.8 Total Split (s) 23.0 Total Split (%) 14.4% Maximum Green (s) 16.2 Yellow Time (s) 4.8 All-Red Time (s) 2.0 Lost Time Adjust (s) -1.5 Total Lost Time (s) 5.3 Lead/Lag Lead Lead-Lag Optimize? Yes Vehicle Extension (s) 3.0 Recall Mode None Act Effct Green (s) 84.7 84.7 102.4 107.7 41.7 41.7 Actuated g/C Ratio 0.53 0.53 0.64 0.67 0.26 0.26 v/c Ratio 1.14 0.58 0.64 0.49 0.80 1.05 Control Delay 101.5 17.3 69.9 25.7 63.5 92.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 101.5 17.3 69.9 25.7 63.5 92.1 LOS F B E C E F Approach Delay 88.3 29.4 79.2 Lanes, Volumes, Timings 3: Pine Ridge Rd & I-75 SB Ramp 02/05/2018 2040 Future with Interconnect Synchro 9 Report PM Peak-Hour Lane Group Ø1 Ø2 Ø4 Ø5 Lane Configurations Traffic Volume (vph) Future Volume (vph) Ideal Flow (vphpl) Storage Length (ft) Storage Lanes Taper Length (ft) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Right Turn on Red Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor Heavy Vehicles (%) Adj. Flow (vph) Shared Lane Traffic (%) Lane Group Flow (vph) Turn Type Protected Phases 1245 Permitted Phases Detector Phase Switch Phase Minimum Initial (s) 7.0 20.0 7.0 4.0 Minimum Split (s) 13.8 26.8 13.8 11.5 Total Split (s) 60.0 30.0 20.0 27.0 Total Split (%) 38% 19% 13% 17% Maximum Green (s) 53.2 23.2 13.2 19.5 Yellow Time (s) 4.8 4.8 4.8 5.5 All-Red Time (s) 2.0 2.0 2.0 2.0 Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 Recall Mode None C-Min None None Act Effct Green (s) Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Lanes, Volumes, Timings 3: Pine Ridge Rd & I-75 SB Ramp 02/05/2018 2040 Future with Interconnect Synchro 9 Report PM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Approach LOS F C E Queue Length 50th (ft) ~1350 202 108 460 358 ~491 Queue Length 95th (ft) m642 m145 m124 510 436 #641 Internal Link Dist (ft) 1856 931 613 710 Turn Bay Length (ft) 300 250 Base Capacity (vph) 2665 978 242 3389 877 814 Starvation Cap Reductn 0000 0 0 Spillback Cap Reductn 0000 0 0 Storage Cap Reductn 0000 0 0 Reduced v/c Ratio 1.14 0.58 0.64 0.49 0.80 1.05 Intersection Summary Area Type: Other Cycle Length: 160 Actuated Cycle Length: 160 Offset: 78 (49%), Referenced to phase 2:EBWB, Start of Green Natural Cycle: 120 Control Type: Actuated-Coordinated Maximum v/c Ratio: 1.14 Intersection Signal Delay: 71.0 Intersection LOS: E Intersection Capacity Utilization 96.4% ICU Level of Service F Analysis Period (min) 15 ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 3: Pine Ridge Rd & I-75 SB Ramp Lanes, Volumes, Timings 4: I-75 NB Ramp & Pine Ridge Rd 02/05/2018 2040 Future with Interconnect Synchro 9 Report AM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 497 1020 0 0 2407 686 479 0 193 0 0 0 Future Volume (vph) 497 1020 0 0 2407 686 479 0 193 0 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 460 0 0 0 630 365 0 0 Storage Lanes 2 0 0 0 1 1 0 0 Taper Length (ft) 100 25 50 25 Lane Util. Factor 0.97 0.91 1.00 1.00 0.91 0.91 0.97 1.00 1.00 1.00 1.00 1.00 Frt 0.967 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 3183 4803 0 0 4777 0 3335 0 1615 0 0 0 Flt Permitted 0.950 0.950 Satd. Flow (perm) 3183 4803 0 0 4777 0 3335 0 1615 0 0 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 74 183 Link Speed (mph) 30 30 30 30 Link Distance (ft) 1011 1267 734 778 Travel Time (s) 23.0 28.8 16.7 17.7 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Heavy Vehicles (%) 10% 8% 0% 0% 5% 5% 5% 0% 0% 0% 0% 0% Adj. Flow (vph) 529 1085 0 0 2561 730 510 0 205 0 0 0 Shared Lane Traffic (%) Lane Group Flow (vph) 529 1085 0 0 3291 0 510 0 205 0 0 0 Turn Type Prot NA NA Perm Perm Protected Phases 1 1 2 3 4 2 3 4 Permitted Phases 5 5 Detector Phase 1 1 2 3 4 2 3 4 5 5 Switch Phase Minimum Initial (s) 7.0 4.0 4.0 Minimum Split (s) 13.8 11.5 11.5 Total Split (s) 37.0 27.0 27.0 Total Split (%) 23.1% 16.9% 16.9% Maximum Green (s) 30.2 19.5 19.5 Yellow Time (s) 4.8 5.5 5.5 All-Red Time (s) 2.0 2.0 2.0 Lost Time Adjust (s) -1.5 -1.5 -1.5 Total Lost Time (s) 5.3 6.0 6.0 Lead/Lag Lead Lead-Lag Optimize? Yes Vehicle Extension (s) 3.0 3.0 3.0 Recall Mode None None None Act Effct Green (s) 31.7 127.7 90.7 21.0 21.0 Actuated g/C Ratio 0.20 0.80 0.57 0.13 0.13 v/c Ratio 0.84 0.28 1.20 1.17 0.55 Control Delay 86.8 4.9 117.1 155.4 17.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 86.8 4.9 117.1 155.4 17.7 LOS F A F F B Approach Delay 31.7 117.1 115.9 Lanes, Volumes, Timings 4: I-75 NB Ramp & Pine Ridge Rd 02/05/2018 2040 Future with Interconnect Synchro 9 Report AM Peak-Hour Lane Group Ø2 Ø3 Ø4 Lane Configurations Traffic Volume (vph) Future Volume (vph) Ideal Flow (vphpl) Storage Length (ft) Storage Lanes Taper Length (ft) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Right Turn on Red Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor Heavy Vehicles (%) Adj. Flow (vph) Shared Lane Traffic (%) Lane Group Flow (vph) Turn Type Protected Phases 2 3 4 Permitted Phases Detector Phase Switch Phase Minimum Initial (s) 20.0 4.0 7.0 Minimum Split (s) 26.8 10.8 13.8 Total Split (s) 43.0 32.0 21.0 Total Split (%) 27% 20% 13% Maximum Green (s) 36.2 25.2 14.2 Yellow Time (s) 4.8 4.8 4.8 All-Red Time (s) 2.0 2.0 2.0 Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 Recall Mode C-Min None None Act Effct Green (s) Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Lanes, Volumes, Timings 4: I-75 NB Ramp & Pine Ridge Rd 02/05/2018 2040 Future with Interconnect Synchro 9 Report AM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Approach LOS C F F Queue Length 50th (ft) 267 108 ~1501 ~325 21 Queue Length 95th (ft) #333 120 m#1372 #444 105 Internal Link Dist (ft) 931 1187 654 698 Turn Bay Length (ft) 460 630 365 Base Capacity (vph) 630 3833 2740 437 370 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.84 0.28 1.20 1.17 0.55 Intersection Summary Area Type: Other Cycle Length: 160 Actuated Cycle Length: 160 Offset: 95 (59%), Referenced to phase 2:EBWB, Start of Green Natural Cycle: 150 Control Type: Actuated-Coordinated Maximum v/c Ratio: 1.31 Intersection Signal Delay: 92.5 Intersection LOS: F Intersection Capacity Utilization 103.5% ICU Level of Service G Analysis Period (min) 15 ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 4: I-75 NB Ramp & Pine Ridge Rd Lanes, Volumes, Timings 4: I-75 NB Ramp & Pine Ridge Rd 02/05/2018 2040 Future with Interconnect Synchro 9 Report PM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 882 2689 0 0 1339 534 373 0 176 0 0 0 Future Volume (vph) 882 2689 0 0 1339 534 373 0 176 0 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 460 0 0 0 630 365 0 0 Storage Lanes 2 0 0 0 1 1 0 0 Taper Length (ft) 100 25 50 25 Lane Util. Factor 0.97 0.91 1.00 1.00 0.91 0.91 0.97 1.00 1.00 1.00 1.00 1.00 Frt 0.957 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 3335 5036 0 0 4840 0 3433 0 1599 0 0 0 Flt Permitted 0.950 0.950 Satd. Flow (perm) 3335 5036 0 0 4840 0 3433 0 1599 0 0 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 78 165 Link Speed (mph) 30 30 30 30 Link Distance (ft) 1011 1267 734 778 Travel Time (s) 23.0 28.8 16.7 17.7 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Heavy Vehicles (%) 5% 3% 0% 0% 2% 4% 2% 0% 1% 0% 0% 0% Adj. Flow (vph) 909 2772 0 0 1380 551 385 0 181 0 0 0 Shared Lane Traffic (%) Lane Group Flow (vph) 909 2772 0 0 1931 0 385 0 181 0 0 0 Turn Type Prot NA NA Perm Perm Protected Phases 1 1 2 3 4 2 3 4 Permitted Phases 5 5 Detector Phase 1 1 2 3 4 2 3 4 5 5 Switch Phase Minimum Initial (s) 7.0 4.0 4.0 Minimum Split (s) 13.8 11.5 11.5 Total Split (s) 60.0 27.0 27.0 Total Split (%) 37.5% 16.9% 16.9% Maximum Green (s) 53.2 19.5 19.5 Yellow Time (s) 4.8 5.5 5.5 All-Red Time (s) 2.0 2.0 2.0 Lost Time Adjust (s) -1.5 -1.5 -1.5 Total Lost Time (s) 5.3 6.0 6.0 Lead/Lag Lead Lead-Lag Optimize? Yes Vehicle Extension (s) 3.0 3.0 3.0 Recall Mode None None None Act Effct Green (s) 54.7 127.7 67.7 21.0 21.0 Actuated g/C Ratio 0.34 0.80 0.42 0.13 0.13 v/c Ratio 0.80 0.69 0.92 0.86 0.51 Control Delay 53.3 2.9 67.8 86.3 16.8 Queue Delay 0.0 0.9 0.0 0.0 0.0 Total Delay 53.3 3.8 67.8 86.3 16.8 LOS D A E F B Approach Delay 16.1 67.8 64.0 Lanes, Volumes, Timings 4: I-75 NB Ramp & Pine Ridge Rd 02/05/2018 2040 Future with Interconnect Synchro 9 Report PM Peak-Hour Lane Group Ø2 Ø3 Ø4 Lane Configurations Traffic Volume (vph) Future Volume (vph) Ideal Flow (vphpl) Storage Length (ft) Storage Lanes Taper Length (ft) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Right Turn on Red Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor Heavy Vehicles (%) Adj. Flow (vph) Shared Lane Traffic (%) Lane Group Flow (vph) Turn Type Protected Phases 2 3 4 Permitted Phases Detector Phase Switch Phase Minimum Initial (s) 20.0 4.0 7.0 Minimum Split (s) 26.8 10.8 13.8 Total Split (s) 30.0 23.0 20.0 Total Split (%) 19% 14% 13% Maximum Green (s) 23.2 16.2 13.2 Yellow Time (s) 4.8 4.8 4.8 All-Red Time (s) 2.0 2.0 2.0 Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 Recall Mode C-Min None None Act Effct Green (s) Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Lanes, Volumes, Timings 4: I-75 NB Ramp & Pine Ridge Rd 02/05/2018 2040 Future with Interconnect Synchro 9 Report PM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Approach LOS B E E Queue Length 50th (ft) 374 201 683 206 15 Queue Length 95th (ft) m334 m132 m789 #289 93 Internal Link Dist (ft) 931 1187 654 698 Turn Bay Length (ft) 460 630 365 Base Capacity (vph) 1140 4019 2092 450 353 Starvation Cap Reductn 0 862 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.80 0.88 0.92 0.86 0.51 Intersection Summary Area Type: Other Cycle Length: 160 Actuated Cycle Length: 160 Offset: 78 (49%), Referenced to phase 2:EBWB, Start of Green Natural Cycle: 120 Control Type: Actuated-Coordinated Maximum v/c Ratio: 1.14 Intersection Signal Delay: 36.6 Intersection LOS: D Intersection Capacity Utilization 96.4% ICU Level of Service F Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 4: I-75 NB Ramp & Pine Ridge Rd Lanes, Volumes, Timings 5: Napa Blvd & Pine Ridge Rd 02/05/2018 2040 Future with Interconnect Synchro 9 Report AM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 376 745 92 44 2550 244 34 15 13 38 18 508 Future Volume (vph) 376 745 92 44 2550 244 34 15 13 38 18 508 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 610 0 274 210 0 0 0 0 Storage Lanes 2 0 1 1 0 0 0 1 Taper Length (ft) 100 50 25 25 Lane Util. Factor 0.97 0.91 0.91 1.00 0.91 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.983 0.850 0.972 0.850 Flt Protected 0.950 0.950 0.973 0.967 Satd. Flow (prot) 3433 4607 0 1805 4893 1524 0 1739 0 0 1753 1568 Flt Permitted 0.950 0.950 0.803 0.760 Satd. Flow (perm) 3433 4607 0 1805 4893 1524 0 1435 0 0 1378 1568 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 33 160 7 119 Link Speed (mph) 30 30 30 30 Link Distance (ft) 1267 1091 605 459 Travel Time (s) 28.8 24.8 13.8 10.4 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Heavy Vehicles (%) 2% 12% 0% 0% 6% 6% 6% 0% 0% 7% 0% 3% Adj. Flow (vph) 404 801 99 47 2742 262 37 16 14 41 19 546 Shared Lane Traffic (%) Lane Group Flow (vph) 404 900 0 47 2742 262 0 67 0 0 60 546 Turn Type Prot NA Prot NA Perm Perm NA Perm NA Perm Protected Phases 1 6 5 2 4 8 Permitted Phases 2 4 8 8 Detector Phase 1 6 52244 888 Switch Phase Minimum Initial (s) 10.0 20.0 7.0 20.0 20.0 8.0 8.0 8.0 8.0 8.0 Minimum Split (s) 16.8 26.8 13.8 26.8 26.8 22.9 22.9 22.9 22.9 22.9 Total Split (s) 23.0 118.0 15.0 110.0 110.0 27.0 27.0 27.0 27.0 27.0 Total Split (%) 14.4% 73.8% 9.4% 68.8% 68.8% 16.9% 16.9% 16.9% 16.9% 16.9% Maximum Green (s) 16.2 111.2 8.2 103.2 103.2 20.1 20.1 20.1 20.1 20.1 Yellow Time (s) 4.8 4.8 4.8 4.8 4.8 4.4 4.4 4.4 4.4 4.4 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.5 2.5 2.5 2.5 2.5 Lost Time Adjust (s) -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 Total Lost Time (s) 5.3 5.3 5.3 5.3 5.3 5.4 5.4 5.4 Lead/Lag Lead Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None C-Min None C-Min C-Min None None None None None Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0000 000 Act Effct Green (s) 17.7 115.7 9.4 104.7 104.7 21.6 21.6 21.6 Actuated g/C Ratio 0.11 0.72 0.06 0.65 0.65 0.14 0.14 0.14 v/c Ratio 1.07 0.27 0.44 0.86 0.25 0.34 0.32 1.74 Control Delay 144.7 2.2 86.1 25.3 4.7 61.3 68.0 374.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Lanes, Volumes, Timings 5: Napa Blvd & Pine Ridge Rd 02/05/2018 2040 Future with Interconnect Synchro 9 Report AM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Total Delay 144.7 2.2 86.1 25.3 4.7 61.3 68.0 374.3 LOS F A F C A E E F Approach Delay 46.4 24.5 61.3 344.0 Approach LOS D C E F Queue Length 50th (ft) ~223 18 48 782 37 58 58 ~734 Queue Length 95th (ft) #337 34 95 846 75 111 108 #974 Internal Link Dist (ft) 1187 1011 525 379 Turn Bay Length (ft) 610 274 210 Base Capacity (vph) 379 3340 109 3201 1052 199 186 314 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 1.07 0.27 0.43 0.86 0.25 0.34 0.32 1.74 Intersection Summary Area Type: Other Cycle Length: 160 Actuated Cycle Length: 160 Offset: 97 (61%), Referenced to phase 2:WBT and 6:EBT, Start of Green Natural Cycle: 150 Control Type: Actuated-Coordinated Maximum v/c Ratio: 1.74 Intersection Signal Delay: 69.2 Intersection LOS: E Intersection Capacity Utilization 100.8% ICU Level of Service G Analysis Period (min) 15 ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 5: Napa Blvd & Pine Ridge Rd Lanes, Volumes, Timings 5: Napa Blvd & Pine Ridge Rd 02/05/2018 2040 Future with Interconnect Synchro 9 Report PM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 434 2382 49 13 1228 123 104 27 41 124 26 538 Future Volume (vph) 434 2382 49 13 1228 123 104 27 41 124 26 538 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 610 0 274 210 0 0 0 0 Storage Lanes 2 0 1 1 0 0 0 1 Taper Length (ft) 100 50 25 25 Lane Util. Factor 0.97 0.91 0.91 1.00 0.91 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.997 0.850 0.968 0.850 Flt Protected 0.950 0.950 0.971 0.960 Satd. Flow (prot) 3467 5024 0 1805 4988 1599 0 1786 0 0 1780 1599 Flt Permitted 0.950 0.950 0.590 0.647 Satd. Flow (perm) 3467 5024 0 1805 4988 1599 0 1085 0 0 1200 1599 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 3 119 9 290 Link Speed (mph) 30 30 30 30 Link Distance (ft) 1267 1091 605 459 Travel Time (s) 28.8 24.8 13.8 10.4 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Heavy Vehicles (%) 1% 3% 0% 0% 4% 1% 0% 0% 0% 3% 0% 1% Adj. Flow (vph) 452 2481 51 14 1279 128 108 28 43 129 27 560 Shared Lane Traffic (%) Lane Group Flow (vph) 452 2532 0 14 1279 128 0 179 0 0 156 560 Turn Type Prot NA Prot NA Perm Perm NA Perm NA Perm Protected Phases 1 6 5 2 4 8 Permitted Phases 2 4 8 8 Detector Phase 1 6 52244 888 Switch Phase Minimum Initial (s) 10.0 20.0 7.0 20.0 20.0 8.0 8.0 8.0 8.0 8.0 Minimum Split (s) 16.8 26.8 13.8 26.8 26.8 22.9 22.9 22.9 22.9 22.9 Total Split (s) 38.0 96.0 24.0 82.0 82.0 40.0 40.0 40.0 40.0 40.0 Total Split (%) 23.8% 60.0% 15.0% 51.3% 51.3% 25.0% 25.0% 25.0% 25.0% 25.0% Maximum Green (s) 31.2 89.2 17.2 75.2 75.2 33.1 33.1 33.1 33.1 33.1 Yellow Time (s) 4.8 4.8 4.8 4.8 4.8 4.4 4.4 4.4 4.4 4.4 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.5 2.5 2.5 2.5 2.5 Lost Time Adjust (s) -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 Total Lost Time (s) 5.3 5.3 5.3 5.3 5.3 5.4 5.4 5.4 Lead/Lag Lead Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None C-Min None C-Min C-Min None None None None None Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0000 000 Act Effct Green (s) 27.4 108.8 8.9 82.1 82.1 34.5 34.5 34.5 Actuated g/C Ratio 0.17 0.68 0.06 0.51 0.51 0.22 0.22 0.22 v/c Ratio 0.76 0.74 0.14 0.50 0.15 0.75 0.60 0.98 Control Delay 69.2 22.9 74.8 26.8 4.6 75.1 67.6 62.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Lanes, Volumes, Timings 5: Napa Blvd & Pine Ridge Rd 02/05/2018 2040 Future with Interconnect Synchro 9 Report PM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Total Delay 69.2 22.9 74.8 26.8 4.6 75.1 67.6 62.0 LOS EC ECA E EE Approach Delay 29.9 25.3 75.1 63.2 Approach LOS C C E E Queue Length 50th (ft) 221 873 14 315 5 168 149 326 Queue Length 95th (ft) 268 1040 40 383 42 #283 234 #583 Internal Link Dist (ft) 1187 1011 525 379 Turn Bay Length (ft) 610 274 210 Base Capacity (vph) 708 3417 210 2558 878 241 259 573 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.64 0.74 0.07 0.50 0.15 0.74 0.60 0.98 Intersection Summary Area Type: Other Cycle Length: 160 Actuated Cycle Length: 160 Offset: 116 (73%), Referenced to phase 2:WBT and 6:EBT, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.98 Intersection Signal Delay: 34.7 Intersection LOS: C Intersection Capacity Utilization 82.6% ICU Level of Service E Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 5: Napa Blvd & Pine Ridge Rd HCM 2010 TWSC 6: Livingston Rd & Marbella Lakes Dr 02/05/2018 2040 Future with Interconnect Synchro 9 Report AM Peak-Hour Intersection Int Delay, s/veh 8.4 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 84 88 1219 52 19 1868 Future Vol, veh/h 84 88 1219 52 19 1868 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 320 - 300 400 - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 94 94 94 94 94 94 Heavy Vehicles, % 8 0 4 20 0 4 Mvmt Flow 89 94 1297 55 20 1987 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 2132 648 0 0 1297 0 Stage 1 1297 ----- Stage 2 835 ----- Critical Hdwy 5.86 7.1 - - 5.3 - Critical Hdwy Stg 1 6.76 ----- Critical Hdwy Stg 2 6.16 ----- Follow-up Hdwy 3.88 3.9 - - 3.1 - Pot Cap-1 Maneuver ~ 74 358 - - 286 - Stage 1 151 ----- Stage 2 337 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver ~ 69 358 - - 286 - Mov Cap-2 Maneuver ~ 69 ----- Stage 1 151 ----- Stage 2 313 ----- Approach WB NB SB HCM Control Delay, s 161 0 0.2 HCM LOS F Minor Lane/Major Mvmt NBT NBRWBLn1WBLn2 SBL SBT Capacity (veh/h) - - 69 358 286 - HCM Lane V/C Ratio - - 1.295 0.262 0.071 - HCM Control Delay (s) - -$ 310.2 18.6 18.5 - HCM Lane LOS - - F C C - HCM 95th %tile Q(veh) - - 7.2 1 0.2 - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 2010 TWSC 6: Livingston Rd & Marbella Lakes Dr 02/05/2018 2040 Future with Interconnect Synchro 9 Report PM Peak-Hour Intersection Int Delay, s/veh 32 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 80 45 1783 81 58 1255 Future Vol, veh/h 80 45 1783 81 58 1255 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 320 - 300 400 - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 94 94 94 94 94 94 Heavy Vehicles, % 0 22004 Mvmt Flow 85 48 1897 86 62 1335 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 2554 948 0 0 1897 0 Stage 1 1897 ----- Stage 2 657 ----- Critical Hdwy 5.7 7.14 - - 5.3 - Critical Hdwy Stg 1 6.6 ----- Critical Hdwy Stg 2 6 ----- Follow-up Hdwy 3.8 3.92 - - 3.1 - Pot Cap-1 Maneuver ~ 48 225 - - 144 - Stage 1 ~ 68 ----- Stage 2 439 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver ~ 27 225 - - 144 - Mov Cap-2 Maneuver ~ 27 ----- Stage 1 ~ 68 ----- Stage 2 250 ----- Approach WB NB SB HCM Control Delay, s$ 824.1 0 2.1 HCM LOS F Minor Lane/Major Mvmt NBT NBRWBLn1WBLn2 SBL SBT Capacity (veh/h) - - 27 225 144 - HCM Lane V/C Ratio - - 3.152 0.213 0.428 - HCM Control Delay (s) - -$ 1273.4 25.3 47.5 - HCM Lane LOS - - F D E - HCM 95th %tile Q(veh) - - 10.3 0.8 1.9 - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon 2040 Future w/Livingston Rd-Marbella Lakes Dr Interconnect and w/Traditional Improvements Standard Future EB WB NB SB AM Peak-Hour E E 60.3 0.99 E D E E PM Peak-Hour E D 52.7 0.96 D C E E AM Peak-Hour E D 42.9 0.92 D D E E PM Peak-Hour E D 44.4 0.97 D C E E AM Peak-Hour E D 37.5 0.99 B D E PM Peak-Hour E C 29.0 0.96 B C D AM Peak-Hour E C 29.9 0.98 D B E PM Peak-Hour E C 24.5 0.90 B C E AM Peak-Hour E D 38.3 0.91 C D E E PM Peak-Hour E C 25.2 0.82 B C F D AM Peak-Hour E A 6.7 0.52 C A A PM Peak-Hour E A 8.3 0.56 C B A Approach LOSIntersection Time Period Overall Intersection LOS Delay (sec/veh) Max v/c Ratio Pine Ridge Rd & I-75 NB Ramp Pine Ridge Rd & Napa Blvd Livingston Rd & Marbella Lakes Dr Pine Ridge Rd & Livingston Rd Pine Ridge Rd & Whippoorwill Ln Pine Ridge Rd & I-75 SB Ramp Lanes, Volumes, Timings 1: Livingston Rd & Pine Ridge Rd 02/05/2018 2040 Future with Interconnect and Traditional Improvements Synchro 9 Report AM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 276 983 210 502 2305 359 491 833 232 420 1091 465 Future Volume (vph) 276 983 210 502 2305 359 491 833 232 420 1091 465 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 425 850 425 325 600 450 550 725 Storage Lanes 2 1 2 1 2 1 2 1 Taper Length (ft) 100 100 150 100 Lane Util. Factor 0.97 0.86 1.00 0.97 0.86 1.00 0.97 0.91 0.88 0.97 0.91 1.00 Frt 0.850 0.850 0.850 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 3335 6166 1583 3183 6225 1538 3367 4893 2707 3433 4988 1568 Flt Permitted 0.950 0.950 0.950 0.950 Satd. Flow (perm) 3335 6166 1583 3183 6225 1538 3367 4893 2707 3433 4988 1568 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 216 275 238 192 Link Speed (mph) 45 45 45 45 Link Distance (ft) 1277 2612 1188 1358 Travel Time (s) 19.3 39.6 18.0 20.6 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Heavy Vehicles (%) 5% 6% 2% 10% 5% 5% 4% 6% 5% 2% 4% 3% Adj. Flow (vph) 285 1013 216 518 2376 370 506 859 239 433 1125 479 Shared Lane Traffic (%) Lane Group Flow (vph) 285 1013 216 518 2376 370 506 859 239 433 1125 479 Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 1 6 5 2 7 4 3 8 Permitted Phases 6248 Detector Phase 166522744388 Switch Phase Minimum Initial (s) 7.0 20.0 20.0 7.0 20.0 20.0 7.0 10.0 10.0 7.0 10.0 10.0 Minimum Split (s) 14.1 29.8 29.8 14.1 29.5 29.5 16.5 23.2 23.2 16.9 23.2 23.2 Total Split (s) 20.0 48.0 48.0 39.6 67.6 67.6 30.0 39.7 39.7 32.7 42.4 42.4 Total Split (%) 12.5% 30.0% 30.0% 24.8% 42.3% 42.3% 18.8% 24.8% 24.8% 20.4% 26.5% 26.5% Maximum Green (s) 12.9 38.2 38.2 32.5 60.4 60.4 22.8 32.5 32.5 22.8 35.2 35.2 Yellow Time (s) 4.8 4.8 4.8 4.8 4.8 4.8 4.8 4.8 4.8 4.8 4.8 4.8 All-Red Time (s) 2.3 5.0 5.0 2.3 2.4 2.4 2.4 2.4 2.4 5.1 2.4 2.4 Lost Time Adjust (s) -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 Total Lost Time (s) 5.6 8.3 8.3 5.6 5.7 5.7 5.7 5.7 5.7 8.4 5.7 5.7 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None C-Min C-Min None C-Min C-Min None None None None None None Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0 Act Effct Green (s) 14.4 42.5 42.5 31.2 61.9 61.9 24.3 34.6 34.6 23.7 36.7 36.7 Actuated g/C Ratio 0.09 0.27 0.27 0.20 0.39 0.39 0.15 0.22 0.22 0.15 0.23 0.23 v/c Ratio 0.95 0.62 0.37 0.83 0.99 0.48 0.99 0.81 0.31 0.85 0.98 0.94 Control Delay 111.7 54.0 7.4 58.7 47.3 12.2 104.0 66.9 6.8 82.6 83.6 64.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Lanes, Volumes, Timings 1: Livingston Rd & Pine Ridge Rd 02/05/2018 2040 Future with Interconnect and Traditional Improvements Synchro 9 Report AM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Total Delay 111.7 54.0 7.4 58.7 47.3 12.2 104.0 66.9 6.8 82.6 83.6 64.0 LOS FDAEDBFEAFFE Approach Delay 58.3 45.1 69.7 78.8 Approach LOS E D E E Queue Length 50th (ft) 155 276 0 257 732 151 276 317 0 229 433 325 Queue Length 95th (ft) #251 321 69 m286 #809 m186 #400 373 42 #307 #536 #556 Internal Link Dist (ft) 1197 2532 1108 1278 Turn Bay Length (ft) 425 850 425 325 600 450 550 725 Base Capacity (vph) 300 1635 579 676 2408 763 511 1057 771 521 1144 507 Starvation Cap Reductn 000000000000 Spillback Cap Reductn 000000000000 Storage Cap Reductn 000000000000 Reduced v/c Ratio 0.95 0.62 0.37 0.77 0.99 0.48 0.99 0.81 0.31 0.83 0.98 0.94 Intersection Summary Area Type: Other Cycle Length: 160 Actuated Cycle Length: 160 Offset: 102 (64%), Referenced to phase 2:WBT and 6:EBT, Start of Green Natural Cycle: 125 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.99 Intersection Signal Delay: 60.3 Intersection LOS: E Intersection Capacity Utilization 95.3% ICU Level of Service F Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 1: Livingston Rd & Pine Ridge Rd Lanes, Volumes, Timings 1: Livingston Rd & Pine Ridge Rd 02/05/2018 2040 Future with Interconnect and Traditional Improvements Synchro 9 Report PM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 298 2183 475 221 1674 437 356 1095 611 436 849 330 Future Volume (vph) 298 2183 475 221 1674 437 356 1095 611 436 849 330 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 425 850 425 325 600 450 550 725 Storage Lanes 2 1 2 1 2 1 2 1 Taper Length (ft) 100 100 150 100 Lane Util. Factor 0.97 0.86 1.00 0.97 0.86 1.00 0.97 0.91 0.88 0.97 0.91 1.00 Frt 0.850 0.850 0.850 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 3467 6346 1599 3367 6346 1583 3433 5036 2733 3400 4988 1599 Flt Permitted 0.950 0.950 0.950 0.950 Satd. Flow (perm) 3467 6346 1599 3367 6346 1583 3433 5036 2733 3400 4988 1599 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 329 325 257 149 Link Speed (mph) 45 45 45 45 Link Distance (ft) 1277 2612 1188 1358 Travel Time (s) 19.3 39.6 18.0 20.6 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Heavy Vehicles (%) 1% 3% 1% 4% 3% 2% 2% 3% 4% 3% 4% 1% Adj. Flow (vph) 307 2251 490 228 1726 451 367 1129 630 449 875 340 Shared Lane Traffic (%) Lane Group Flow (vph) 307 2251 490 228 1726 451 367 1129 630 449 875 340 Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 1 6 5 2 7 4 3 8 Permitted Phases 6248 Detector Phase 166522744388 Switch Phase Minimum Initial (s) 7.0 20.0 20.0 7.0 20.0 20.0 7.0 10.0 10.0 7.0 10.0 10.0 Minimum Split (s) 14.1 29.8 29.8 14.1 29.5 29.5 16.5 23.2 23.2 16.9 23.2 23.2 Total Split (s) 23.1 68.0 68.0 18.0 62.9 62.9 26.6 43.0 43.0 31.0 47.4 47.4 Total Split (%) 14.4% 42.5% 42.5% 11.3% 39.3% 39.3% 16.6% 26.9% 26.9% 19.4% 29.6% 29.6% Maximum Green (s) 16.0 58.2 58.2 10.9 55.7 55.7 19.4 35.8 35.8 21.1 40.2 40.2 Yellow Time (s) 4.8 4.8 4.8 4.8 4.8 4.8 4.8 4.8 4.8 4.8 4.8 4.8 All-Red Time (s) 2.3 5.0 5.0 2.3 2.4 2.4 2.4 2.4 2.4 5.1 2.4 2.4 Lost Time Adjust (s) -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 Total Lost Time (s) 5.6 8.3 8.3 5.6 5.7 5.7 5.7 5.7 5.7 8.4 5.7 5.7 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None C-Min C-Min None C-Min C-Min None None None None None None Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0 Act Effct Green (s) 17.3 59.7 59.7 12.4 57.4 57.4 20.5 37.3 37.3 22.6 42.1 42.1 Actuated g/C Ratio 0.11 0.37 0.37 0.08 0.36 0.36 0.13 0.23 0.23 0.14 0.26 0.26 v/c Ratio 0.82 0.95 0.61 0.88 0.76 0.58 0.84 0.96 0.76 0.94 0.67 0.64 Control Delay 87.6 58.8 15.9 95.9 25.9 12.5 84.9 78.7 39.6 95.0 55.7 34.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Lanes, Volumes, Timings 1: Livingston Rd & Pine Ridge Rd 02/05/2018 2040 Future with Interconnect and Traditional Improvements Synchro 9 Report PM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Total Delay 87.6 58.8 15.9 95.9 25.9 12.5 84.9 78.7 39.6 95.0 55.7 34.9 LOS FEBFCBFEDFEC Approach Delay 54.8 30.0 68.2 62.1 Approach LOS D C E E Queue Length 50th (ft) 164 664 132 112 451 148 195 432 215 243 302 181 Queue Length 95th (ft) #235 715 259 m#182 490 m356 #268 #527 298 #349 354 299 Internal Link Dist (ft) 1197 2532 1108 1278 Turn Bay Length (ft) 425 850 425 325 600 450 550 725 Base Capacity (vph) 379 2367 802 260 2277 776 448 1174 834 480 1312 530 Starvation Cap Reductn 000000000000 Spillback Cap Reductn 000000000000 Storage Cap Reductn 000000000000 Reduced v/c Ratio 0.81 0.95 0.61 0.88 0.76 0.58 0.82 0.96 0.76 0.94 0.67 0.64 Intersection Summary Area Type: Other Cycle Length: 160 Actuated Cycle Length: 160 Offset: 38 (24%), Referenced to phase 2:WBT and 6:EBT, Start of Green Natural Cycle: 135 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.96 Intersection Signal Delay: 52.7 Intersection LOS: D Intersection Capacity Utilization 94.9% ICU Level of Service F Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 1: Livingston Rd & Pine Ridge Rd Lanes, Volumes, Timings 2: Whippoorwill Ln & Pine Ridge Rd 02/05/2018 2040 Future with Interconnect and Traditional Improvements Synchro 9 Report AM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 138 1276 331 445 2966 228 436 54 192 82 13 185 Future Volume (vph) 138 1276 331 445 2966 228 436 54 192 82 13 185 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 525 300 500 175 375 200 150 125 Storage Lanes 2 1 1 1 2 1 1 1 Taper Length (ft) 50 50 50 50 Lane Util. Factor 0.97 0.86 1.00 1.00 0.86 1.00 0.97 1.00 1.00 0.97 1.00 1.00 Frt 0.850 0.850 0.850 0.860 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 3335 6108 1568 1787 6166 1468 3433 1900 1615 3183 1533 0 Flt Permitted 0.950 0.950 0.950 0.950 Satd. Flow (perm) 3335 6108 1568 1787 6166 1468 3433 1900 1615 3183 1533 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 341 163 198 81 Link Speed (mph) 45 45 30 30 Link Distance (ft) 2612 1936 722 316 Travel Time (s) 39.6 29.3 16.4 7.2 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Heavy Vehicles (%) 5% 7% 3% 1% 6% 10% 2% 0% 0% 10% 0% 7% Adj. Flow (vph) 142 1315 341 459 3058 235 449 56 198 85 13 191 Shared Lane Traffic (%) Lane Group Flow (vph) 142 1315 341 459 3058 235 449 56 198 85 204 0 Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Protected Phases 1 6 5 2 7 4 3 8 Permitted Phases 6 2 4 Detector Phase 16652274438 Switch Phase Minimum Initial (s) 7.0 20.0 20.0 7.0 20.0 20.0 5.0 8.0 8.0 5.0 8.0 Minimum Split (s) 13.8 26.8 26.8 13.8 26.8 26.8 11.7 22.7 22.7 11.7 22.7 Total Split (s) 14.0 53.3 53.3 52.7 92.0 92.0 31.0 39.9 39.9 14.1 23.0 Total Split (%) 8.8% 33.3% 33.3% 32.9% 57.5% 57.5% 19.4% 24.9% 24.9% 8.8% 14.4% Maximum Green (s) 7.2 46.5 46.5 45.9 85.2 85.2 24.3 33.2 33.2 7.4 16.3 Yellow Time (s) 4.8 4.8 4.8 4.8 4.8 4.8 4.4 4.4 4.4 4.4 4.4 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.3 2.3 2.3 2.3 2.3 Lost Time Adjust (s) -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 Total Lost Time (s) 5.3 5.3 5.3 5.3 5.3 5.3 5.2 5.2 5.2 5.2 5.2 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None C-Min C-Min None C-Min C-Min None None None None None Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 Act Effct Green (s) 9.1 52.4 52.4 44.8 88.1 88.1 24.9 33.0 33.0 8.8 16.8 Actuated g/C Ratio 0.06 0.33 0.33 0.28 0.55 0.55 0.16 0.21 0.21 0.06 0.10 v/c Ratio 0.75 0.66 0.46 0.92 0.90 0.27 0.84 0.14 0.40 0.49 0.88 Control Delay 122.5 38.5 18.1 74.8 35.0 9.6 80.2 52.1 8.8 83.1 75.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Lanes, Volumes, Timings 2: Whippoorwill Ln & Pine Ridge Rd 02/05/2018 2040 Future with Interconnect and Traditional Improvements Synchro 9 Report AM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Total Delay 122.5 38.5 18.1 74.8 35.0 9.6 80.2 52.1 8.8 83.1 75.4 LOS FDBEDAFDAFE Approach Delay 41.3 38.3 57.9 77.6 Approach LOS D D E E Queue Length 50th (ft) 72 414 161 477 668 43 237 48 0 45 130 Queue Length 95th (ft) m#119 440 m221 m#594 m729 m78 302 90 69 76 #274 Internal Link Dist (ft) 2532 1856 642 236 Turn Bay Length (ft) 525 300 500 175 375 200 150 Base Capacity (vph) 189 2000 743 529 3396 882 553 412 505 177 243 Starvation Cap Reductn 00000000000 Spillback Cap Reductn 00000000000 Storage Cap Reductn 00000000000 Reduced v/c Ratio 0.75 0.66 0.46 0.87 0.90 0.27 0.81 0.14 0.39 0.48 0.84 Intersection Summary Area Type: Other Cycle Length: 160 Actuated Cycle Length: 160 Offset: 29 (18%), Referenced to phase 2:WBT and 6:EBT, Start of Green Natural Cycle: 130 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.92 Intersection Signal Delay: 42.9 Intersection LOS: D Intersection Capacity Utilization 90.9% ICU Level of Service E Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 2: Whippoorwill Ln & Pine Ridge Rd Lanes, Volumes, Timings 2: Whippoorwill Ln & Pine Ridge Rd 02/05/2018 2040 Future with Interconnect and Traditional Improvements Synchro 9 Report PM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 454 2748 396 204 1907 266 469 45 365 398 24 253 Future Volume (vph) 454 2748 396 204 1907 266 469 45 365 398 24 253 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 525 300 500 175 375 200 150 125 Storage Lanes 2 1 1 1 2 1 1 1 Taper Length (ft) 50 50 50 50 Lane Util. Factor 0.97 0.86 1.00 1.00 0.86 1.00 0.97 1.00 1.00 0.97 1.00 1.00 Frt 0.850 0.850 0.850 0.863 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 3367 6346 1599 1770 6346 1553 3467 1900 1583 3273 1596 0 Flt Permitted 0.950 0.950 0.950 0.950 Satd. Flow (perm) 3367 6346 1599 1770 6346 1553 3467 1900 1583 3273 1596 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 272 164 202 242 Link Speed (mph) 45 45 30 30 Link Distance (ft) 2612 1936 722 316 Travel Time (s) 39.6 29.3 16.4 7.2 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Heavy Vehicles (%) 4% 3% 1% 2% 3% 4% 1% 0% 2% 7% 0% 3% Adj. Flow (vph) 473 2863 413 213 1986 277 489 47 380 415 25 264 Shared Lane Traffic (%) Lane Group Flow (vph) 473 2863 413 213 1986 277 489 47 380 415 289 0 Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Protected Phases 1 6 5 2 7 4 3 8 Permitted Phases 6 2 4 Detector Phase 16652274438 Switch Phase Minimum Initial (s) 7.0 20.0 20.0 7.0 20.0 20.0 5.0 8.0 8.0 5.0 8.0 Minimum Split (s) 13.8 26.8 26.8 13.8 26.8 26.8 11.7 22.7 22.7 11.7 22.7 Total Split (s) 36.7 80.0 80.0 26.0 69.3 69.3 30.0 27.4 27.4 26.6 24.0 Total Split (%) 22.9% 50.0% 50.0% 16.3% 43.3% 43.3% 18.8% 17.1% 17.1% 16.6% 15.0% Maximum Green (s) 29.9 73.2 73.2 19.2 62.5 62.5 23.3 20.7 20.7 19.9 17.3 Yellow Time (s) 4.8 4.8 4.8 4.8 4.8 4.8 4.4 4.4 4.4 4.4 4.4 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.3 2.3 2.3 2.3 2.3 Lost Time Adjust (s) -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 Total Lost Time (s) 5.3 5.3 5.3 5.3 5.3 5.3 5.2 5.2 5.2 5.2 5.2 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None C-Min C-Min None C-Min C-Min None None None None None Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 Act Effct Green (s) 28.3 74.7 74.7 20.9 67.3 67.3 24.7 22.0 22.0 21.4 18.7 Actuated g/C Ratio 0.18 0.47 0.47 0.13 0.42 0.42 0.15 0.14 0.14 0.13 0.12 v/c Ratio 0.79 0.97 0.46 0.93 0.74 0.37 0.91 0.18 0.97 0.95 0.72 Control Delay 59.9 44.9 11.0 111.8 20.0 6.9 88.5 62.9 69.7 99.9 24.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Lanes, Volumes, Timings 2: Whippoorwill Ln & Pine Ridge Rd 02/05/2018 2040 Future with Interconnect and Traditional Improvements Synchro 9 Report PM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Total Delay 59.9 44.9 11.0 111.8 20.0 6.9 88.5 62.9 69.7 99.9 24.5 LOS EDBFBAFEEFC Approach Delay 43.0 26.4 79.4 69.0 Approach LOS D C E E Queue Length 50th (ft) 217 858 207 229 325 52 263 44 203 225 45 Queue Length 95th (ft) m240 915 m237 m#353 386 m71 #365 86 #421 #332 157 Internal Link Dist (ft) 2532 1856 642 236 Turn Bay Length (ft) 525 300 500 175 375 200 150 Base Capacity (vph) 660 2962 891 230 2667 747 537 263 393 437 401 Starvation Cap Reductn 00000000000 Spillback Cap Reductn 00000000000 Storage Cap Reductn 00000000000 Reduced v/c Ratio 0.72 0.97 0.46 0.93 0.74 0.37 0.91 0.18 0.97 0.95 0.72 Intersection Summary Area Type: Other Cycle Length: 160 Actuated Cycle Length: 160 Offset: 123 (77%), Referenced to phase 2:WBT and 6:EBT, Start of Green Natural Cycle: 140 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.97 Intersection Signal Delay: 44.4 Intersection LOS: D Intersection Capacity Utilization 98.9% ICU Level of Service F Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 2: Whippoorwill Ln & Pine Ridge Rd Lanes, Volumes, Timings 3: Pine Ridge Rd & I-75 SB Ramp 02/05/2018 2040 Future with Interconnect and Traditional Improvements Synchro 9 Report AM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 1120 405 248 2650 00003950989 Future Volume (vph) 0 1120 405 248 2650 00003950989 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 300 250 0 0 0 0 0 Storage Lanes 0 1 1 0 0 0 2 2 Taper Length (ft) 25 50 25 25 Lane Util. Factor 1.00 0.86 1.00 1.00 0.86 1.00 1.00 1.00 1.00 0.97 1.00 0.88 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 0 6108 1568 1736 6225 00003155 0 2656 Flt Permitted 0.169 0.950 Satd. Flow (perm) 0 6108 1568 309 6225 00003155 0 2656 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 426 119 Link Speed (mph) 45 30 30 30 Link Distance (ft) 1936 1011 694 790 Travel Time (s) 29.3 23.0 15.8 18.0 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles (%) 0% 7% 3% 4% 5% 0% 0% 0% 0% 11% 0% 7% Adj. Flow (vph) 0 1179 426 261 2789 000041601041 Shared Lane Traffic (%) Lane Group Flow (vph) 0 1179 426 261 2789 000041601041 Turn Type NA Perm pm+pt NA Perm Perm Protected Phases 1 2 3 1 2 3 Permitted Phases 1 2 1 2 3 4 5 4 5 Detector Phase 1 2 1 2 3 1 2 3 4 5 4 5 Switch Phase Minimum Initial (s) 4.0 Minimum Split (s) 10.8 Total Split (s) 17.0 Total Split (%) 10.6% Maximum Green (s) 10.2 Yellow Time (s) 4.8 All-Red Time (s) 2.0 Lost Time Adjust (s) -1.5 Total Lost Time (s) 5.3 Lead/Lag Lead Lead-Lag Optimize? Vehicle Extension (s) 3.0 Recall Mode None Act Effct Green (s) 73.7 73.7 85.4 90.7 58.7 58.7 Actuated g/C Ratio 0.46 0.46 0.53 0.57 0.37 0.37 v/c Ratio 0.42 0.45 0.97 0.79 0.36 0.99 Control Delay 12.5 5.7 76.8 37.1 38.1 70.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 12.5 5.7 76.8 37.1 38.1 70.1 LOS B A E D D E Approach Delay 10.7 40.5 60.9 Lanes, Volumes, Timings 3: Pine Ridge Rd & I-75 SB Ramp 02/05/2018 2040 Future with Interconnect and Traditional Improvements Synchro 9 Report AM Peak-Hour Lane Group Ø1 Ø2 Ø4 Ø5 Lane Configurations Traffic Volume (vph) Future Volume (vph) Ideal Flow (vphpl) Storage Length (ft) Storage Lanes Taper Length (ft) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Right Turn on Red Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor Heavy Vehicles (%) Adj. Flow (vph) Shared Lane Traffic (%) Lane Group Flow (vph) Turn Type Protected Phases 1245 Permitted Phases Detector Phase Switch Phase Minimum Initial (s) 7.0 20.0 7.0 4.0 Minimum Split (s) 13.8 26.8 13.8 11.5 Total Split (s) 33.0 46.0 33.0 31.0 Total Split (%) 21% 29% 21% 19% Maximum Green (s) 26.2 39.2 26.2 23.5 Yellow Time (s) 4.8 4.8 4.8 5.5 All-Red Time (s) 2.0 2.0 2.0 2.0 Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lead Lag Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 Recall Mode None C-Min None None Act Effct Green (s) Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Lanes, Volumes, Timings 3: Pine Ridge Rd & I-75 SB Ramp 02/05/2018 2040 Future with Interconnect and Traditional Improvements Synchro 9 Report AM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Approach LOS B D E Queue Length 50th (ft) 54 23 177 601 163 565 Queue Length 95th (ft) 118 110 m#194 m634 211 #741 Internal Link Dist (ft) 1856 931 614 710 Turn Bay Length (ft) 300 250 Base Capacity (vph) 2813 952 269 3528 1157 1049 Starvation Cap Reductn 0000 0 0 Spillback Cap Reductn 0000 0 0 Storage Cap Reductn 0000 0 0 Reduced v/c Ratio 0.42 0.45 0.97 0.79 0.36 0.99 Intersection Summary Area Type: Other Cycle Length: 160 Actuated Cycle Length: 160 Offset: 51 (32%), Referenced to phase 2:EBWB, Start of Green Natural Cycle: 110 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.99 Intersection Signal Delay: 37.5 Intersection LOS: D Intersection Capacity Utilization 88.0% ICU Level of Service E Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 3: Pine Ridge Rd & I-75 SB Ramp Lanes, Volumes, Timings 3: Pine Ridge Rd & I-75 SB Ramp 02/05/2018 2040 Future with Interconnect and Traditional Improvements Synchro 9 Report PM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 2896 540 146 1569 00006700808 Future Volume (vph) 0 2896 540 146 1569 00006700808 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 300 250 0 0 0 0 0 Storage Lanes 0 1 1 0 0 0 2 2 Taper Length (ft) 25 50 25 25 Lane Util. Factor 1.00 0.86 1.00 1.00 0.86 1.00 1.00 1.00 1.00 0.97 1.00 0.88 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 0 6346 1568 1770 6346 00003367 0 2787 Flt Permitted 0.050 0.950 Satd. Flow (perm) 0 6346 1568 93 6346 00003367 0 2787 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 374 119 Link Speed (mph) 45 30 30 30 Link Distance (ft) 1936 1011 694 790 Travel Time (s) 29.3 23.0 15.8 18.0 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles (%) 0% 3% 3% 2% 3% 0% 0% 0% 0% 4% 0% 2% Adj. Flow (vph) 0 3048 568 154 1652 00007050851 Shared Lane Traffic (%) Lane Group Flow (vph) 0 3048 568 154 1652 00007050851 Turn Type NA Perm pm+pt NA Perm Perm Protected Phases 1 2 3 1 2 3 Permitted Phases 1 2 1 2 3 4 5 4 5 Detector Phase 1 2 1 2 3 1 2 3 4 5 4 5 Switch Phase Minimum Initial (s) 4.0 Minimum Split (s) 10.8 Total Split (s) 18.0 Total Split (%) 11.3% Maximum Green (s) 11.2 Yellow Time (s) 4.8 All-Red Time (s) 2.0 Lost Time Adjust (s) -1.5 Total Lost Time (s) 5.3 Lead/Lag Lead Lead-Lag Optimize? Vehicle Extension (s) 3.0 Recall Mode None Act Effct Green (s) 79.7 79.7 92.4 97.7 51.7 51.7 Actuated g/C Ratio 0.50 0.50 0.58 0.61 0.32 0.32 v/c Ratio 0.96 0.59 0.83 0.43 0.65 0.87 Control Delay 21.6 2.7 86.1 24.7 49.7 54.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 21.6 2.7 86.1 24.7 49.7 54.1 LOS C A F C D D Approach Delay 18.6 29.9 52.1 Lanes, Volumes, Timings 3: Pine Ridge Rd & I-75 SB Ramp 02/05/2018 2040 Future with Interconnect and Traditional Improvements Synchro 9 Report PM Peak-Hour Lane Group Ø1 Ø2 Ø4 Ø5 Lane Configurations Traffic Volume (vph) Future Volume (vph) Ideal Flow (vphpl) Storage Length (ft) Storage Lanes Taper Length (ft) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Right Turn on Red Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor Heavy Vehicles (%) Adj. Flow (vph) Shared Lane Traffic (%) Lane Group Flow (vph) Turn Type Protected Phases 1245 Permitted Phases Detector Phase Switch Phase Minimum Initial (s) 7.0 20.0 7.0 4.0 Minimum Split (s) 13.8 26.8 13.8 11.5 Total Split (s) 54.0 31.0 31.0 26.0 Total Split (%) 34% 19% 19% 16% Maximum Green (s) 47.2 24.2 24.2 18.5 Yellow Time (s) 4.8 4.8 4.8 5.5 All-Red Time (s) 2.0 2.0 2.0 2.0 Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lead Lag Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 Recall Mode None C-Min None None Act Effct Green (s) Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Lanes, Volumes, Timings 3: Pine Ridge Rd & I-75 SB Ramp 02/05/2018 2040 Future with Interconnect and Traditional Improvements Synchro 9 Report PM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Approach LOS B C D Queue Length 50th (ft) 294 18 104 355 326 421 Queue Length 95th (ft) 517 m35 m#207 404 397 523 Internal Link Dist (ft) 1856 931 614 710 Turn Bay Length (ft) 300 250 Base Capacity (vph) 3161 968 186 3875 1087 981 Starvation Cap Reductn 0000 0 0 Spillback Cap Reductn 0000 0 0 Storage Cap Reductn 0000 0 0 Reduced v/c Ratio 0.96 0.59 0.83 0.43 0.65 0.87 Intersection Summary Area Type: Other Cycle Length: 160 Actuated Cycle Length: 160 Offset: 24 (15%), Referenced to phase 2:EBWB, Start of Green Natural Cycle: 110 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.96 Intersection Signal Delay: 29.0 Intersection LOS: C Intersection Capacity Utilization 82.4% ICU Level of Service E Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 3: Pine Ridge Rd & I-75 SB Ramp Lanes, Volumes, Timings 4: I-75 NB Ramp & Pine Ridge Rd 02/05/2018 2040 Future with Interconnect and Traditional Improvements Synchro 9 Report AM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 497 1020 0 0 2407 686 479 0 193 0 0 0 Future Volume (vph) 497 1020 0 0 2407 686 479 0 193 0 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 460 0 0 0 630 365 0 0 Storage Lanes 2 0 0 0 1 1 0 0 Taper Length (ft) 100 25 50 25 Lane Util. Factor 0.97 0.86 1.00 1.00 0.86 0.86 0.97 1.00 1.00 1.00 1.00 1.00 Frt 0.967 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 3183 6052 0 0 6019 0 3335 0 1615 0 0 0 Flt Permitted 0.950 0.950 Satd. Flow (perm) 3183 6052 0 0 6019 0 3335 0 1615 0 0 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 74 173 Link Speed (mph) 30 30 30 30 Link Distance (ft) 1011 1267 734 778 Travel Time (s) 23.0 28.8 16.7 17.7 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Heavy Vehicles (%) 10% 8% 0% 0% 5% 5% 5% 0% 0% 0% 0% 0% Adj. Flow (vph) 529 1085 0 0 2561 730 510 0 205 0 0 0 Shared Lane Traffic (%) Lane Group Flow (vph) 529 1085 0 0 3291 0 510 0 205 0 0 0 Turn Type Prot NA NA Perm Perm Protected Phases 1 1 2 3 4 2 3 4 Permitted Phases 5 5 Detector Phase 1 1 2 3 4 2 3 4 5 5 Switch Phase Minimum Initial (s) 7.0 4.0 4.0 Minimum Split (s) 13.8 11.5 11.5 Total Split (s) 33.0 31.0 31.0 Total Split (%) 20.6% 19.4% 19.4% Maximum Green (s) 26.2 23.5 23.5 Yellow Time (s) 4.8 5.5 5.5 All-Red Time (s) 2.0 2.0 2.0 Lost Time Adjust (s) -1.5 -1.5 -1.5 Total Lost Time (s) 5.3 6.0 6.0 Lead/Lag Lead Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 Recall Mode None None None Act Effct Green (s) 27.7 123.7 90.7 25.0 25.0 Actuated g/C Ratio 0.17 0.77 0.57 0.16 0.16 v/c Ratio 0.96 0.23 0.96 0.98 0.52 Control Delay 100.2 5.1 16.6 100.7 17.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 100.2 5.1 16.6 100.7 17.7 LOS F A B F B Approach Delay 36.3 16.6 76.9 Lanes, Volumes, Timings 4: I-75 NB Ramp & Pine Ridge Rd 02/05/2018 2040 Future with Interconnect and Traditional Improvements Synchro 9 Report AM Peak-Hour Lane Group Ø2 Ø3 Ø4 Lane Configurations Traffic Volume (vph) Future Volume (vph) Ideal Flow (vphpl) Storage Length (ft) Storage Lanes Taper Length (ft) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Right Turn on Red Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor Heavy Vehicles (%) Adj. Flow (vph) Shared Lane Traffic (%) Lane Group Flow (vph) Turn Type Protected Phases 2 3 4 Permitted Phases Detector Phase Switch Phase Minimum Initial (s) 20.0 4.0 7.0 Minimum Split (s) 26.8 10.8 13.8 Total Split (s) 46.0 17.0 33.0 Total Split (%) 29% 11% 21% Maximum Green (s) 39.2 10.2 26.2 Yellow Time (s) 4.8 4.8 4.8 All-Red Time (s) 2.0 2.0 2.0 Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lag Lead Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 Recall Mode C-Min None None Act Effct Green (s) Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Lanes, Volumes, Timings 4: I-75 NB Ramp & Pine Ridge Rd 02/05/2018 2040 Future with Interconnect and Traditional Improvements Synchro 9 Report AM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Approach LOS D B E Queue Length 50th (ft) 269 60 307 277 29 Queue Length 95th (ft) #385 73 340 #398 113 Internal Link Dist (ft) 931 1187 654 698 Turn Bay Length (ft) 460 630 365 Base Capacity (vph) 551 4678 3444 521 398 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.96 0.23 0.96 0.98 0.52 Intersection Summary Area Type: Other Cycle Length: 160 Actuated Cycle Length: 160 Offset: 51 (32%), Referenced to phase 2:EBWB, Start of Green Natural Cycle: 110 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.99 Intersection Signal Delay: 29.9 Intersection LOS: C Intersection Capacity Utilization 88.0% ICU Level of Service E Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 4: I-75 NB Ramp & Pine Ridge Rd Lanes, Volumes, Timings 4: I-75 NB Ramp & Pine Ridge Rd 02/05/2018 2040 Future with Interconnect and Traditional Improvements Synchro 9 Report PM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 882 2689 0 0 1339 534 373 0 176 0 0 0 Future Volume (vph) 882 2689 0 0 1339 534 373 0 176 0 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 460 0 0 0 630 365 0 0 Storage Lanes 2 0 0 0 1 1 0 0 Taper Length (ft) 100 25 50 25 Lane Util. Factor 0.97 0.86 1.00 1.00 0.86 0.86 0.97 1.00 1.00 1.00 1.00 1.00 Frt 0.957 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 3335 6346 0 0 6098 0 3433 0 1599 0 0 0 Flt Permitted 0.950 0.950 Satd. Flow (perm) 3335 6346 0 0 6098 0 3433 0 1599 0 0 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 84 165 Link Speed (mph) 30 30 30 30 Link Distance (ft) 1011 1267 734 778 Travel Time (s) 23.0 28.8 16.7 17.7 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Heavy Vehicles (%) 5% 3% 0% 0% 2% 4% 2% 0% 1% 0% 0% 0% Adj. Flow (vph) 909 2772 0 0 1380 551 385 0 181 0 0 0 Shared Lane Traffic (%) Lane Group Flow (vph) 909 2772 0 0 1931 0 385 0 181 0 0 0 Turn Type Prot NA NA Perm Perm Protected Phases 1 1 2 3 4 2 3 4 Permitted Phases 5 5 Detector Phase 1 1 2 3 4 2 3 4 5 5 Switch Phase Minimum Initial (s) 7.0 4.0 4.0 Minimum Split (s) 13.8 11.5 11.5 Total Split (s) 54.0 26.0 26.0 Total Split (%) 33.8% 16.3% 16.3% Maximum Green (s) 47.2 18.5 18.5 Yellow Time (s) 4.8 5.5 5.5 All-Red Time (s) 2.0 2.0 2.0 Lost Time Adjust (s) -1.5 -1.5 -1.5 Total Lost Time (s) 5.3 6.0 6.0 Lead/Lag Lead Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 Recall Mode None None None Act Effct Green (s) 48.7 128.7 74.7 20.0 20.0 Actuated g/C Ratio 0.30 0.80 0.47 0.12 0.12 v/c Ratio 0.90 0.54 0.67 0.90 0.53 Control Delay 66.6 3.7 21.7 92.6 17.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 66.6 3.7 21.7 92.6 17.4 LOS E A C F B Approach Delay 19.2 21.7 68.5 Lanes, Volumes, Timings 4: I-75 NB Ramp & Pine Ridge Rd 02/05/2018 2040 Future with Interconnect and Traditional Improvements Synchro 9 Report PM Peak-Hour Lane Group Ø2 Ø3 Ø4 Lane Configurations Traffic Volume (vph) Future Volume (vph) Ideal Flow (vphpl) Storage Length (ft) Storage Lanes Taper Length (ft) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Right Turn on Red Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor Heavy Vehicles (%) Adj. Flow (vph) Shared Lane Traffic (%) Lane Group Flow (vph) Turn Type Protected Phases 2 3 4 Permitted Phases Detector Phase Switch Phase Minimum Initial (s) 20.0 4.0 7.0 Minimum Split (s) 26.8 10.8 13.8 Total Split (s) 31.0 18.0 31.0 Total Split (%) 19% 11% 19% Maximum Green (s) 24.2 11.2 24.2 Yellow Time (s) 4.8 4.8 4.8 All-Red Time (s) 2.0 2.0 2.0 Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lag Lead Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 Recall Mode C-Min None None Act Effct Green (s) Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Lanes, Volumes, Timings 4: I-75 NB Ramp & Pine Ridge Rd 02/05/2018 2040 Future with Interconnect and Traditional Improvements Synchro 9 Report PM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Approach LOS B C E Queue Length 50th (ft) 408 141 296 208 15 Queue Length 95th (ft) m458 149 292 #301 94 Internal Link Dist (ft) 931 1187 654 698 Turn Bay Length (ft) 460 630 365 Base Capacity (vph) 1015 5104 2891 429 344 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.90 0.54 0.67 0.90 0.53 Intersection Summary Area Type: Other Cycle Length: 160 Actuated Cycle Length: 160 Offset: 24 (15%), Referenced to phase 2:EBWB, Start of Green Natural Cycle: 110 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.96 Intersection Signal Delay: 24.5 Intersection LOS: C Intersection Capacity Utilization 82.4% ICU Level of Service E Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 4: I-75 NB Ramp & Pine Ridge Rd Lanes, Volumes, Timings 5: Napa Blvd & Pine Ridge Rd 02/05/2018 2040 Future with Interconnect and Traditional Improvements Synchro 9 Report AM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 376 745 92 44 2550 244 34 15 13 38 18 508 Future Volume (vph) 376 745 92 44 2550 244 34 15 13 38 18 508 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 610 0 274 210 0 0 0 0 Storage Lanes 1 0 1 1 0 0 0 1 Taper Length (ft) 100 50 25 25 Lane Util. Factor 0.97 0.91 0.91 1.00 0.86 0.86 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.983 0.987 0.972 0.850 Flt Protected 0.950 0.950 0.973 0.967 Satd. Flow (prot) 3433 4607 0 1805 6086 0 0 1739 0 0 1753 1568 Flt Permitted 0.950 0.950 0.795 0.743 Satd. Flow (perm) 3433 4607 0 1805 6086 0 0 1421 0 0 1347 1568 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 36 20 7 26 Link Speed (mph) 30 30 30 30 Link Distance (ft) 1267 1091 605 459 Travel Time (s) 28.8 24.8 13.8 10.4 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Heavy Vehicles (%) 2% 12% 0% 0% 6% 6% 6% 0% 0% 7% 0% 3% Adj. Flow (vph) 404 801 99 47 2742 262 37 16 14 41 19 546 Shared Lane Traffic (%) Lane Group Flow (vph) 404 900 0 47 3004 0 0 67 0 0 60 546 Turn Type Prot NA Prot NA Perm NA Perm NA pm+ov Protected Phases 1 6 5 2 4 8 1 Permitted Phases 4 8 8 Detector Phase 1 6 5 2 4 4 8 8 1 Switch Phase Minimum Initial (s) 10.0 20.0 7.0 20.0 8.0 8.0 8.0 8.0 10.0 Minimum Split (s) 16.8 26.8 13.8 26.8 22.9 22.9 22.9 22.9 16.8 Total Split (s) 48.0 123.0 14.0 89.0 23.0 23.0 23.0 23.0 48.0 Total Split (%) 30.0% 76.9% 8.8% 55.6% 14.4% 14.4% 14.4% 14.4% 30.0% Maximum Green (s) 41.2 116.2 7.2 82.2 16.1 16.1 16.1 16.1 41.2 Yellow Time (s) 4.8 4.8 4.8 4.8 4.4 4.4 4.4 4.4 4.8 All-Red Time (s) 2.0 2.0 2.0 2.0 2.5 2.5 2.5 2.5 2.0 Lost Time Adjust (s) -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 Total Lost Time (s) 5.3 5.3 5.3 5.3 5.4 5.4 5.3 Lead/Lag Lead Lag Lead Lag Lead Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None C-Min None C-Min None None None None None Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 Act Effct Green (s) 43.9 123.4 9.6 86.4 13.8 13.8 63.0 Actuated g/C Ratio 0.27 0.77 0.06 0.54 0.09 0.09 0.39 v/c Ratio 0.43 0.25 0.44 0.91 0.52 0.52 0.86 Control Delay 46.8 12.9 85.5 38.8 76.5 85.1 56.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Lanes, Volumes, Timings 5: Napa Blvd & Pine Ridge Rd 02/05/2018 2040 Future with Interconnect and Traditional Improvements Synchro 9 Report AM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Total Delay 46.8 12.9 85.5 38.8 76.5 85.1 56.8 LOS D B F D E F E Approach Delay 23.4 39.6 76.5 59.6 Approach LOS C D E E Queue Length 50th (ft) 207 177 48 836 61 61 487 Queue Length 95th (ft) 260 169 96 884 114 111 661 Internal Link Dist (ft) 1187 1011 525 379 Turn Bay Length (ft) 610 274 Base Capacity (vph) 955 3561 109 3294 162 148 639 Starvation Cap Reductn 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.42 0.25 0.43 0.91 0.41 0.41 0.85 Intersection Summary Area Type: Other Cycle Length: 160 Actuated Cycle Length: 160 Offset: 30 (19%), Referenced to phase 2:WBT and 6:EBT, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.91 Intersection Signal Delay: 38.3 Intersection LOS: D Intersection Capacity Utilization 92.5% ICU Level of Service F Analysis Period (min) 15 Splits and Phases: 5: Napa Blvd & Pine Ridge Rd Lanes, Volumes, Timings 5: Napa Blvd & Pine Ridge Rd 02/05/2018 2040 Future with Interconnect and Traditional Improvements Synchro 9 Report PM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 434 2382 49 13 1228 123 104 27 41 124 26 538 Future Volume (vph) 434 2382 49 13 1228 123 104 27 41 124 26 538 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 610 0 274 210 0 0 0 0 Storage Lanes 1 0 1 1 0 0 0 1 Taper Length (ft) 100 50 25 25 Lane Util. Factor 0.97 0.91 0.91 1.00 0.86 0.86 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.997 0.986 0.968 0.850 Flt Protected 0.950 0.950 0.971 0.960 Satd. Flow (prot) 3467 5024 0 1805 6213 0 0 1786 0 0 1780 1599 Flt Permitted 0.950 0.950 0.573 0.647 Satd. Flow (perm) 3467 5024 0 1805 6213 0 0 1054 0 0 1200 1599 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 4 19 9 27 Link Speed (mph) 30 30 30 30 Link Distance (ft) 1267 1091 605 459 Travel Time (s) 28.8 24.8 13.8 10.4 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Heavy Vehicles (%) 1% 3% 0% 0% 4% 1% 0% 0% 0% 3% 0% 1% Adj. Flow (vph) 452 2481 51 14 1279 128 108 28 43 129 27 560 Shared Lane Traffic (%) Lane Group Flow (vph) 452 2532 0 14 1407 0 0 179 0 0 156 560 Turn Type Prot NA Prot NA Perm NA Perm NA pm+ov Protected Phases 1 6 5 2 4 8 1 Permitted Phases 4 8 8 Detector Phase 1 6 5 2 4 4 8 8 1 Switch Phase Minimum Initial (s) 10.0 20.0 7.0 20.0 8.0 8.0 8.0 8.0 10.0 Minimum Split (s) 16.8 26.8 13.8 26.8 22.9 22.9 22.9 22.9 16.8 Total Split (s) 48.0 114.0 14.0 80.0 32.0 32.0 32.0 32.0 48.0 Total Split (%) 30.0% 71.3% 8.8% 50.0% 20.0% 20.0% 20.0% 20.0% 30.0% Maximum Green (s) 41.2 107.2 7.2 73.2 25.1 25.1 25.1 25.1 41.2 Yellow Time (s) 4.8 4.8 4.8 4.8 4.4 4.4 4.4 4.4 4.8 All-Red Time (s) 2.0 2.0 2.0 2.0 2.5 2.5 2.5 2.5 2.0 Lost Time Adjust (s) -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 Total Lost Time (s) 5.3 5.3 5.3 5.3 5.4 5.4 5.3 Lead/Lag Lead Lag Lead Lag Lead Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None C-Min None C-Min None None None None None Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 Act Effct Green (s) 34.0 111.8 8.6 78.1 31.9 31.9 71.3 Actuated g/C Ratio 0.21 0.70 0.05 0.49 0.20 0.20 0.45 v/c Ratio 0.61 0.72 0.15 0.46 0.82 0.65 0.77 Control Delay 74.1 3.5 75.8 27.5 87.3 74.3 43.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Lanes, Volumes, Timings 5: Napa Blvd & Pine Ridge Rd 02/05/2018 2040 Future with Interconnect and Traditional Improvements Synchro 9 Report PM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Total Delay 74.1 3.5 75.8 27.5 87.3 74.3 43.7 LOS E A E C F E D Approach Delay 14.2 28.0 87.3 50.3 Approach LOS B C F D Queue Length 50th (ft) 211 33 14 265 181 159 483 Queue Length 95th (ft) 254 230 40 320 #348 #278 609 Internal Link Dist (ft) 1187 1011 525 379 Turn Bay Length (ft) 610 274 Base Capacity (vph) 925 3516 98 3042 217 239 812 Starvation Cap Reductn 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.49 0.72 0.14 0.46 0.82 0.65 0.69 Intersection Summary Area Type: Other Cycle Length: 160 Actuated Cycle Length: 160 Offset: 40 (25%), Referenced to phase 2:WBT and 6:EBT, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.82 Intersection Signal Delay: 25.2 Intersection LOS: C Intersection Capacity Utilization 82.6% ICU Level of Service E Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 5: Napa Blvd & Pine Ridge Rd Lanes, Volumes, Timings 6: Livingston Rd & Marbella Lakes Dr 02/05/2018 2040 Future with Interconnect and Traditional Improvements Synchro 9 Report AM Peak-Hour Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 84 88 1219 52 19 1868 Future Volume (vph) 84 88 1219 52 19 1868 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 320 300 400 Storage Lanes 1 1 1 1 Taper Length (ft) 25 50 Lane Util. Factor 1.00 1.00 0.91 1.00 1.00 0.91 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 1671 1615 4988 1346 1805 4988 Flt Permitted 0.950 0.166 Satd. Flow (perm) 1671 1615 4988 1346 315 4988 Right Turn on Red Yes Yes Satd. Flow (RTOR) 94 55 Link Speed (mph) 30 30 30 Link Distance (ft) 1311 1275 4157 Travel Time (s) 29.8 29.0 94.5 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 Heavy Vehicles (%) 8% 0% 4% 20% 0% 4% Adj. Flow (vph) 89 94 1297 55 20 1987 Shared Lane Traffic (%) Lane Group Flow (vph) 89 94 1297 55 20 1987 Turn Type Prot Perm NA Perm pm+pt NA Protected Phases 8 2 1 6 Permitted Phases 8 2 6 Detector Phase 882216 Switch Phase Minimum Initial (s) 10.0 10.0 20.0 20.0 5.0 20.0 Minimum Split (s) 16.5 16.5 26.5 26.5 11.5 26.5 Total Split (s) 19.0 19.0 48.0 48.0 13.0 61.0 Total Split (%) 23.8% 23.8% 60.0% 60.0% 16.3% 76.3% Maximum Green (s) 12.5 12.5 41.5 41.5 6.5 54.5 Yellow Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lag Lag Lead Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None Max Max None Max Act Effct Green (s) 12.2 12.2 55.2 55.2 59.1 60.1 Actuated g/C Ratio 0.16 0.16 0.71 0.71 0.76 0.77 v/c Ratio 0.34 0.28 0.37 0.06 0.05 0.52 Control Delay 33.4 9.3 7.3 2.8 3.7 5.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 33.4 9.3 7.3 2.8 3.7 5.2 LOS CAAAAA Approach Delay 21.0 7.1 5.2 Lanes, Volumes, Timings 6: Livingston Rd & Marbella Lakes Dr 02/05/2018 2040 Future with Interconnect and Traditional Improvements Synchro 9 Report AM Peak-Hour Lane Group WBL WBR NBT NBR SBL SBT Approach LOS C A A Queue Length 50th (ft) 39 0 69 0 2 130 Queue Length 95th (ft) 81 38 171 15 8 185 Internal Link Dist (ft) 1231 1195 4077 Turn Bay Length (ft) 320 300 400 Base Capacity (vph) 300 367 3533 969 392 3849 Starvation Cap Reductn 000000 Spillback Cap Reductn 000000 Storage Cap Reductn 000000 Reduced v/c Ratio 0.30 0.26 0.37 0.06 0.05 0.52 Intersection Summary Area Type: Other Cycle Length: 80 Actuated Cycle Length: 77.9 Natural Cycle: 55 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.52 Intersection Signal Delay: 6.7 Intersection LOS: A Intersection Capacity Utilization 52.8% ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 6: Livingston Rd & Marbella Lakes Dr Lanes, Volumes, Timings 6: Livingston Rd & Marbella Lakes Dr 02/05/2018 2040 Future with Interconnect and Traditional Improvements Synchro 9 Report PM Peak-Hour Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 80 45 1783 81 58 1255 Future Volume (vph) 80 45 1783 81 58 1255 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 320 300 400 Storage Lanes 1 1 1 1 Taper Length (ft) 25 50 Lane Util. Factor 1.00 1.00 0.91 1.00 1.00 0.91 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 1805 1583 5085 1615 1805 4988 Flt Permitted 0.950 0.071 Satd. Flow (perm) 1805 1583 5085 1615 135 4988 Right Turn on Red Yes Yes Satd. Flow (RTOR) 48 86 Link Speed (mph) 30 30 30 Link Distance (ft) 1311 1275 4157 Travel Time (s) 29.8 29.0 94.5 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 Heavy Vehicles (%) 0% 2% 2% 0% 0% 4% Adj. Flow (vph) 85 48 1897 86 62 1335 Shared Lane Traffic (%) Lane Group Flow (vph) 85 48 1897 86 62 1335 Turn Type Prot Perm NA Perm pm+pt NA Protected Phases 8 2 1 6 Permitted Phases 8 2 6 Detector Phase 882216 Switch Phase Minimum Initial (s) 10.0 10.0 20.0 20.0 5.0 20.0 Minimum Split (s) 16.5 16.5 26.5 26.5 11.5 26.5 Total Split (s) 17.0 17.0 51.0 51.0 12.0 63.0 Total Split (%) 21.3% 21.3% 63.8% 63.8% 15.0% 78.8% Maximum Green (s) 10.5 10.5 44.5 44.5 5.5 56.5 Yellow Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lag Lag Lead Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None Max Max None Max Act Effct Green (s) 11.7 11.7 52.5 52.5 61.1 62.1 Actuated g/C Ratio 0.15 0.15 0.66 0.66 0.77 0.78 v/c Ratio 0.32 0.18 0.56 0.08 0.25 0.34 Control Delay 34.2 11.4 10.6 2.1 5.5 3.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 34.2 11.4 10.6 2.1 5.5 3.8 LOS CBBAAA Approach Delay 25.9 10.3 3.8 Lanes, Volumes, Timings 6: Livingston Rd & Marbella Lakes Dr 02/05/2018 2040 Future with Interconnect and Traditional Improvements Synchro 9 Report PM Peak-Hour Lane Group WBL WBR NBT NBR SBL SBT Approach LOS C B A Queue Length 50th (ft) 38 0 212 0 7 71 Queue Length 95th (ft) 80 29 263 17 16 93 Internal Link Dist (ft) 1231 1195 4077 Turn Bay Length (ft) 320 300 400 Base Capacity (vph) 272 280 3364 1097 251 3900 Starvation Cap Reductn 000000 Spillback Cap Reductn 000000 Storage Cap Reductn 000000 Reduced v/c Ratio 0.31 0.17 0.56 0.08 0.25 0.34 Intersection Summary Area Type: Other Cycle Length: 80 Actuated Cycle Length: 79.4 Natural Cycle: 60 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.56 Intersection Signal Delay: 8.3 Intersection LOS: A Intersection Capacity Utilization 59.5% ICU Level of Service B Analysis Period (min) 15 Splits and Phases: 6: Livingston Rd & Marbella Lakes Dr 2040 Future w/Innovative Improvements (CFI, RCUT, DDI) and Interconnect Standard Future EB WB NB SB AM Peak-Hour E B 10.2 0.77 D A A PM Peak-Hour E B 11.6 0.78 D A B AM Peak-Hour E D 47.1 0.95 D D D E PM Peak-Hour E D 44.8 0.94 D C E D AM Peak-Hour E A 9.9 0.53 D B A PM Peak-Hour E B 10.8 0.82 D A A AM Peak-Hour E A 1.9 0.76 A E1 PM Peak-Hour E C 34.0 0.95 D E1 AM Peak-Hour E B 16.0 0.89 B A E E PM Peak-Hour E D 45.2 0.98 E B E E AM Peak-Hour E B 19.5 0.98 F1 B PM Peak-Hour E A 6.4 0.78 D1 A AM Peak-Hour E D 27.0 0.96 D C D PM Peak-Hour E C 19.4 0.89 C B C AM Peak-Hour E C 11.9 0.84 C B D PM Peak-Hour E D 25.4 0.90 B D C AM Peak-Hour E D 43.3 0.98 C D E E PM Peak-Hour E C 30.9 0.85 C C F D Pine Ridge Rd & Napa Blvd Pine Ridge Rd & I-75 SB Ramp Pine Ridge Rd & I-75 NB Ramp Advance RCUT Int. W. of Whippoorwill Ln Advance RCUT Int. E. of Whippoorwill Ln Pine Ridge Rd & Whippoorwill Ln Advance CFI Int. S. of Pine Ridge Rd Pine Ridge Rd & Livingston Rd Intersection Time Period Overall Intersection LOS Delay (sec/veh) Advance CFI Int. N. of Pine Ridge Rd Max v/c Ratio Approach LOS 1. Left-turn movement level-of-service, through movement is free-flow Lanes, Volumes, Timings 1: Livingston Rd & SB CFI 02/05/2018 2040 Future with Innovative Intersection Improvements (CFI, RCUT, DDI) and Interconnect Synchro 9 Report AM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)0000035901109 0 420 1091 465 Future Volume (vph)0000035901109 0 420 1091 465 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 0 0 0 400 150 Storage Lanes 0 0 0 1 0 0 2 1 Taper Length (ft) 25 25 25 100 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.91 1.00 0.97 0.91 1.00 Frt 0.865 0.850 Flt Protected 0.950 Satd. Flow (prot)000001565 0 4893 0 3433 4988 1568 Flt Permitted 0.950 Satd. Flow (perm)000001565 0 4893 0 3433 4988 1568 Right Turn on Red No Yes No No Satd. Flow (RTOR) 54 Link Speed (mph) 35 35 35 35 Link Distance (ft) 560 609 527 695 Travel Time (s) 10.9 11.9 10.3 13.5 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Heavy Vehicles (%) 0% 0% 0% 0% 0% 5% 0% 6% 0% 2% 4% 3% Adj. Flow (vph)0000037001143 0 433 1125 479 Shared Lane Traffic (%) Lane Group Flow (vph)0000037001143 0 433 1125 479 Turn Type Over NA Prot NA Perm Protected Phases 1 2 1 Free Permitted Phases Free Detector Phase 1 2 1 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 Minimum Split (s) 14.2 23.2 14.2 Total Split (s) 68.0 82.0 68.0 Total Split (%) 45.3% 54.7% 45.3% Maximum Green (s) 60.8 74.8 60.8 Yellow Time (s) 4.8 4.8 4.8 All-Red Time (s) 2.4 2.4 2.4 Lost Time Adjust (s) -1.5 -1.5 -1.5 Total Lost Time (s) 5.7 5.7 5.7 Lead/Lag Lead Lag Lead Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 Recall Mode None C-Min None Walk Time (s) 5.0 Flash Dont Walk (s) 11.0 Pedestrian Calls (#/hr) 0 Act Effct Green (s) 42.2 96.4 42.2 150.0 150.0 Actuated g/C Ratio 0.28 0.64 0.28 1.00 1.00 v/c Ratio 0.77 0.36 0.45 0.23 0.31 Control Delay 42.8 0.3 44.6 0.1 0.5 Queue Delay 0.0 0.2 0.0 0.0 0.0 Lanes, Volumes, Timings 1: Livingston Rd & SB CFI 02/05/2018 2040 Future with Innovative Intersection Improvements (CFI, RCUT, DDI) and Interconnect Synchro 9 Report AM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Total Delay 42.9 0.5 44.6 0.1 0.5 LOS D A D A A Approach Delay 42.9 0.5 9.7 Approach LOS D A A Queue Length 50th (ft) 283 0 180 0 0 Queue Length 95th (ft) 342 0 203 0 0 Internal Link Dist (ft) 480 529 447 615 Turn Bay Length (ft)400 150 Base Capacity (vph) 681 3143 1425 4988 1568 Starvation Cap Reductn 9 1037 0 0 0 Spillback Cap Reductn 0 0 0 123 26 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.55 0.54 0.30 0.23 0.31 Intersection Summary Area Type: Other Cycle Length: 150 Actuated Cycle Length: 150 Offset: 96 (64%), Referenced to phase 2:NBT and 6:, Start of Green Natural Cycle: 40 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.77 Intersection Signal Delay: 10.2 Intersection LOS: B Intersection Capacity Utilization 53.2% ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 1: Livingston Rd & SB CFI Lanes, Volumes, Timings 2: NB CFI & Pine Ridge Rd 02/05/2018 2040 Future with Innovative Intersection Improvements (CFI, RCUT, DDI) and Interconnect Synchro 9 Report AM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 1259 210 0 2305 0 491 0000465 Future Volume (vph) 0 1259 210 0 2305 0 491 0000465 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 300 0 0 0 0 0 0 Storage Lanes 0 3 0 0 2 0 0 1 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 0.81 1.00 1.00 0.91 1.00 0.97 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.865 Flt Protected 0.950 Satd. Flow (prot) 0 7259 1583 0 4940 0 3367 00001596 Flt Permitted 0.950 Satd. Flow (perm) 0 7259 1583 0 4940 0 3367 00001596 Right Turn on Red Yes No No Yes Satd. Flow (RTOR) 216 83 Link Speed (mph) 35 35 35 35 Link Distance (ft) 808 185 681 560 Travel Time (s) 15.7 3.6 13.3 10.9 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Heavy Vehicles (%) 0% 6% 2% 0% 5% 0% 4% 0% 0% 0% 0% 3% Adj. Flow (vph) 0 1298 216 0 2376 0 506 0000479 Shared Lane Traffic (%) Lane Group Flow (vph) 0 1298 216 0 2376 0 506 0000479 Turn Type NA Perm NA Prot custom Protected Phases 2 5 6 8 5 Permitted Phases 2 5 4 5 Detector Phase 2 5 2 5 6 8 5 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 Minimum Split (s) 23.2 23.2 14.2 Total Split (s) 82.0 44.0 24.0 Total Split (%) 54.7% 29.3% 16.0% Maximum Green (s) 74.8 36.8 16.8 Yellow Time (s) 4.8 4.8 4.8 All-Red Time (s) 2.4 2.4 2.4 Lost Time Adjust (s) -1.5 -1.5 -1.5 Total Lost Time (s) 5.7 5.7 5.7 Lead/Lag Lag Lead Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 Recall Mode C-Min None None Walk Time (s) 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 Pedestrian Calls (#/hr) 0 0 Act Effct Green (s) 76.6 76.6 76.3 38.3 62.3 Actuated g/C Ratio 0.51 0.51 0.51 0.26 0.42 v/c Ratio 0.35 0.24 0.95 0.59 0.67 Control Delay 12.6 1.9 6.8 42.3 34.4 Queue Delay 0.0 0.0 0.0 0.0 1.1 Lanes, Volumes, Timings 2: NB CFI & Pine Ridge Rd 02/05/2018 2040 Future with Innovative Intersection Improvements (CFI, RCUT, DDI) and Interconnect Synchro 9 Report AM Peak-Hour Lane Group Ø1 Ø2 Ø4 Lane Configurations Traffic Volume (vph) Future Volume (vph) Ideal Flow (vphpl) Storage Length (ft) Storage Lanes Taper Length (ft) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Right Turn on Red Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor Heavy Vehicles (%) Adj. Flow (vph) Shared Lane Traffic (%) Lane Group Flow (vph) Turn Type Protected Phases 1 2 4 Permitted Phases Detector Phase Switch Phase Minimum Initial (s) 7.0 7.0 7.0 Minimum Split (s) 14.2 23.2 23.2 Total Split (s) 42.0 64.0 44.0 Total Split (%) 28% 43% 29% Maximum Green (s) 34.8 56.8 36.8 Yellow Time (s) 4.8 4.8 4.8 All-Red Time (s) 2.4 2.4 2.4 Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lead Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 Recall Mode None C-Min None Walk Time (s) 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 Pedestrian Calls (#/hr) 0 0 Act Effct Green (s) Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Lanes, Volumes, Timings 2: NB CFI & Pine Ridge Rd 02/05/2018 2040 Future with Innovative Intersection Improvements (CFI, RCUT, DDI) and Interconnect Synchro 9 Report AM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Total Delay 12.6 1.9 6.8 42.3 35.5 LOS B A A D D Approach Delay 11.1 6.8 42.3 35.5 Approach LOS B A D D Queue Length 50th (ft) 118 0 20 272 316 Queue Length 95th (ft) 133 27 44 331 451 Internal Link Dist (ft) 728 105 601 480 Turn Bay Length (ft) 300 Base Capacity (vph) 3706 914 2512 859 711 Starvation Cap Reductn 0 0 0 0 82 Spillback Cap Reductn 481 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.40 0.24 0.95 0.59 0.76 Intersection Summary Area Type: Other Cycle Length: 150 Actuated Cycle Length: 150 Offset: 16 (11%), Referenced to phase 2:EBT and 6:WBT, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.95 Intersection Signal Delay: 14.7 Intersection LOS: B Intersection Capacity Utilization 100.2% ICU Level of Service G Analysis Period (min) 15 Splits and Phases: 2: NB CFI & Pine Ridge Rd Lanes, Volumes, Timings 3: Livingston Rd & Pine Ridge Rd 02/05/2018 2040 Future with Innovative Intersection Improvements (CFI, RCUT, DDI) and Interconnect Synchro 9 Report AM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 276 983 0 502 2305 0 0 833 0 0 1091 0 Future Volume (vph) 276 983 0 502 2305 0 0 833 0 0 1091 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. Factor 0.97 0.91 1.00 0.97 0.91 1.00 1.00 0.91 1.00 1.00 0.91 1.00 Frt Flt Protected 0.950 0.950 Satd. Flow (prot) 3335 4893 0 3183 4940 0 0 4893 0 0 4988 0 Flt Permitted 0.950 0.950 Satd. Flow (perm) 3335 4893 0 3183 4940 0 0 4893 0 0 4988 0 Right Turn on Red No No No No Satd. Flow (RTOR) Link Speed (mph) 35 35 35 35 Link Distance (ft) 185 164 581 527 Travel Time (s) 3.6 3.2 11.3 10.3 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Heavy Vehicles (%) 5% 6% 0% 10% 5% 0% 0% 6% 5% 0% 4% 3% Adj. Flow (vph) 285 1013 0 518 2376 0 0 859 0 0 1125 0 Shared Lane Traffic (%) Lane Group Flow (vph) 285 1013 0 518 2376 0 0 859 0 0 1125 0 Turn Type Prot NA Prot NA NA NA Protected Phases 5 2 1 6 8 4 Permitted Phases Detector Phase 5 2 1 6 8 4 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s) 14.2 23.2 14.2 23.2 23.2 23.2 Total Split (s) 24.0 64.0 42.0 82.0 44.0 44.0 Total Split (%) 16.0% 42.7% 28.0% 54.7% 29.3% 29.3% Maximum Green (s) 16.8 56.8 34.8 74.8 36.8 36.8 Yellow Time (s) 4.8 4.8 4.8 4.8 4.8 4.8 All-Red Time (s) 2.4 2.4 2.4 2.4 2.4 2.4 Lost Time Adjust (s) -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 Total Lost Time (s) 5.7 5.7 5.7 5.7 5.7 5.7 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None C-Min None C-Min None None Walk Time (s) 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr)0000 Act Effct Green (s) 18.3 58.3 36.3 76.3 38.3 38.3 Actuated g/C Ratio 0.12 0.39 0.24 0.51 0.26 0.26 v/c Ratio 0.70 0.53 0.67 0.95 0.69 0.88 Control Delay 60.8 24.2 46.8 27.3 53.8 62.9 Queue Delay 46.8 0.3 55.0 0.1 0.0 0.7 Total Delay 107.5 24.5 101.8 27.4 53.8 63.5 LOS FC FC D E Approach Delay 42.7 40.7 53.8 63.5 Lanes, Volumes, Timings 3: Livingston Rd & Pine Ridge Rd 02/05/2018 2040 Future with Innovative Intersection Improvements (CFI, RCUT, DDI) and Interconnect Synchro 9 Report AM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Approach LOS D D D E Queue Length 50th (ft) 87 278 143 786 279 390 Queue Length 95th (ft) 117 324 230 826 331 451 Internal Link Dist (ft) 105 84 501 447 Turn Bay Length (ft) Base Capacity (vph) 406 1901 770 2512 1249 1273 Starvation Cap Reductn 139 296 355 0 0 27 Spillback Cap Reductn 0 0 0 5 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 1.07 0.63 1.25 0.95 0.69 0.90 Intersection Summary Area Type: Other Cycle Length: 150 Actuated Cycle Length: 150 Offset: 16 (11%), Referenced to phase 2:EBT and 6:WBT, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.95 Intersection Signal Delay: 47.1 Intersection LOS: D Intersection Capacity Utilization 87.7% ICU Level of Service E Analysis Period (min) 15 Splits and Phases: 3: Livingston Rd & Pine Ridge Rd Lanes, Volumes, Timings 4: Pine Ridge Rd & SB CFI 02/05/2018 2040 Future with Innovative Intersection Improvements (CFI, RCUT, DDI) and Interconnect Synchro 9 Report AM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 983 0 0 2807 359 0 0 232 420 0 0 Future Volume (vph) 0 983 0 0 2807 359 0 0 232 420 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 400 0 0 0 0 Storage Lanes 0 0 0 3 0 1 2 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 0.91 1.00 1.00 0.81 1.00 1.00 1.00 1.00 0.97 1.00 1.00 Frt 0.850 0.865 Flt Protected 0.950 Satd. Flow (prot) 0 4940 0 0 7329 1538 0 0 1565 3433 0 0 Flt Permitted 0.950 Satd. Flow (perm) 0 4940 0 0 7329 1538 0 0 1565 3433 0 0 Right Turn on Red No Yes Yes No Satd. Flow (RTOR) 370 32 Link Speed (mph) 35 35 35 35 Link Distance (ft) 164 1740 642 609 Travel Time (s) 3.2 33.9 12.5 11.9 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Heavy Vehicles (%) 0% 5% 0% 4% 5% 5% 0% 0% 5% 2% 0% 0% Adj. Flow (vph) 0 1013 0 0 2894 370 0 0 239 433 0 0 Shared Lane Traffic (%) Lane Group Flow (vph) 0 1013 0 0 2894 370 0 0 239 433 0 0 Turn Type NA NA Perm custom Prot Protected Phases 2 1 6 1 4 Permitted Phases 1 6 1 8 Detector Phase 2 1 6 1 6 1 4 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 Minimum Split (s) 23.2 14.2 23.2 Total Split (s) 64.0 42.0 44.0 Total Split (%) 42.7% 28.0% 29.3% Maximum Green (s) 56.8 34.8 36.8 Yellow Time (s) 4.8 4.8 4.8 All-Red Time (s) 2.4 2.4 2.4 Lost Time Adjust (s) -1.5 -1.5 -1.5 Total Lost Time (s) 5.7 5.7 5.7 Lead/Lag Lag Lead Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 Recall Mode C-Min None None Walk Time (s) 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 Pedestrian Calls (#/hr) 0 0 Act Effct Green (s) 58.3 100.3 100.3 80.3 38.3 Actuated g/C Ratio 0.39 0.67 0.67 0.54 0.26 v/c Ratio 0.53 0.59 0.32 0.28 0.49 Control Delay 2.8 9.0 1.0 17.3 42.1 Queue Delay 0.0 0.1 0.0 0.0 0.0 Lanes, Volumes, Timings 4: Pine Ridge Rd & SB CFI 02/05/2018 2040 Future with Innovative Intersection Improvements (CFI, RCUT, DDI) and Interconnect Synchro 9 Report AM Peak-Hour Lane Group Ø5 Ø6 Ø8 Lane Configurations Traffic Volume (vph) Future Volume (vph) Ideal Flow (vphpl) Storage Length (ft) Storage Lanes Taper Length (ft) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Right Turn on Red Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor Heavy Vehicles (%) Adj. Flow (vph) Shared Lane Traffic (%) Lane Group Flow (vph) Turn Type Protected Phases 5 6 8 Permitted Phases Detector Phase Switch Phase Minimum Initial (s) 7.0 7.0 7.0 Minimum Split (s) 14.2 23.2 23.2 Total Split (s) 24.0 82.0 44.0 Total Split (%) 16% 55% 29% Maximum Green (s) 16.8 74.8 36.8 Yellow Time (s) 4.8 4.8 4.8 All-Red Time (s) 2.4 2.4 2.4 Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lead Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 Recall Mode None C-Min None Walk Time (s) 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 Pedestrian Calls (#/hr) 0 0 Act Effct Green (s) Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Lanes, Volumes, Timings 4: Pine Ridge Rd & SB CFI 02/05/2018 2040 Future with Innovative Intersection Improvements (CFI, RCUT, DDI) and Interconnect Synchro 9 Report AM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Total Delay 2.8 9.2 1.0 17.3 42.1 LOS AAABD Approach Delay 2.8 8.3 17.3 42.1 Approach LOS A A B D Queue Length 50th (ft) 8 319 14 106 232 Queue Length 95th (ft) 9 265 22 164 290 Internal Link Dist (ft) 84 1660 562 529 Turn Bay Length (ft) 400 Base Capacity (vph) 1920 4900 1151 852 876 Starvation Cap Reductn 16 0 0 0 0 Spillback Cap Reductn 0 724 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.53 0.69 0.32 0.28 0.49 Intersection Summary Area Type: Other Cycle Length: 150 Actuated Cycle Length: 150 Offset: 16 (11%), Referenced to phase 2:EBT and 6:WBT, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.95 Intersection Signal Delay: 10.5 Intersection LOS: B Intersection Capacity Utilization 58.2% ICU Level of Service B Analysis Period (min) 15 Splits and Phases: 4: Pine Ridge Rd & SB CFI Lanes, Volumes, Timings 5: Livingston Rd & NB CFI 02/05/2018 2040 Future with Innovative Intersection Improvements (CFI, RCUT, DDI) and Interconnect Synchro 9 Report AM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 0 210 0 0 0 491 833 232 0 1643 0 Future Volume (vph) 0 0 210 0 0 0 491 833 232 0 1643 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 0 400 150 0 0 Storage Lanes 0 1 0 0 2 1 0 0 Taper Length (ft) 25 25 100 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 0.97 0.91 1.00 1.00 0.91 1.00 Frt 0.865 0.850 Flt Protected 0.950 Satd. Flow (prot) 0 0 1611 0 0 0 3367 4893 1538 0 4988 0 Flt Permitted 0.950 Satd. Flow (perm) 0 0 1611 0 0 0 3367 4893 1538 0 4988 0 Right Turn on Red Yes No No No Satd. Flow (RTOR) 31 Link Speed (mph) 35 35 35 35 Link Distance (ft) 681 642 2204 581 Travel Time (s) 13.3 12.5 42.9 11.3 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.95 0.97 0.97 0.97 0.97 0.97 0.97 Heavy Vehicles (%) 0% 4% 2% 0% 0% 0% 4% 6% 5% 0% 4% 0% Adj. Flow (vph) 0 0 216 0 0 0 506 859 239 0 1694 0 Shared Lane Traffic (%) Lane Group Flow (vph) 0 0 216 0 0 0 506 859 239 0 1694 0 Turn Type Over Prot NA Perm NA Protected Phases 1 1 Free 2 Permitted Phases Free Detector Phase 1 1 2 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 Minimum Split (s) 14.2 14.2 23.2 Total Split (s) 68.0 68.0 82.0 Total Split (%) 45.3% 45.3% 54.7% Maximum Green (s) 60.8 60.8 74.8 Yellow Time (s) 4.8 4.8 4.8 All-Red Time (s) 2.4 2.4 2.4 Lost Time Adjust (s) -1.5 -1.5 -1.5 Total Lost Time (s) 5.7 5.7 5.7 Lead/Lag Lead Lead Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 Recall Mode None None C-Min Walk Time (s)5.0 Flash Dont Walk (s)11.0 Pedestrian Calls (#/hr)0 Act Effct Green (s) 42.2 42.2 150.0 150.0 96.4 Actuated g/C Ratio 0.28 0.28 1.00 1.00 0.64 v/c Ratio 0.45 0.53 0.18 0.16 0.53 Control Delay 37.8 46.6 0.1 0.2 1.4 Queue Delay 0.0 0.0 0.0 0.0 0.2 Lanes, Volumes, Timings 5: Livingston Rd & NB CFI 02/05/2018 2040 Future with Innovative Intersection Improvements (CFI, RCUT, DDI) and Interconnect Synchro 9 Report AM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Total Delay 37.8 46.6 0.1 0.2 1.6 LOS D D A A A Approach Delay 37.8 14.8 1.6 Approach LOS D B A Queue Length 50th (ft) 149 216 0 0 6 Queue Length 95th (ft) 202 239 0 0 8 Internal Link Dist (ft) 601 562 2124 501 Turn Bay Length (ft) 400 150 Base Capacity (vph) 687 1398 4893 1538 3204 Starvation Cap Reductn 0 0 0 0 625 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.31 0.36 0.18 0.16 0.66 Intersection Summary Area Type: Other Cycle Length: 150 Actuated Cycle Length: 150 Offset: 96 (64%), Referenced to phase 2:NBT and 6:, Start of Green Natural Cycle: 40 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.77 Intersection Signal Delay: 9.9 Intersection LOS: A Intersection Capacity Utilization 55.3% ICU Level of Service B Analysis Period (min) 15 Splits and Phases: 5: Livingston Rd & NB CFI Lanes, Volumes, Timings 6: Adv RCUT West & Pine Ridge Rd 02/05/2018 2040 Future with Innovative Intersection Improvements (CFI, RCUT, DDI) and Interconnect Synchro 9 Report AM Peak-Hour Lane Group EBT EBR WBU WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 1745 0 95 0 3587 0 0 Future Volume (vph) 1745 0 95 0 3587 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 250 0 0 Storage Lanes 0 2 0 0 Taper Length (ft) 100 25 Lane Util. Factor 0.91 1.00 0.97 1.00 0.91 1.00 1.00 Frt Flt Protected 0.950 Satd. Flow (prot) 4893 0 3213 0 4893 0 0 Flt Permitted 0.950 Satd. Flow (perm) 4893 0 3213 0 4893 0 0 Right Turn on Red No No Satd. Flow (RTOR) Link Speed (mph) 35 35 35 Link Distance (ft) 1740 668 74 Travel Time (s) 33.9 13.0 1.4 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Heavy Vehicles (%) 6% 0% 9% 0% 6% 0% 0% Adj. Flow (vph) 1799 0 98 0 3698 0 0 Shared Lane Traffic (%) Lane Group Flow (vph) 1799 0 98 0 3698 0 0 Turn Type NA Prot NA Protected Phases 2 1 Free Permitted Phases Detector Phase 2 1 Switch Phase Minimum Initial (s) 7.0 7.0 Minimum Split (s) 23.0 14.0 Total Split (s) 116.0 34.0 Total Split (%) 77.3% 22.7% Maximum Green (s) 109.3 27.3 Yellow Time (s) 4.4 4.4 All-Red Time (s) 2.3 2.3 Lost Time Adjust (s) -1.5 -1.5 Total Lost Time (s) 5.2 5.2 Lead/Lag Lag Lead Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 Recall Mode C-Min None Walk Time (s) 5.0 Flash Dont Walk (s) 11.0 Pedestrian Calls (#/hr) 0 Act Effct Green (s) 128.1 11.5 150.0 Actuated g/C Ratio 0.85 0.08 1.00 v/c Ratio 0.43 0.40 0.76 Control Delay 1.5 62.5 0.5 Queue Delay 0.0 0.0 0.0 Lanes, Volumes, Timings 6: Adv RCUT West & Pine Ridge Rd 02/05/2018 2040 Future with Innovative Intersection Improvements (CFI, RCUT, DDI) and Interconnect Synchro 9 Report AM Peak-Hour Lane Group EBT EBR WBU WBL WBT NBL NBR Total Delay 1.5 62.5 0.5 LOS A E A Approach Delay 1.5 2.1 Approach LOS A A Queue Length 50th (ft) 16 47 0 Queue Length 95th (ft) 19 m53 0 Internal Link Dist (ft) 1660 588 1 Turn Bay Length (ft) 250 Base Capacity (vph) 4179 616 4893 Starvation Cap Reductn 0 0 0 Spillback Cap Reductn 0 0 0 Storage Cap Reductn 0 0 0 Reduced v/c Ratio 0.43 0.16 0.76 Intersection Summary Area Type: Other Cycle Length: 150 Actuated Cycle Length: 150 Offset: 95 (63%), Referenced to phase 2:EBT and 6:, Start of Green Natural Cycle: 40 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.76 Intersection Signal Delay: 1.9 Intersection LOS: A Intersection Capacity Utilization 72.6% ICU Level of Service C Analysis Period (min) 15 m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 6: Adv RCUT West & Pine Ridge Rd Lanes, Volumes, Timings 7: Whippoorwill Ln & Pine Ridge Rd 02/05/2018 2040 Future with Innovative Intersection Improvements (CFI, RCUT, DDI) and Interconnect Synchro 9 Report AM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 138 1358 344 445 3402 282 0 0 682 0 0 280 Future Volume (vph) 138 1358 344 445 3402 282 0 0 682 0 0 280 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 300 300 300 175 0 400 0 150 Storage Lanes 1 1 1 1 0 2 0 1 Taper Length (ft) 50 50 25 25 Lane Util. Factor 1.00 0.91 1.00 1.00 0.91 1.00 1.00 1.00 0.76 1.00 1.00 0.88 Frt 0.850 0.850 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 1719 4848 1568 1787 4893 1468 0 0 3610 0 0 2656 Flt Permitted 0.039 0.147 Satd. Flow (perm) 71 4848 1568 277 4893 1468 0 0 3610 0 0 2656 Right Turn on Red Yes Yes No Yes Satd. Flow (RTOR) 287 203 76 Link Speed (mph) 45 45 30 30 Link Distance (ft) 668 1025 624 321 Travel Time (s) 10.1 15.5 14.2 7.3 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Heavy Vehicles (%) 5% 7% 3% 1% 6% 10% 0% 0% 2% 0% 0% 7% Adj. Flow (vph) 142 1400 355 459 3507 291 0 0 703 0 0 289 Shared Lane Traffic (%) Lane Group Flow (vph) 142 1400 355 459 3507 291 0 0 703 0 0 289 Turn Type pm+pt NA Perm pm+pt NA Perm Over Over Protected Phases 5 2 1 6 1 5 Permitted Phases 2 2 6 6 Detector Phase 522166 1 5 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s) 14.0 23.0 23.0 14.0 23.0 23.0 14.0 14.0 Total Split (s) 27.0 92.0 92.0 58.0 123.0 123.0 58.0 27.0 Total Split (%) 18.0% 61.3% 61.3% 38.7% 82.0% 82.0% 38.7% 18.0% Maximum Green (s) 20.3 85.3 85.3 51.3 116.3 116.3 51.3 20.3 Yellow Time (s) 4.4 4.4 4.4 4.4 4.4 4.4 4.4 4.4 All-Red Time (s) 2.3 2.3 2.3 2.3 2.3 2.3 2.3 2.3 Lost Time Adjust (s) -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 Total Lost Time (s) 5.2 5.2 5.2 5.2 5.2 5.2 5.2 5.2 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lead Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None C-Min C-Min None C-Min C-Min None None Walk Time (s) 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 Act Effct Green (s) 119.7 101.3 101.3 144.8 121.2 121.2 38.3 18.4 Actuated g/C Ratio 0.80 0.68 0.68 0.97 0.81 0.81 0.26 0.12 v/c Ratio 0.55 0.43 0.31 0.70 0.89 0.24 0.76 0.74 Control Delay 64.4 6.9 2.6 27.2 6.0 0.4 57.1 57.8 Queue Delay 0.0 0.2 0.0 0.0 1.0 0.0 0.0 0.0 Lanes, Volumes, Timings 7: Whippoorwill Ln & Pine Ridge Rd 02/05/2018 2040 Future with Innovative Intersection Improvements (CFI, RCUT, DDI) and Interconnect Synchro 9 Report AM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Total Delay 64.4 7.1 2.6 27.2 7.0 0.4 57.1 57.8 LOS E A A C A A E E Approach Delay 10.5 8.7 57.1 57.8 Approach LOS BAEE Queue Length 50th (ft) 98 256 30 208 331 4 281 115 Queue Length 95th (ft) 173 326 142 m200 m513 m3 318 171 Internal Link Dist (ft) 588 945 544 241 Turn Bay Length (ft) 300 300 300 175 400 150 Base Capacity (vph) 297 3273 1151 798 3952 1225 1270 450 Starvation Cap Reductn 0 851 0 0 216 0 0 0 Spillback Cap Reductn 000000 0 0 Storage Cap Reductn 000000 0 0 Reduced v/c Ratio 0.48 0.58 0.31 0.58 0.94 0.24 0.55 0.64 Intersection Summary Area Type: Other Cycle Length: 150 Actuated Cycle Length: 150 Offset: 88 (59%), Referenced to phase 2:EBTL and 6:WBTL, Start of Green Natural Cycle: 75 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.89 Intersection Signal Delay: 16.0 Intersection LOS: B Intersection Capacity Utilization 84.2% ICU Level of Service E Analysis Period (min) 15 m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 7: Whippoorwill Ln & Pine Ridge Rd Lanes, Volumes, Timings 8: Pine Ridge Rd & Adv RCUT East 02/05/2018 2040 Future with Innovative Intersection Improvements (CFI, RCUT, DDI) and Interconnect Synchro 9 Report AM Peak-Hour Lane Group EBU EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph) 490 0 1550 3639 0 0 0 Future Volume (vph) 490 0 1550 3639 0 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 500 0 0 0 Storage Lanes 2 0 0 0 Taper Length (ft) 100 25 Lane Util. Factor 0.97 1.00 0.91 0.91 1.00 1.00 1.00 Frt Flt Protected 0.950 Satd. Flow (prot) 3433 0 4893 4893 0 0 0 Flt Permitted 0.950 Satd. Flow (perm) 3433 0 4893 4893 0 0 0 Right Turn on Red No No Satd. Flow (RTOR) Link Speed (mph) 35 35 35 Link Distance (ft) 1025 535 68 Travel Time (s) 20.0 10.4 1.3 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Heavy Vehicles (%) 2% 0% 6% 6% 0% 0% 0% Adj. Flow (vph) 505 0 1598 3752 0 0 0 Shared Lane Traffic (%) Lane Group Flow (vph) 505 0 1598 3752 0 0 0 Turn Type Prot NA NA Protected Phases 5 Free 6 Permitted Phases Detector Phase 5 6 Switch Phase Minimum Initial (s) 7.0 7.0 Minimum Split (s) 14.0 23.0 Total Split (s) 28.0 122.0 Total Split (%) 18.7% 81.3% Maximum Green (s) 21.3 115.3 Yellow Time (s) 4.4 4.4 All-Red Time (s) 2.3 2.3 Lost Time Adjust (s) -1.5 -1.5 Total Lost Time (s) 5.2 5.2 Lead/Lag Lead Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 Recall Mode None C-Min Walk Time (s) 5.0 Flash Dont Walk (s) 11.0 Pedestrian Calls (#/hr) 0 Act Effct Green (s) 22.8 150.0 116.8 Actuated g/C Ratio 0.15 1.00 0.78 v/c Ratio 0.97 0.33 0.98 Control Delay 99.9 0.2 14.0 Queue Delay 0.0 0.0 2.8 Lanes, Volumes, Timings 8: Pine Ridge Rd & Adv RCUT East 02/05/2018 2040 Future with Innovative Intersection Improvements (CFI, RCUT, DDI) and Interconnect Synchro 9 Report AM Peak-Hour Lane Group EBU EBL EBT WBT WBR SBL SBR Total Delay 99.9 0.2 16.9 LOS F A B Approach Delay 24.1 16.9 Approach LOS C B Queue Length 50th (ft) 265 0 423 Queue Length 95th (ft) #378 0 #437 Internal Link Dist (ft) 945 455 1 Turn Bay Length (ft) 500 Base Capacity (vph) 521 4893 3810 Starvation Cap Reductn 0 0 40 Spillback Cap Reductn 0 0 58 Storage Cap Reductn 0 0 0 Reduced v/c Ratio 0.97 0.33 1.00 Intersection Summary Area Type: Other Cycle Length: 150 Actuated Cycle Length: 150 Offset: 44 (29%), Referenced to phase 2: and 6:WBT, Start of Green Natural Cycle: 100 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.98 Intersection Signal Delay: 19.5 Intersection LOS: B Intersection Capacity Utilization 93.0% ICU Level of Service F Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 8: Pine Ridge Rd & Adv RCUT East Lanes, Volumes, Timings 9: Pine Ridge Rd & I-75 SB Ramp 02/05/2018 2040 Future with Innovative Intersection Improvements (CFI, RCUT, DDI) and Interconnect Synchro 9 Report AM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NWL NWR SWL SWR Lane Configurations Traffic Volume (vph) 0 1120 405 0 2650 0000989 Future Volume (vph) 0 1120 405 0 2650 0000989 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 200 0 00000 Storage Lanes 0 1 0 00003 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 0.86 0.86 1.00 0.91 1.00 1.00 1.00 1.00 0.76 Frt 0.960 0.850 Flt Protected Satd. Flow (prot) 0 5923 0 0 4940 00003441 Flt Permitted Satd. Flow (perm) 0 5923 0 0 4940 00003441 Right Turn on Red No No No Satd. Flow (RTOR) Link Speed (mph) 35 35 35 35 Link Distance (ft) 535 327 536 554 Travel Time (s) 10.4 6.4 10.4 10.8 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles (%) 0% 7% 3% 0% 5% 0% 0% 0% 0% 7% Adj. Flow (vph) 0 1179 426 0 2789 00001041 Shared Lane Traffic (%) Lane Group Flow (vph) 0 1605 0 0 2789 00001041 Turn Type NA NA Prot Protected Phases Free 2 4 Permitted Phases Detector Phase 2 4 Switch Phase Minimum Initial (s) 7.0 7.0 Minimum Split (s) 23.0 23.0 Total Split (s) 95.0 55.0 Total Split (%) 63.3% 36.7% Maximum Green (s) 88.0 48.0 Yellow Time (s) 5.0 5.0 All-Red Time (s) 2.0 2.0 Lost Time Adjust (s) -1.5 -1.5 Total Lost Time (s) 5.5 5.5 Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 Recall Mode Min C-Min Walk Time (s) 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 Pedestrian Calls (#/hr) 0 0 Act Effct Green (s) 150.0 89.5 49.5 Actuated g/C Ratio 1.00 0.60 0.33 v/c Ratio 0.27 0.95 0.92 Control Delay 0.1 7.2 61.4 Queue Delay 0.0 2.8 0.0 Lanes, Volumes, Timings 9: Pine Ridge Rd & I-75 SB Ramp 02/05/2018 2040 Future with Innovative Intersection Improvements (CFI, RCUT, DDI) and Interconnect Synchro 9 Report AM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NWL NWR SWL SWR Total Delay 0.1 10.0 61.4 LOS A A E Approach Delay 0.1 10.0 61.4 Approach LOS A A E Queue Length 50th (ft) 0 73 429 Queue Length 95th (ft) 0 m78 #536 Internal Link Dist (ft) 455 247 456 474 Turn Bay Length (ft) Base Capacity (vph) 5923 2947 1135 Starvation Cap Reductn 0 43 0 Spillback Cap Reductn 1378 101 0 Storage Cap Reductn 0 0 0 Reduced v/c Ratio 0.35 0.98 0.92 Intersection Summary Area Type: Other Cycle Length: 150 Actuated Cycle Length: 150 Offset: 9 (6%), Referenced to phase 4:SWR, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.96 Intersection Signal Delay: 16.9 Intersection LOS: B Intersection Capacity Utilization 98.3% ICU Level of Service F Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 9: Pine Ridge Rd & I-75 SB Ramp Lanes, Volumes, Timings 10: Pine Ridge Rd 02/05/2018 2040 Future with Innovative Intersection Improvements (CFI, RCUT, DDI) and Interconnect Synchro 9 Report AM Peak-Hour Lane Group EBT EBR WBL WBT NWL NWR Lane Configurations Traffic Volume (vph) 1120 0 0 0 2650 0 Future Volume (vph) 1120 0 0 0 2650 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Util. Factor 0.86 1.00 1.00 1.00 0.94 1.00 Frt Flt Protected 0.950 Satd. Flow (prot) 6108 0 0 0 4848 0 Flt Permitted 0.950 Satd. Flow (perm) 6108 0 0 0 4848 0 Right Turn on Red No No Satd. Flow (RTOR) Link Speed (mph) 35 35 35 Link Distance (ft) 327 340 359 Travel Time (s) 6.4 6.6 7.0 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles (%) 7% 0% 0% 0% 5% 0% Adj. Flow (vph) 1179 0 0 0 2789 0 Shared Lane Traffic (%) Lane Group Flow (vph) 1179 0 0 0 2789 0 Turn Type NA Prot Protected Phases 4 2 Permitted Phases Detector Phase 4 2 Switch Phase Minimum Initial (s) 7.0 7.0 Minimum Split (s) 23.0 23.0 Total Split (s) 55.0 95.0 Total Split (%) 36.7% 63.3% Maximum Green (s) 48.0 88.0 Yellow Time (s) 5.0 5.0 All-Red Time (s) 2.0 2.0 Lost Time Adjust (s) -1.5 -1.5 Total Lost Time (s) 5.5 5.5 Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 Recall Mode C-Min Min Walk Time (s) 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 Pedestrian Calls (#/hr) 0 0 Act Effct Green (s) 49.5 89.5 Actuated g/C Ratio 0.33 0.60 v/c Ratio 0.59 0.96 Control Delay 53.0 27.7 Queue Delay 3.0 2.7 Total Delay 56.0 30.4 LOS E C Approach Delay 56.0 30.4 Lanes, Volumes, Timings 10: Pine Ridge Rd 02/05/2018 2040 Future with Innovative Intersection Improvements (CFI, RCUT, DDI) and Interconnect Synchro 9 Report AM Peak-Hour Lane Group EBT EBR WBL WBT NWL NWR Approach LOS E C Queue Length 50th (ft) 314 674 Queue Length 95th (ft) 367 #675 Internal Link Dist (ft) 247 260 279 Turn Bay Length (ft) Base Capacity (vph) 2015 2892 Starvation Cap Reductn 704 66 Spillback Cap Reductn 0 11 Storage Cap Reductn 0 0 Reduced v/c Ratio 0.90 0.99 Intersection Summary Area Type: Other Cycle Length: 150 Actuated Cycle Length: 150 Offset: 9 (6%), Referenced to phase 4:SWR, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.96 Intersection Signal Delay: 38.0 Intersection LOS: D Intersection Capacity Utilization 109.0% ICU Level of Service G Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 10: Pine Ridge Rd Lanes, Volumes, Timings 11: Pine Ridge Rd & I-75 SB Ramp 02/05/2018 2040 Future with Innovative Intersection Improvements (CFI, RCUT, DDI) and Interconnect Synchro 9 Report AM Peak-Hour Lane Group EBL EBT WBT WBR SEL SER Lane Configurations Traffic Volume (vph) 0 1120 0 0 395 0 Future Volume (vph) 0 1120 0 0 395 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 0.86 1.00 1.00 0.97 1.00 Frt Flt Protected 0.950 Satd. Flow (prot) 0 6108 0 0 3155 0 Flt Permitted 0.950 Satd. Flow (perm) 0 6108 0 0 3155 0 Right Turn on Red No No No Satd. Flow (RTOR) Link Speed (mph) 35 35 35 Link Distance (ft) 340 448 330 Travel Time (s) 6.6 8.7 6.4 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles (%) 0% 7% 0% 0% 11% 0% Adj. Flow (vph) 0 1179 0 0 416 0 Shared Lane Traffic (%) Lane Group Flow (vph) 0 1179 0 0 416 0 Turn Type NA Prot Protected Phases 4 2 Permitted Phases Detector Phase 4 2 Switch Phase Minimum Initial (s) 7.0 7.0 Minimum Split (s) 23.0 23.0 Total Split (s) 55.0 95.0 Total Split (%) 36.7% 63.3% Maximum Green (s) 48.0 88.0 Yellow Time (s) 5.0 5.0 All-Red Time (s) 2.0 2.0 Lost Time Adjust (s) -1.5 -1.5 Total Lost Time (s) 5.5 5.5 Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 Recall Mode C-Min Min Walk Time (s) 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 Pedestrian Calls (#/hr) 0 0 Act Effct Green (s) 49.5 89.5 Actuated g/C Ratio 0.33 0.60 v/c Ratio 0.59 0.22 Control Delay 3.9 14.4 Queue Delay 0.0 0.0 Total Delay 3.9 14.4 LOS A B Approach Delay 3.9 14.4 Lanes, Volumes, Timings 11: Pine Ridge Rd & I-75 SB Ramp 02/05/2018 2040 Future with Innovative Intersection Improvements (CFI, RCUT, DDI) and Interconnect Synchro 9 Report AM Peak-Hour Lane Group EBL EBT WBT WBR SEL SER Approach LOS A B Queue Length 50th (ft) 10 93 Queue Length 95th (ft) 11 122 Internal Link Dist (ft) 260 368 250 Turn Bay Length (ft) Base Capacity (vph) 2015 1882 Starvation Cap Reductn 0 0 Spillback Cap Reductn 0 0 Storage Cap Reductn 0 0 Reduced v/c Ratio 0.59 0.22 Intersection Summary Area Type: Other Cycle Length: 150 Actuated Cycle Length: 150 Offset: 9 (6%), Referenced to phase 4:SWR, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.96 Intersection Signal Delay: 6.6 Intersection LOS: A Intersection Capacity Utilization 43.3% ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 11: Pine Ridge Rd & I-75 SB Ramp Lanes, Volumes, Timings 12: I-75 NB Ramp & Pine Ridge Rd 02/05/2018 2040 Future with Innovative Intersection Improvements (CFI, RCUT, DDI) and Interconnect Synchro 9 Report AM Peak-Hour Lane Group EBT EBR WBL WBT NWL NWR Lane Configurations Traffic Volume (vph) 0 0 0 2407 479 0 Future Volume (vph) 0 0 0 2407 479 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 0.91 0.97 1.00 Frt Flt Protected 0.950 Satd. Flow (prot) 0 0 0 4940 3335 0 Flt Permitted 0.950 Satd. Flow (perm) 0 0 0 4940 3335 0 Right Turn on Red No No No Satd. Flow (RTOR) Link Speed (mph) 35 35 35 Link Distance (ft) 432 314 330 Travel Time (s) 8.4 6.1 6.4 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 Heavy Vehicles (%) 0% 0% 0% 5% 5% 0% Adj. Flow (vph) 0 0 0 2561 510 0 Shared Lane Traffic (%) Lane Group Flow (vph) 0 0 0 2561 510 0 Turn Type NA Prot Protected Phases 2 4 Permitted Phases Detector Phase 2 4 Switch Phase Minimum Initial (s) 7.0 7.0 Minimum Split (s) 23.0 23.0 Total Split (s) 98.0 52.0 Total Split (%) 65.3% 34.7% Maximum Green (s) 91.0 45.0 Yellow Time (s) 5.0 5.0 All-Red Time (s) 2.0 2.0 Lost Time Adjust (s) -1.5 -1.5 Total Lost Time (s) 5.5 5.5 Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 Recall Mode Min C-Min Walk Time (s) 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 Pedestrian Calls (#/hr) 0 0 Act Effct Green (s) 92.5 46.5 Actuated g/C Ratio 0.62 0.31 v/c Ratio 0.84 0.49 Control Delay 4.4 44.1 Queue Delay 0.3 0.0 Total Delay 4.7 44.1 LOS A D Approach Delay 4.7 44.1 Lanes, Volumes, Timings 12: I-75 NB Ramp & Pine Ridge Rd 02/05/2018 2040 Future with Innovative Intersection Improvements (CFI, RCUT, DDI) and Interconnect Synchro 9 Report AM Peak-Hour Lane Group EBT EBR WBL WBT NWL NWR Approach LOS A D Queue Length 50th (ft) 54 210 Queue Length 95th (ft) 60 267 Internal Link Dist (ft) 352 234 250 Turn Bay Length (ft) Base Capacity (vph) 3046 1033 Starvation Cap Reductn 0 0 Spillback Cap Reductn 109 0 Storage Cap Reductn 0 0 Reduced v/c Ratio 0.87 0.49 Intersection Summary Area Type: Other Cycle Length: 150 Actuated Cycle Length: 150 Offset: 20 (13%), Referenced to phase 4:NWL, Start of Green Natural Cycle: 60 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.84 Intersection Signal Delay: 11.2 Intersection LOS: B Intersection Capacity Utilization 85.9% ICU Level of Service E Analysis Period (min) 15 Splits and Phases: 12: I-75 NB Ramp & Pine Ridge Rd Lanes, Volumes, Timings 13: Pine Ridge Rd 02/05/2018 2040 Future with Innovative Intersection Improvements (CFI, RCUT, DDI) and Interconnect Synchro 9 Report AM Peak-Hour Lane Group EBL EBT WBT WBR SEL SER Lane Configurations Traffic Volume (vph) 0 0 2407 0 1020 0 Future Volume (vph) 0 0 2407 0 1020 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 0.91 1.00 0.94 1.00 Frt Flt Protected 0.950 Satd. Flow (prot) 0 0 4940 0 4713 0 Flt Permitted 0.950 Satd. Flow (perm) 0 0 4940 0 4713 0 Right Turn on Red No No Satd. Flow (RTOR) Link Speed (mph) 35 35 35 Link Distance (ft) 314 260 307 Travel Time (s) 6.1 5.1 6.0 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 Heavy Vehicles (%) 0% 0% 5% 0% 8% 0% Adj. Flow (vph) 0 0 2561 0 1085 0 Shared Lane Traffic (%) Lane Group Flow (vph) 0 0 2561 0 1085 0 Turn Type NA Prot Protected Phases 2 4 Permitted Phases Detector Phase 2 4 Switch Phase Minimum Initial (s) 7.0 7.0 Minimum Split (s) 23.0 23.0 Total Split (s) 98.0 52.0 Total Split (%) 65.3% 34.7% Maximum Green (s) 91.0 45.0 Yellow Time (s) 5.0 5.0 All-Red Time (s) 2.0 2.0 Lost Time Adjust (s) -1.5 -1.5 Total Lost Time (s) 5.5 5.5 Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 Recall Mode Min C-Min Walk Time (s) 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 Pedestrian Calls (#/hr) 0 0 Act Effct Green (s) 92.5 46.5 Actuated g/C Ratio 0.62 0.31 v/c Ratio 0.84 0.74 Control Delay 10.2 25.1 Queue Delay 0.0 0.0 Total Delay 10.2 25.1 LOS B C Approach Delay 10.2 25.1 Lanes, Volumes, Timings 13: Pine Ridge Rd 02/05/2018 2040 Future with Innovative Intersection Improvements (CFI, RCUT, DDI) and Interconnect Synchro 9 Report AM Peak-Hour Lane Group EBL EBT WBT WBR SEL SER Approach LOS B C Queue Length 50th (ft) 175 132 Queue Length 95th (ft) 202 148 Internal Link Dist (ft) 234 180 227 Turn Bay Length (ft) Base Capacity (vph) 3046 1461 Starvation Cap Reductn 0 0 Spillback Cap Reductn 0 0 Storage Cap Reductn 0 0 Reduced v/c Ratio 0.84 0.74 Intersection Summary Area Type: Other Cycle Length: 150 Actuated Cycle Length: 150 Offset: 20 (13%), Referenced to phase 4:NWL, Start of Green Natural Cycle: 60 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.84 Intersection Signal Delay: 14.6 Intersection LOS: B Intersection Capacity Utilization 90.4% ICU Level of Service E Analysis Period (min) 15 Splits and Phases: 13: Pine Ridge Rd Lanes, Volumes, Timings 14: I-75 NB Ramp & Pine Ridge Rd 02/05/2018 2040 Future with Innovative Intersection Improvements (CFI, RCUT, DDI) and Interconnect Synchro 9 Report AM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR SEL SER NEL NER Lane Configurations Traffic Volume (vph) 0 1020 0 0 2407 686 0 0 0 193 Future Volume (vph) 0 1020 0 0 2407 686 0 0 0 193 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 250 0000 Storage Lanes 0 0 0 10001 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 0.91 1.00 1.00 0.91 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.865 Flt Protected Satd. Flow (prot) 0 4803 0 0 4940 1538 0 0 0 1644 Flt Permitted Satd. Flow (perm) 0 4803 0 0 4940 1538 0 0 0 1644 Right Turn on Red No No No Satd. Flow (RTOR) Link Speed (mph) 35 35 35 35 Link Distance (ft) 260 992 477 425 Travel Time (s) 5.1 19.3 9.3 8.3 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Heavy Vehicles (%) 0% 8% 0% 0% 5% 5% 0% 0% 0% 0% Adj. Flow (vph) 0 1085 0 0 2561 730 0 0 0 205 Shared Lane Traffic (%) Lane Group Flow (vph) 0 1085 0 0 2561 730 0 0 0 205 Turn Type NA NA custom Prot Protected Phases 4 Free Free 2 Permitted Phases Free Detector Phase 4 2 Switch Phase Minimum Initial (s) 7.0 7.0 Minimum Split (s) 23.0 23.0 Total Split (s) 52.0 98.0 Total Split (%) 34.7% 65.3% Maximum Green (s) 45.0 91.0 Yellow Time (s) 5.0 5.0 All-Red Time (s) 2.0 2.0 Lost Time Adjust (s) -1.5 -1.5 Total Lost Time (s) 5.5 5.5 Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 Recall Mode C-Min Min Walk Time (s) 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 Pedestrian Calls (#/hr) 0 0 Act Effct Green (s) 46.5 150.0 150.0 92.5 Actuated g/C Ratio 0.31 1.00 1.00 0.62 v/c Ratio 0.73 0.52 0.47 0.20 Control Delay 4.7 0.1 0.3 13.2 Queue Delay 0.1 0.0 0.0 0.0 Lanes, Volumes, Timings 14: I-75 NB Ramp & Pine Ridge Rd 02/05/2018 2040 Future with Innovative Intersection Improvements (CFI, RCUT, DDI) and Interconnect Synchro 9 Report AM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR SEL SER NEL NER Total Delay 4.7 0.1 0.3 13.2 LOS A A A B Approach Delay 4.7 0.2 13.2 Approach LOS A A B Queue Length 50th (ft) 10 0 0 84 Queue Length 95th (ft) 11 m0 m0 125 Internal Link Dist (ft) 180 912 397 345 Turn Bay Length (ft) 250 Base Capacity (vph) 1488 4940 1538 1013 Starvation Cap Reductn 19 0 0 0 Spillback Cap Reductn 0 268 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.74 0.55 0.47 0.20 Intersection Summary Area Type: Other Cycle Length: 150 Actuated Cycle Length: 150 Offset: 20 (13%), Referenced to phase 4:NWL, Start of Green Natural Cycle: 60 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.84 Intersection Signal Delay: 1.8 Intersection LOS: A Intersection Capacity Utilization 81.9% ICU Level of Service D Analysis Period (min) 15 m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 14: I-75 NB Ramp & Pine Ridge Rd Lanes, Volumes, Timings 15: Napa Blvd & Pine Ridge Rd 02/05/2018 2040 Future with Innovative Intersection Improvements (CFI, RCUT, DDI) and Interconnect Synchro 9 Report AM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 376 745 92 44 2550 244 34 15 13 38 18 508 Future Volume (vph) 376 745 92 44 2550 244 34 15 13 38 18 508 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 610 0 274 210 0 0 0 0 Storage Lanes 2 0 1 1 0 0 0 1 Taper Length (ft) 100 50 25 25 Lane Util. Factor 0.97 0.91 0.91 1.00 0.91 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.983 0.850 0.972 0.850 Flt Protected 0.950 0.950 0.973 0.967 Satd. Flow (prot) 3433 4607 0 1805 4893 1524 0 1739 0 0 1753 1568 Flt Permitted 0.950 0.950 0.795 0.750 Satd. Flow (perm) 3433 4607 0 1805 4893 1524 0 1421 0 0 1360 1568 Right Turn on Red No No No No Satd. Flow (RTOR) Link Speed (mph) 35 35 35 35 Link Distance (ft) 992 744 572 470 Travel Time (s) 19.3 14.5 11.1 9.2 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Heavy Vehicles (%) 2% 12% 0% 0% 6% 6% 6% 0% 0% 7% 0% 3% Adj. Flow (vph) 404 801 99 47 2742 262 37 16 14 41 19 546 Shared Lane Traffic (%) Lane Group Flow (vph) 404 900 0 47 2742 262 0 67 0 0 60 546 Turn Type Prot NA Prot NA Perm Perm NA Perm NA pm+ov Protected Phases 1 6 5 2 4 8 1 Permitted Phases 2 4 8 8 Detector Phase 1 6 52244 881 Switch Phase Minimum Initial (s) 10.0 20.0 7.0 20.0 20.0 8.0 8.0 8.0 8.0 10.0 Minimum Split (s) 17.0 27.8 14.8 27.0 27.0 23.5 23.5 23.0 23.0 17.0 Total Split (s) 35.0 110.0 15.0 90.0 90.0 25.0 25.0 25.0 25.0 35.0 Total Split (%) 23.3% 73.3% 10.0% 60.0% 60.0% 16.7% 16.7% 16.7% 16.7% 23.3% Maximum Green (s) 28.2 103.2 8.2 83.2 83.2 18.1 18.1 18.1 18.1 28.2 Yellow Time (s) 4.8 4.8 4.8 4.8 4.8 4.4 4.4 4.4 4.4 4.8 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.5 2.5 2.5 2.5 2.0 Lost Time Adjust (s) -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 Total Lost Time (s) 5.3 5.3 5.3 5.3 5.3 5.4 5.4 5.3 Lead/Lag Lead Lag Lead Lag Lag Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None C-Min None C-Min C-Min None None None None None Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0000 00 Act Effct Green (s) 37.2 116.6 10.2 85.8 85.8 14.0 14.0 53.6 Actuated g/C Ratio 0.25 0.78 0.07 0.57 0.57 0.09 0.09 0.36 v/c Ratio 0.48 0.25 0.39 0.98 0.30 0.51 0.47 0.97 Control Delay 82.9 1.0 76.0 44.4 18.0 77.1 75.6 79.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Lanes, Volumes, Timings 15: Napa Blvd & Pine Ridge Rd 02/05/2018 2040 Future with Innovative Intersection Improvements (CFI, RCUT, DDI) and Interconnect Synchro 9 Report AM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Total Delay 82.9 1.0 76.0 44.4 18.0 77.1 75.6 79.5 LOS F A E D B E E E Approach Delay 26.4 42.6 77.1 79.1 Approach LOS C D E E Queue Length 50th (ft) 176 13 45 941 130 64 57 520 Queue Length 95th (ft) 231 17 90 #1089 189 114 104 #761 Internal Link Dist (ft) 912 664 492 390 Turn Bay Length (ft) 610 274 210 Base Capacity (vph) 850 3579 126 2797 871 185 177 560 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.48 0.25 0.37 0.98 0.30 0.36 0.34 0.97 Intersection Summary Area Type: Other Cycle Length: 150 Actuated Cycle Length: 150 Offset: 56 (37%), Referenced to phase 2:WBT and 6:EBT, Start of Green Natural Cycle: 110 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.98 Intersection Signal Delay: 43.3 Intersection LOS: D Intersection Capacity Utilization 100.7% ICU Level of Service G Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 15: Napa Blvd & Pine Ridge Rd Lanes, Volumes, Timings 1: Livingston Rd & SB CFI 02/05/2018 2040 Future with Innovative Intersection Improvements (CFRI, RCUT, DDI) and Interconnect Synchro 9 Report PM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)0000043701393 0 436 849 330 Future Volume (vph)0000043701393 0 436 849 330 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 0 0 0 400 150 Storage Lanes 0 0 0 1 0 0 2 1 Taper Length (ft) 25 25 25 100 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.91 1.00 0.97 0.91 1.00 Frt 0.865 0.850 Flt Protected 0.950 Satd. Flow (prot)000001611 0 5036 0 3400 4940 1599 Flt Permitted 0.950 Satd. Flow (perm)000001611 0 5036 0 3400 4940 1599 Right Turn on Red No Yes No No Satd. Flow (RTOR) 31 Link Speed (mph) 35 35 35 35 Link Distance (ft) 560 609 527 695 Travel Time (s) 10.9 11.9 10.3 13.5 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Heavy Vehicles (%) 0% 0% 0% 0% 0% 2% 0% 3% 0% 3% 5% 1% Adj. Flow (vph)0000045101436 0 449 875 340 Shared Lane Traffic (%) Lane Group Flow (vph)0000045101436 0 449 875 340 Turn Type Over NA Prot NA Perm Protected Phases 1 2 1 Free Permitted Phases Free Detector Phase 1 2 1 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 Minimum Split (s) 14.2 23.2 14.2 Total Split (s) 68.0 82.0 68.0 Total Split (%) 45.3% 54.7% 45.3% Maximum Green (s) 60.8 74.8 60.8 Yellow Time (s) 4.8 4.8 4.8 All-Red Time (s) 2.4 2.4 2.4 Lost Time Adjust (s) -1.5 -1.5 -1.5 Total Lost Time (s) 5.7 5.7 5.7 Lead/Lag Lead Lag Lead Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 Recall Mode None C-Min None Walk Time (s) 5.0 Flash Dont Walk (s) 11.0 Pedestrian Calls (#/hr) 0 Act Effct Green (s) 51.9 86.7 51.9 150.0 150.0 Actuated g/C Ratio 0.35 0.58 0.35 1.00 1.00 v/c Ratio 0.78 0.49 0.38 0.18 0.21 Control Delay 48.4 1.4 36.9 0.1 0.3 Queue Delay 0.2 0.4 0.0 0.0 0.0 Lanes, Volumes, Timings 1: Livingston Rd & SB CFI 02/05/2018 2040 Future with Innovative Intersection Improvements (CFRI, RCUT, DDI) and Interconnect Synchro 9 Report PM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Total Delay 48.6 1.8 36.9 0.1 0.3 LOS D A D A A Approach Delay 48.6 1.8 10.1 Approach LOS D A B Queue Length 50th (ft) 416 0 168 0 0 Queue Length 95th (ft) 510 0 195 0 0 Internal Link Dist (ft) 480 529 447 615 Turn Bay Length (ft)400 150 Base Capacity (vph) 687 2910 1412 4940 1599 Starvation Cap Reductn 25 830 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.68 0.69 0.32 0.18 0.21 Intersection Summary Area Type: Other Cycle Length: 150 Actuated Cycle Length: 150 Offset: 12 (8%), Referenced to phase 2:NBT and 6:, Start of Green Natural Cycle: 45 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.82 Intersection Signal Delay: 11.6 Intersection LOS: B Intersection Capacity Utilization 63.5% ICU Level of Service B Analysis Period (min) 15 Splits and Phases: 1: Livingston Rd & SB CFI Lanes, Volumes, Timings 2: NB CFI & Pine Ridge Rd 02/05/2018 2040 Future with Innovative Intersection Improvements (CFRI, RCUT, DDI) and Interconnect Synchro 9 Report PM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 2481 475 0 1674 0 356 0000330 Future Volume (vph) 0 2481 475 0 1674 0 356 0000330 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 300 0 0 0 0 0 0 Storage Lanes 0 3 0 0 2 0 0 1 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 0.81 1.00 1.00 0.91 1.00 0.97 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.865 Flt Protected 0.950 Satd. Flow (prot) 0 7471 1599 0 5036 0 3433 00001627 Flt Permitted 0.950 Satd. Flow (perm) 0 7471 1599 0 5036 0 3433 00001627 Right Turn on Red Yes No No Yes Satd. Flow (RTOR) 490 31 Link Speed (mph) 35 35 35 35 Link Distance (ft) 808 185 681 560 Travel Time (s) 15.7 3.6 13.3 10.9 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Heavy Vehicles (%) 0% 3% 1% 0% 3% 0% 2% 0% 0% 0% 0% 1% Adj. Flow (vph) 0 2558 490 0 1726 0 367 0000340 Shared Lane Traffic (%) Lane Group Flow (vph) 0 2558 490 0 1726 0 367 0000340 Turn Type NA Perm NA Prot custom Protected Phases 2 5 6 8 5 Permitted Phases 2 5 4 5 Detector Phase 2 5 2 5 6 8 5 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 Minimum Split (s) 23.2 23.2 14.2 Total Split (s) 80.0 43.0 27.0 Total Split (%) 53.3% 28.7% 18.0% Maximum Green (s) 72.8 35.8 19.8 Yellow Time (s) 4.8 4.8 4.8 All-Red Time (s) 2.4 2.4 2.4 Lost Time Adjust (s) -1.5 -1.5 -1.5 Total Lost Time (s) 5.7 5.7 5.7 Lead/Lag Lag Lead Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 Recall Mode C-Min None None Walk Time (s) 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 Pedestrian Calls (#/hr) 0 0 Act Effct Green (s) 92.6 92.6 74.3 37.3 64.3 Actuated g/C Ratio 0.62 0.62 0.50 0.25 0.43 v/c Ratio 0.55 0.42 0.69 0.43 0.48 Control Delay 13.7 1.8 2.7 46.7 30.4 Queue Delay 0.1 0.0 0.0 0.0 0.7 Lanes, Volumes, Timings 2: NB CFI & Pine Ridge Rd 02/05/2018 2040 Future with Innovative Intersection Improvements (CFRI, RCUT, DDI) and Interconnect Synchro 9 Report PM Peak-Hour Lane Group Ø1 Ø2 Ø4 Lane Configurations Traffic Volume (vph) Future Volume (vph) Ideal Flow (vphpl) Storage Length (ft) Storage Lanes Taper Length (ft) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Right Turn on Red Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor Heavy Vehicles (%) Adj. Flow (vph) Shared Lane Traffic (%) Lane Group Flow (vph) Turn Type Protected Phases 1 2 4 Permitted Phases Detector Phase Switch Phase Minimum Initial (s) 7.0 7.0 7.0 Minimum Split (s) 14.2 23.2 23.2 Total Split (s) 30.0 77.0 43.0 Total Split (%) 20% 51% 29% Maximum Green (s) 22.8 69.8 35.8 Yellow Time (s) 4.8 4.8 4.8 All-Red Time (s) 2.4 2.4 2.4 Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lead Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 Recall Mode None C-Min None Walk Time (s) 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 Pedestrian Calls (#/hr) 0 0 Act Effct Green (s) Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Lanes, Volumes, Timings 2: NB CFI & Pine Ridge Rd 02/05/2018 2040 Future with Innovative Intersection Improvements (CFRI, RCUT, DDI) and Interconnect Synchro 9 Report PM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Total Delay 13.8 1.8 2.7 46.7 31.0 LOS B A A D C Approach Delay 11.9 2.7 46.7 31.0 Approach LOS B A D C Queue Length 50th (ft) 284 0 13 197 215 Queue Length 95th (ft) 304 35 11 245 309 Internal Link Dist (ft) 728 105 601 480 Turn Bay Length (ft) 300 Base Capacity (vph) 4612 1174 2494 853 715 Starvation Cap Reductn 0 0 0 0 141 Spillback Cap Reductn 629 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.64 0.42 0.69 0.43 0.59 Intersection Summary Area Type: Other Cycle Length: 150 Actuated Cycle Length: 150 Offset: 75 (50%), Referenced to phase 2:EBT and 6:WBT, Start of Green Natural Cycle: 100 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.94 Intersection Signal Delay: 12.5 Intersection LOS: B Intersection Capacity Utilization 75.8% ICU Level of Service D Analysis Period (min) 15 Splits and Phases: 2: NB CFI & Pine Ridge Rd Lanes, Volumes, Timings 3: Livingston Rd & Pine Ridge Rd 02/05/2018 2040 Future with Innovative Intersection Improvements (CFRI, RCUT, DDI) and Interconnect Synchro 9 Report PM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 298 2183 0 221 1674 0 0 1095 0 0 849 0 Future Volume (vph) 298 2183 0 221 1674 0 0 1095 0 0 849 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. Factor 0.97 0.91 1.00 0.97 0.91 1.00 1.00 0.91 1.00 1.00 0.91 1.00 Frt Flt Protected 0.950 0.950 Satd. Flow (prot) 3467 5036 0 3367 5036 0 0 5036 0 0 4988 0 Flt Permitted 0.950 0.950 Satd. Flow (perm) 3467 5036 0 3367 5036 0 0 5036 0 0 4988 0 Right Turn on Red No No No No Satd. Flow (RTOR) Link Speed (mph) 35 35 35 35 Link Distance (ft) 185 164 581 527 Travel Time (s) 3.6 3.2 11.3 10.3 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Heavy Vehicles (%) 1% 3% 0% 4% 3% 0% 0% 3% 0% 0% 4% 0% Adj. Flow (vph) 307 2251 0 228 1726 0 0 1129 0 0 875 0 Shared Lane Traffic (%) Lane Group Flow (vph) 307 2251 0 228 1726 0 0 1129 0 0 875 0 Turn Type Prot NA Prot NA NA NA Protected Phases 5 2 1 6 8 4 Permitted Phases Detector Phase 5 2 1 6 8 4 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s) 14.2 23.2 14.2 23.2 23.2 23.2 Total Split (s) 27.0 77.0 30.0 80.0 43.0 43.0 Total Split (%) 18.0% 51.3% 20.0% 53.3% 28.7% 28.7% Maximum Green (s) 19.8 69.8 22.8 72.8 35.8 35.8 Yellow Time (s) 4.8 4.8 4.8 4.8 4.8 4.8 All-Red Time (s) 2.4 2.4 2.4 2.4 2.4 2.4 Lost Time Adjust (s) -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 Total Lost Time (s) 5.7 5.7 5.7 5.7 5.7 5.7 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None C-Min None C-Min None None Walk Time (s) 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr)0000 Act Effct Green (s) 21.3 71.3 24.3 74.3 37.3 37.3 Actuated g/C Ratio 0.14 0.48 0.16 0.50 0.25 0.25 v/c Ratio 0.62 0.94 0.42 0.69 0.90 0.71 Control Delay 68.6 32.3 47.8 23.9 65.1 55.0 Queue Delay 59.1 0.1 26.8 0.0 0.0 0.0 Total Delay 127.8 32.3 74.5 23.9 65.1 55.0 LOS F C E C E D Approach Delay 43.8 29.8 65.1 55.0 Lanes, Volumes, Timings 3: Livingston Rd & Pine Ridge Rd 02/05/2018 2040 Future with Innovative Intersection Improvements (CFRI, RCUT, DDI) and Interconnect Synchro 9 Report PM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Approach LOS D C E D Queue Length 50th (ft) 107 753 58 567 394 287 Queue Length 95th (ft) 163 828 89 623 #460 340 Internal Link Dist (ft) 105 84 501 447 Turn Bay Length (ft) Base Capacity (vph) 492 2393 545 2494 1252 1240 Starvation Cap Reductn 217 0 312 0 0 0 Spillback Cap Reductn 0 3 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 1.12 0.94 0.98 0.69 0.90 0.71 Intersection Summary Area Type: Other Cycle Length: 150 Actuated Cycle Length: 150 Offset: 75 (50%), Referenced to phase 2:EBT and 6:WBT, Start of Green Natural Cycle: 100 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.94 Intersection Signal Delay: 44.8 Intersection LOS: D Intersection Capacity Utilization 83.9% ICU Level of Service E Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 3: Livingston Rd & Pine Ridge Rd Lanes, Volumes, Timings 4: Pine Ridge Rd & SB CFI 02/05/2018 2040 Future with Innovative Intersection Improvements (CFRI, RCUT, DDI) and Interconnect Synchro 9 Report PM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 2183 0 0 1895 437 0 0 611 436 0 0 Future Volume (vph) 0 2183 0 0 1895 437 0 0 611 436 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 400 0 0 0 0 Storage Lanes 0 0 0 3 0 1 2 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 0.91 1.00 1.00 0.81 1.00 1.00 1.00 1.00 0.97 1.00 1.00 Frt 0.850 0.865 Flt Protected 0.950 Satd. Flow (prot) 0 5036 0 0 7471 1583 0 0 1580 3400 0 0 Flt Permitted 0.950 Satd. Flow (perm) 0 5036 0 0 7471 1583 0 0 1580 3400 0 0 Right Turn on Red No Yes Yes No Satd. Flow (RTOR) 451 31 Link Speed (mph) 35 35 35 35 Link Distance (ft) 164 1740 642 609 Travel Time (s) 3.2 33.9 12.5 11.9 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Heavy Vehicles (%) 0% 3% 0% 0% 3% 2% 0% 0% 4% 3% 0% 0% Adj. Flow (vph) 0 2251 0 0 1954 451 0 0 630 449 0 0 Shared Lane Traffic (%) Lane Group Flow (vph) 0 2251 0 0 1954 451 0 0 630 449 0 0 Turn Type NA NA Perm custom Prot Protected Phases 2 1 6 1 4 Permitted Phases 1 6 1 8 Detector Phase 2 1 6 1 6 1 4 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 Minimum Split (s) 23.2 14.2 23.2 Total Split (s) 77.0 30.0 43.0 Total Split (%) 51.3% 20.0% 28.7% Maximum Green (s) 69.8 22.8 35.8 Yellow Time (s) 4.8 4.8 4.8 All-Red Time (s) 2.4 2.4 2.4 Lost Time Adjust (s) -1.5 -1.5 -1.5 Total Lost Time (s) 5.7 5.7 5.7 Lead/Lag Lag Lead Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 Recall Mode C-Min None None Walk Time (s) 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 Pedestrian Calls (#/hr) 0 0 Act Effct Green (s) 71.3 98.6 98.6 67.3 37.3 Actuated g/C Ratio 0.48 0.66 0.66 0.45 0.25 v/c Ratio 0.94 0.40 0.38 0.87 0.53 Control Delay 6.7 9.4 1.8 48.8 50.0 Queue Delay 0.0 0.0 0.0 2.6 0.0 Lanes, Volumes, Timings 4: Pine Ridge Rd & SB CFI 02/05/2018 2040 Future with Innovative Intersection Improvements (CFRI, RCUT, DDI) and Interconnect Synchro 9 Report PM Peak-Hour Lane Group Ø5 Ø6 Ø8 Lane Configurations Traffic Volume (vph) Future Volume (vph) Ideal Flow (vphpl) Storage Length (ft) Storage Lanes Taper Length (ft) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Right Turn on Red Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor Heavy Vehicles (%) Adj. Flow (vph) Shared Lane Traffic (%) Lane Group Flow (vph) Turn Type Protected Phases 5 6 8 Permitted Phases Detector Phase Switch Phase Minimum Initial (s) 7.0 7.0 7.0 Minimum Split (s) 14.2 23.2 23.2 Total Split (s) 27.0 80.0 43.0 Total Split (%) 18% 53% 29% Maximum Green (s) 19.8 72.8 35.8 Yellow Time (s) 4.8 4.8 4.8 All-Red Time (s) 2.4 2.4 2.4 Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lead Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 Recall Mode None C-Min None Walk Time (s) 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 Pedestrian Calls (#/hr) 0 0 Act Effct Green (s) Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Lanes, Volumes, Timings 4: Pine Ridge Rd & SB CFI 02/05/2018 2040 Future with Innovative Intersection Improvements (CFRI, RCUT, DDI) and Interconnect Synchro 9 Report PM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Total Delay 6.7 9.4 1.8 51.3 50.0 LOS A A A D D Approach Delay 6.7 8.0 51.3 50.0 Approach LOS A A D D Queue Length 50th (ft) 18 204 32 528 241 Queue Length 95th (ft) 39 193 34 #766 300 Internal Link Dist (ft) 84 1660 562 529 Turn Bay Length (ft) 400 Base Capacity (vph) 2393 4910 1195 725 845 Starvation Cap Reductn 0 0 0 37 0 Spillback Cap Reductn 0 696 44 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.94 0.46 0.39 0.92 0.53 Intersection Summary Area Type: Other Cycle Length: 150 Actuated Cycle Length: 150 Offset: 75 (50%), Referenced to phase 2:EBT and 6:WBT, Start of Green Natural Cycle: 100 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.94 Intersection Signal Delay: 15.6 Intersection LOS: B Intersection Capacity Utilization 105.3% ICU Level of Service G Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 4: Pine Ridge Rd & SB CFI Lanes, Volumes, Timings 5: Livingston Rd & NB CFI 02/05/2018 2040 Future with Innovative Intersection Improvements (CFRI, RCUT, DDI) and Interconnect Synchro 9 Report PM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 0 475 0 0 0 356 1095 611 0 1128 0 Future Volume (vph) 0 0 475 0 0 0 356 1095 611 0 1128 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 0 400 150 0 0 Storage Lanes 0 1 0 0 2 1 0 0 Taper Length (ft) 25 25 100 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 0.97 0.91 1.00 1.00 0.91 1.00 Frt 0.865 0.850 Flt Protected 0.950 Satd. Flow (prot) 0 0 1627 0 0 0 3433 5036 1553 0 4988 0 Flt Permitted 0.950 Satd. Flow (perm) 0 0 1627 0 0 0 3433 5036 1553 0 4988 0 Right Turn on Red Yes No No No Satd. Flow (RTOR) 51 Link Speed (mph) 35 35 35 35 Link Distance (ft) 681 642 2204 581 Travel Time (s) 13.3 12.5 42.9 11.3 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.95 0.97 0.97 0.97 0.97 0.97 0.97 Heavy Vehicles (%) 0% 0% 1% 0% 0% 0% 2% 3% 4% 0% 4% 0% Adj. Flow (vph) 0 0 490 0 0 0 367 1129 630 0 1163 0 Shared Lane Traffic (%) Lane Group Flow (vph) 0 0 490 0 0 0 367 1129 630 0 1163 0 Turn Type Over Prot NA Perm NA Protected Phases 1 1 Free 2 Permitted Phases Free Detector Phase 1 1 2 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 Minimum Split (s) 14.2 14.2 23.2 Total Split (s) 68.0 68.0 82.0 Total Split (%) 45.3% 45.3% 54.7% Maximum Green (s) 60.8 60.8 74.8 Yellow Time (s) 4.8 4.8 4.8 All-Red Time (s) 2.4 2.4 2.4 Lost Time Adjust (s) -1.5 -1.5 -1.5 Total Lost Time (s) 5.7 5.7 5.7 Lead/Lag Lead Lead Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 Recall Mode None None C-Min Walk Time (s)5.0 Flash Dont Walk (s)11.0 Pedestrian Calls (#/hr)0 Act Effct Green (s) 51.9 51.9 150.0 150.0 86.7 Actuated g/C Ratio 0.35 0.35 1.00 1.00 0.58 v/c Ratio 0.82 0.31 0.22 0.41 0.40 Control Delay 49.7 35.5 0.1 0.8 2.1 Queue Delay 0.1 0.0 0.0 0.1 0.2 Lanes, Volumes, Timings 5: Livingston Rd & NB CFI 02/05/2018 2040 Future with Innovative Intersection Improvements (CFRI, RCUT, DDI) and Interconnect Synchro 9 Report PM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Total Delay 49.7 35.5 0.1 0.8 2.3 LOS D D A A A Approach Delay 49.7 6.4 2.3 Approach LOS D A A Queue Length 50th (ft) 394 133 0 0 9 Queue Length 95th (ft) 492 158 0 0 11 Internal Link Dist (ft) 601 562 2124 501 Turn Bay Length (ft) 400 150 Base Capacity (vph) 705 1425 5036 1553 2882 Starvation Cap Reductn 6 0 0 0 755 Spillback Cap Reductn 0 0 0 120 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.70 0.26 0.22 0.44 0.55 Intersection Summary Area Type: Other Cycle Length: 150 Actuated Cycle Length: 150 Offset: 12 (8%), Referenced to phase 2:NBT and 6:, Start of Green Natural Cycle: 45 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.82 Intersection Signal Delay: 10.8 Intersection LOS: B Intersection Capacity Utilization 60.7% ICU Level of Service B Analysis Period (min) 15 Splits and Phases: 5: Livingston Rd & NB CFI Lanes, Volumes, Timings 6: Adv RCUT West & Pine Ridge Rd 02/05/2018 2040 Future with Innovative Intersection Improvements (CFRI, RCUT, DDI) and Interconnect Synchro 9 Report PM Peak-Hour Lane Group EBT EBR WBU WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 3598 0 422 0 2629 0 0 Future Volume (vph) 3598 0 422 0 2629 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 250 0 0 Storage Lanes 0 2 0 0 Taper Length (ft) 100 25 Lane Util. Factor 0.91 1.00 0.97 1.00 0.91 1.00 1.00 Frt Flt Protected 0.950 Satd. Flow (prot) 5036 0 3433 0 5036 0 0 Flt Permitted 0.950 Satd. Flow (perm) 5036 0 3433 0 5036 0 0 Right Turn on Red No No Satd. Flow (RTOR) Link Speed (mph) 35 35 35 Link Distance (ft) 1740 668 74 Travel Time (s) 33.9 13.0 1.4 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Heavy Vehicles (%) 3% 0% 2% 0% 3% 0% 0% Adj. Flow (vph) 3748 0 440 0 2739 0 0 Shared Lane Traffic (%) Lane Group Flow (vph) 3748 0 440 0 2739 0 0 Turn Type NA Prot NA Protected Phases 2 1 Free Permitted Phases Detector Phase 2 1 Switch Phase Minimum Initial (s) 7.0 7.0 Minimum Split (s) 23.0 14.0 Total Split (s) 123.0 27.0 Total Split (%) 82.0% 18.0% Maximum Green (s) 116.3 20.3 Yellow Time (s) 4.4 4.4 All-Red Time (s) 2.3 2.3 Lost Time Adjust (s) -1.5 -1.5 Total Lost Time (s) 5.2 5.2 Lead/Lag Lag Lead Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 Recall Mode C-Min None Walk Time (s) 5.0 Flash Dont Walk (s) 11.0 Pedestrian Calls (#/hr) 0 Act Effct Green (s) 117.9 21.7 150.0 Actuated g/C Ratio 0.79 0.14 1.00 v/c Ratio 0.95 0.89 0.54 Control Delay 9.5 74.0 0.3 Queue Delay 44.5 0.0 0.0 Lanes, Volumes, Timings 6: Adv RCUT West & Pine Ridge Rd 02/05/2018 2040 Future with Innovative Intersection Improvements (CFRI, RCUT, DDI) and Interconnect Synchro 9 Report PM Peak-Hour Lane Group EBT EBR WBU WBL WBT NBL NBR Total Delay 53.9 74.0 0.3 LOS D E A Approach Delay 53.9 10.5 Approach LOS D B Queue Length 50th (ft) 171 234 0 Queue Length 95th (ft) 199 #319 0 Internal Link Dist (ft) 1660 588 1 Turn Bay Length (ft) 250 Base Capacity (vph) 3958 498 5036 Starvation Cap Reductn 0 0 0 Spillback Cap Reductn 623 0 0 Storage Cap Reductn 0 0 0 Reduced v/c Ratio 1.12 0.88 0.54 Intersection Summary Area Type: Other Cycle Length: 150 Actuated Cycle Length: 150 Offset: 93 (62%), Referenced to phase 2:EBT and 6:, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.95 Intersection Signal Delay: 34.0 Intersection LOS: C Intersection Capacity Utilization 90.2% ICU Level of Service E Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 6: Adv RCUT West & Pine Ridge Rd Lanes, Volumes, Timings 7: Whippoorwill Ln & Pine Ridge Rd 02/05/2018 2040 Future with Innovative Intersection Improvements (CFRI, RCUT, DDI) and Interconnect Synchro 9 Report PM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 454 3146 420 204 2376 311 0 0 879 0 0 675 Future Volume (vph) 454 3146 420 204 2376 311 0 0 879 0 0 675 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 300 300 300 175 0 400 0 150 Storage Lanes 1 1 1 1 0 2 0 1 Taper Length (ft) 50 50 25 25 Lane Util. Factor 1.00 0.91 1.00 1.00 0.91 1.00 1.00 1.00 0.76 1.00 1.00 0.88 Frt 0.850 0.850 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 1736 5036 1599 1770 5036 1553 0 0 3610 0 0 2707 Flt Permitted 0.040 0.042 Satd. Flow (perm) 73 5036 1599 78 5036 1553 0 0 3610 0 0 2707 Right Turn on Red Yes Yes No Yes Satd. Flow (RTOR) 334 174 27 Link Speed (mph) 45 45 30 30 Link Distance (ft) 668 1025 628 321 Travel Time (s) 10.1 15.5 14.3 7.3 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Heavy Vehicles (%) 4% 3% 1% 2% 3% 4% 0% 0% 2% 0% 0% 5% Adj. Flow (vph) 473 3277 438 213 2475 324 0 0 916 0 0 703 Shared Lane Traffic (%) Lane Group Flow (vph) 473 3277 438 213 2475 324 0 0 916 0 0 703 Turn Type pm+pt NA Perm pm+pt NA Perm Over Over Protected Phases 5 2 1 6 1 5 Permitted Phases 2 2 6 6 Detector Phase 522166 1 5 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s) 14.0 23.0 23.0 14.0 23.0 23.0 14.0 14.0 Total Split (s) 54.0 104.0 104.0 46.0 96.0 96.0 46.0 54.0 Total Split (%) 36.0% 69.3% 69.3% 30.7% 64.0% 64.0% 30.7% 36.0% Maximum Green (s) 47.3 97.3 97.3 39.3 89.3 89.3 39.3 47.3 Yellow Time (s) 4.4 4.4 4.4 4.4 4.4 4.4 4.4 4.4 All-Red Time (s) 2.3 2.3 2.3 2.3 2.3 2.3 2.3 2.3 Lost Time Adjust (s) -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 Total Lost Time (s) 5.2 5.2 5.2 5.2 5.2 5.2 5.2 5.2 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lead Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None C-Min C-Min None C-Min C-Min None None Walk Time (s) 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 Act Effct Green (s) 142.5 99.1 99.1 135.6 95.1 95.1 40.5 44.5 Actuated g/C Ratio 0.95 0.66 0.66 0.90 0.63 0.63 0.27 0.30 v/c Ratio 0.84 0.98 0.37 0.40 0.78 0.31 0.94 0.86 Control Delay 53.7 24.4 1.0 38.3 16.6 4.2 71.0 58.7 Queue Delay 0.1 41.2 0.5 0.0 0.2 0.0 0.0 0.0 Lanes, Volumes, Timings 7: Whippoorwill Ln & Pine Ridge Rd 02/05/2018 2040 Future with Innovative Intersection Improvements (CFRI, RCUT, DDI) and Interconnect Synchro 9 Report PM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Total Delay 53.8 65.6 1.5 38.3 16.8 4.2 71.0 58.7 LOS D E A D B A E E Approach Delay 57.6 17.0 71.0 58.7 Approach LOS EBEE Queue Length 50th (ft) 376 1035 13 111 518 24 385 352 Queue Length 95th (ft) m385 #1272 m22 224 760 53 #492 430 Internal Link Dist (ft) 588 945 548 241 Turn Bay Length (ft) 300 300 300 175 400 150 Base Capacity (vph) 611 3327 1169 530 3193 1048 981 898 Starvation Cap Reductn 3 382 351 0 182 0 0 0 Spillback Cap Reductn 000000 0 0 Storage Cap Reductn 000000 0 0 Reduced v/c Ratio 0.78 1.11 0.54 0.40 0.82 0.31 0.93 0.78 Intersection Summary Area Type: Other Cycle Length: 150 Actuated Cycle Length: 150 Offset: 131 (87%), Referenced to phase 2:EBTL and 6:WBTL, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.98 Intersection Signal Delay: 45.2 Intersection LOS: D Intersection Capacity Utilization 90.0% ICU Level of Service E Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 7: Whippoorwill Ln & Pine Ridge Rd Lanes, Volumes, Timings 8: Pine Ridge Rd & Adv RCUT East 02/05/2018 2040 Future with Innovative Intersection Improvements (CFRI, RCUT, DDI) and Interconnect Synchro 9 Report PM Peak-Hour Lane Group EBU EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph) 514 0 3511 2377 0 0 0 Future Volume (vph) 514 0 3511 2377 0 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 500 0 0 0 Storage Lanes 2 0 0 0 Taper Length (ft) 100 25 Lane Util. Factor 0.97 1.00 0.91 0.91 1.00 1.00 1.00 Frt Flt Protected 0.950 Satd. Flow (prot) 3433 0 5036 5036 0 0 0 Flt Permitted 0.950 Satd. Flow (perm) 3433 0 5036 5036 0 0 0 Right Turn on Red No No Satd. Flow (RTOR) Link Speed (mph) 35 35 35 Link Distance (ft) 1025 535 68 Travel Time (s) 20.0 10.4 1.3 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Heavy Vehicles (%) 2% 0% 3% 3% 0% 0% 0% Adj. Flow (vph) 535 0 3657 2476 0 0 0 Shared Lane Traffic (%) Lane Group Flow (vph) 535 0 3657 2476 0 0 0 Turn Type Prot NA NA Protected Phases 5 Free 6 Permitted Phases Detector Phase 5 6 Switch Phase Minimum Initial (s) 7.0 7.0 Minimum Split (s) 14.0 23.0 Total Split (s) 45.0 105.0 Total Split (%) 30.0% 70.0% Maximum Green (s) 38.3 98.3 Yellow Time (s) 4.4 4.4 All-Red Time (s) 2.3 2.3 Lost Time Adjust (s) -1.5 -1.5 Total Lost Time (s) 5.2 5.2 Lead/Lag Lead Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 Recall Mode None C-Min Walk Time (s) 5.0 Flash Dont Walk (s) 11.0 Pedestrian Calls (#/hr) 0 Act Effct Green (s) 30.2 150.0 109.4 Actuated g/C Ratio 0.20 1.00 0.73 v/c Ratio 0.78 0.73 0.67 Control Delay 52.9 0.3 5.1 Queue Delay 0.0 0.0 0.3 Lanes, Volumes, Timings 8: Pine Ridge Rd & Adv RCUT East 02/05/2018 2040 Future with Innovative Intersection Improvements (CFRI, RCUT, DDI) and Interconnect Synchro 9 Report PM Peak-Hour Lane Group EBU EBL EBT WBT WBR SBL SBR Total Delay 52.9 0.3 5.4 LOS D A A Approach Delay 7.0 5.4 Approach LOS A A Queue Length 50th (ft) 251 0 107 Queue Length 95th (ft) m260 m0 110 Internal Link Dist (ft) 945 455 1 Turn Bay Length (ft) 500 Base Capacity (vph) 910 5036 3674 Starvation Cap Reductn 0 0 505 Spillback Cap Reductn 0 0 0 Storage Cap Reductn 0 0 0 Reduced v/c Ratio 0.59 0.73 0.78 Intersection Summary Area Type: Other Cycle Length: 150 Actuated Cycle Length: 150 Offset: 109 (73%), Referenced to phase 2: and 6:WBT, Start of Green Natural Cycle: 60 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.78 Intersection Signal Delay: 6.4 Intersection LOS: A Intersection Capacity Utilization 71.2% ICU Level of Service C Analysis Period (min) 15 m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 8: Pine Ridge Rd & Adv RCUT East Lanes, Volumes, Timings 9: Pine Ridge Rd & I-75 SB Ramp 02/05/2018 2040 Future with Innovative Intersection Improvements (CFRI, RCUT, DDI) and Interconnect Synchro 9 Report PM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NWL NWR SWL SWR Lane Configurations Traffic Volume (vph) 0 2896 540 0 1569 0000808 Future Volume (vph) 0 2896 540 0 1569 0000808 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 200 0 00000 Storage Lanes 0 1 0 00003 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 0.86 0.86 1.00 0.91 1.00 1.00 1.00 1.00 0.76 Frt 0.976 0.850 Flt Protected Satd. Flow (prot) 0 6193 0 0 5036 00003610 Flt Permitted Satd. Flow (perm) 0 6193 0 0 5036 00003610 Right Turn on Red No No No Satd. Flow (RTOR) Link Speed (mph) 35 35 35 35 Link Distance (ft) 535 327 536 554 Travel Time (s) 10.4 6.4 10.4 10.8 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles (%) 0% 3% 3% 0% 3% 0% 0% 0% 0% 2% Adj. Flow (vph) 0 3048 568 0 1652 0000851 Shared Lane Traffic (%) Lane Group Flow (vph) 0 3616 0 0 1652 0000851 Turn Type NA NA Prot Protected Phases Free 2 4 Permitted Phases Detector Phase 2 4 Switch Phase Minimum Initial (s) 7.0 7.0 Minimum Split (s) 23.0 23.0 Total Split (s) 62.0 88.0 Total Split (%) 41.3% 58.7% Maximum Green (s) 55.0 81.0 Yellow Time (s) 5.0 5.0 All-Red Time (s) 2.0 2.0 Lost Time Adjust (s) -1.5 -1.5 Total Lost Time (s) 5.5 5.5 Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 Recall Mode Min C-Min Walk Time (s) 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 Pedestrian Calls (#/hr) 0 0 Act Effct Green (s) 150.0 56.5 82.5 Actuated g/C Ratio 1.00 0.38 0.55 v/c Ratio 0.58 0.87 0.43 Control Delay 0.3 10.6 20.7 Queue Delay 0.2 0.2 0.0 Lanes, Volumes, Timings 9: Pine Ridge Rd & I-75 SB Ramp 02/05/2018 2040 Future with Innovative Intersection Improvements (CFRI, RCUT, DDI) and Interconnect Synchro 9 Report PM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NWL NWR SWL SWR Total Delay 0.4 10.8 20.7 LOS A B C Approach Delay 0.4 10.8 20.7 Approach LOS A B C Queue Length 50th (ft) 0 65 208 Queue Length 95th (ft) 0 75 250 Internal Link Dist (ft) 455 247 456 474 Turn Bay Length (ft) Base Capacity (vph) 6193 1896 1985 Starvation Cap Reductn 0 23 0 Spillback Cap Reductn 1199 0 0 Storage Cap Reductn 0 0 0 Reduced v/c Ratio 0.72 0.88 0.43 Intersection Summary Area Type: Other Cycle Length: 150 Actuated Cycle Length: 150 Offset: 21 (14%), Referenced to phase 4:SWR, Start of Green Natural Cycle: 80 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.89 Intersection Signal Delay: 6.1 Intersection LOS: A Intersection Capacity Utilization 101.5% ICU Level of Service G Analysis Period (min) 15 Splits and Phases: 9: Pine Ridge Rd & I-75 SB Ramp Lanes, Volumes, Timings 10: Pine Ridge Rd 02/05/2018 2040 Future with Innovative Intersection Improvements (CFRI, RCUT, DDI) and Interconnect Synchro 9 Report PM Peak-Hour Lane Group EBT EBR WBL WBT NWL NWR Lane Configurations Traffic Volume (vph) 2896 0 0 0 1569 0 Future Volume (vph) 2896 0 0 0 1569 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Util. Factor 0.86 1.00 1.00 1.00 0.94 1.00 Frt Flt Protected 0.950 Satd. Flow (prot) 6346 0 0 0 4942 0 Flt Permitted 0.950 Satd. Flow (perm) 6346 0 0 0 4942 0 Right Turn on Red No No Satd. Flow (RTOR) Link Speed (mph) 35 35 35 Link Distance (ft) 327 340 359 Travel Time (s) 6.4 6.6 7.0 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles (%) 3% 0% 0% 0% 3% 0% Adj. Flow (vph) 3048 0 0 0 1652 0 Shared Lane Traffic (%) Lane Group Flow (vph) 3048 0 0 0 1652 0 Turn Type NA Prot Protected Phases 4 2 Permitted Phases Detector Phase 4 2 Switch Phase Minimum Initial (s) 7.0 7.0 Minimum Split (s) 23.0 23.0 Total Split (s) 88.0 62.0 Total Split (%) 58.7% 41.3% Maximum Green (s) 81.0 55.0 Yellow Time (s) 5.0 5.0 All-Red Time (s) 2.0 2.0 Lost Time Adjust (s) -1.5 -1.5 Total Lost Time (s) 5.5 5.5 Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 Recall Mode C-Min Min Walk Time (s) 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 Pedestrian Calls (#/hr) 0 0 Act Effct Green (s) 82.5 56.5 Actuated g/C Ratio 0.55 0.38 v/c Ratio 0.87 0.89 Control Delay 24.3 19.6 Queue Delay 9.4 0.0 Total Delay 33.7 19.6 LOS C B Approach Delay 33.7 19.6 Lanes, Volumes, Timings 10: Pine Ridge Rd 02/05/2018 2040 Future with Innovative Intersection Improvements (CFRI, RCUT, DDI) and Interconnect Synchro 9 Report PM Peak-Hour Lane Group EBT EBR WBL WBT NWL NWR Approach LOS C B Queue Length 50th (ft) 635 139 Queue Length 95th (ft) 694 150 Internal Link Dist (ft) 247 260 279 Turn Bay Length (ft) Base Capacity (vph) 3490 1861 Starvation Cap Reductn 460 0 Spillback Cap Reductn 0 0 Storage Cap Reductn 0 0 Reduced v/c Ratio 1.01 0.89 Intersection Summary Area Type: Other Cycle Length: 150 Actuated Cycle Length: 150 Offset: 21 (14%), Referenced to phase 4:SWR, Start of Green Natural Cycle: 80 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.89 Intersection Signal Delay: 28.8 Intersection LOS: C Intersection Capacity Utilization 112.2% ICU Level of Service H Analysis Period (min) 15 Splits and Phases: 10: Pine Ridge Rd Lanes, Volumes, Timings 11: Pine Ridge Rd & I-75 SB Ramp 02/05/2018 2040 Future with Innovative Intersection Improvements (CFRI, RCUT, DDI) and Interconnect Synchro 9 Report PM Peak-Hour Lane Group EBL EBT WBT WBR SEL SER Lane Configurations Traffic Volume (vph) 0 2896 0 0 670 0 Future Volume (vph) 0 2896 0 0 670 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 0.86 1.00 1.00 0.97 1.00 Frt Flt Protected 0.950 Satd. Flow (prot) 0 6346 0 0 3367 0 Flt Permitted 0.950 Satd. Flow (perm) 0 6346 0 0 3367 0 Right Turn on Red No No No Satd. Flow (RTOR) Link Speed (mph) 35 35 35 Link Distance (ft) 340 448 330 Travel Time (s) 6.6 8.7 6.4 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles (%) 0% 3% 0% 0% 4% 0% Adj. Flow (vph) 0 3048 0 0 705 0 Shared Lane Traffic (%) Lane Group Flow (vph) 0 3048 0 0 705 0 Turn Type NA Prot Protected Phases 4 2 Permitted Phases Detector Phase 4 2 Switch Phase Minimum Initial (s) 7.0 7.0 Minimum Split (s) 23.0 23.0 Total Split (s) 88.0 62.0 Total Split (%) 58.7% 41.3% Maximum Green (s) 81.0 55.0 Yellow Time (s) 5.0 5.0 All-Red Time (s) 2.0 2.0 Lost Time Adjust (s) -1.5 -1.5 Total Lost Time (s) 5.5 5.5 Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 Recall Mode C-Min Min Walk Time (s) 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 Pedestrian Calls (#/hr) 0 0 Act Effct Green (s) 82.5 56.5 Actuated g/C Ratio 0.55 0.38 v/c Ratio 0.87 0.56 Control Delay 4.7 38.9 Queue Delay 0.1 0.0 Total Delay 4.7 38.9 LOS A D Approach Delay 4.7 38.9 Lanes, Volumes, Timings 11: Pine Ridge Rd & I-75 SB Ramp 02/05/2018 2040 Future with Innovative Intersection Improvements (CFRI, RCUT, DDI) and Interconnect Synchro 9 Report PM Peak-Hour Lane Group EBL EBT WBT WBR SEL SER Approach LOS A D Queue Length 50th (ft) 48 279 Queue Length 95th (ft) 51 343 Internal Link Dist (ft) 260 368 250 Turn Bay Length (ft) Base Capacity (vph) 3490 1268 Starvation Cap Reductn 0 0 Spillback Cap Reductn 33 0 Storage Cap Reductn 0 0 Reduced v/c Ratio 0.88 0.56 Intersection Summary Area Type: Other Cycle Length: 150 Actuated Cycle Length: 150 Offset: 21 (14%), Referenced to phase 4:SWR, Start of Green Natural Cycle: 80 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.89 Intersection Signal Delay: 11.2 Intersection LOS: B Intersection Capacity Utilization 69.0% ICU Level of Service C Analysis Period (min) 15 Splits and Phases: 11: Pine Ridge Rd & I-75 SB Ramp Lanes, Volumes, Timings 12: I-75 NB Ramp & Pine Ridge Rd 02/05/2018 2040 Future with Innovative Intersection Improvements (CFRI, RCUT, DDI) and Interconnect Synchro 9 Report PM Peak-Hour Lane Group EBT EBR WBL WBT NWL NWR Lane Configurations Traffic Volume (vph) 0 0 0 1339 373 0 Future Volume (vph) 0 0 0 1339 373 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 0.91 0.97 1.00 Frt Flt Protected 0.950 Satd. Flow (prot) 0 0 0 5085 3433 0 Flt Permitted 0.950 Satd. Flow (perm) 0 0 0 5085 3433 0 Right Turn on Red No No No Satd. Flow (RTOR) Link Speed (mph) 35 35 35 Link Distance (ft) 432 314 330 Travel Time (s) 8.4 6.1 6.4 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 Heavy Vehicles (%) 0% 0% 0% 2% 2% 0% Adj. Flow (vph) 0 0 0 1380 385 0 Shared Lane Traffic (%) Lane Group Flow (vph) 0 0 0 1380 385 0 Turn Type NA Prot Protected Phases 2 4 Permitted Phases Detector Phase 2 4 Switch Phase Minimum Initial (s) 7.0 7.0 Minimum Split (s) 23.0 23.0 Total Split (s) 51.0 99.0 Total Split (%) 34.0% 66.0% Maximum Green (s) 44.0 92.0 Yellow Time (s) 5.0 5.0 All-Red Time (s) 2.0 2.0 Lost Time Adjust (s) -1.5 -1.5 Total Lost Time (s) 5.5 5.5 Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 Recall Mode Min C-Min Walk Time (s) 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 Pedestrian Calls (#/hr) 0 0 Act Effct Green (s) 45.5 93.5 Actuated g/C Ratio 0.30 0.62 v/c Ratio 0.89 0.18 Control Delay 11.4 12.2 Queue Delay 0.0 0.0 Total Delay 11.4 12.2 LOS B B Approach Delay 11.4 12.2 Lanes, Volumes, Timings 12: I-75 NB Ramp & Pine Ridge Rd 02/05/2018 2040 Future with Innovative Intersection Improvements (CFRI, RCUT, DDI) and Interconnect Synchro 9 Report PM Peak-Hour Lane Group EBT EBR WBL WBT NWL NWR Approach LOS B B Queue Length 50th (ft) 16 78 Queue Length 95th (ft) 76 103 Internal Link Dist (ft) 352 234 250 Turn Bay Length (ft) Base Capacity (vph) 1542 2139 Starvation Cap Reductn 0 0 Spillback Cap Reductn 0 0 Storage Cap Reductn 0 0 Reduced v/c Ratio 0.89 0.18 Intersection Summary Area Type: Other Cycle Length: 150 Actuated Cycle Length: 150 Offset: 5 (3%), Referenced to phase 4:NWL, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.90 Intersection Signal Delay: 11.6 Intersection LOS: B Intersection Capacity Utilization 59.9% ICU Level of Service B Analysis Period (min) 15 Splits and Phases: 12: I-75 NB Ramp & Pine Ridge Rd Lanes, Volumes, Timings 13: Pine Ridge Rd 02/05/2018 2040 Future with Innovative Intersection Improvements (CFRI, RCUT, DDI) and Interconnect Synchro 9 Report PM Peak-Hour Lane Group EBL EBT WBT WBR SEL SER Lane Configurations Traffic Volume (vph) 0 0 1339 0 2689 0 Future Volume (vph) 0 0 1339 0 2689 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 0.91 1.00 0.94 1.00 Frt Flt Protected 0.950 Satd. Flow (prot) 0 0 5085 0 4942 0 Flt Permitted 0.950 Satd. Flow (perm) 0 0 5085 0 4942 0 Right Turn on Red No No Satd. Flow (RTOR) Link Speed (mph) 35 35 35 Link Distance (ft) 314 260 307 Travel Time (s) 6.1 5.1 6.0 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 Heavy Vehicles (%) 0% 0% 2% 0% 3% 0% Adj. Flow (vph) 0 0 1380 0 2772 0 Shared Lane Traffic (%) Lane Group Flow (vph) 0 0 1380 0 2772 0 Turn Type NA Prot Protected Phases 2 4 Permitted Phases Detector Phase 2 4 Switch Phase Minimum Initial (s) 7.0 7.0 Minimum Split (s) 23.0 23.0 Total Split (s) 51.0 99.0 Total Split (%) 34.0% 66.0% Maximum Green (s) 44.0 92.0 Yellow Time (s) 5.0 5.0 All-Red Time (s) 2.0 2.0 Lost Time Adjust (s) -1.5 -1.5 Total Lost Time (s) 5.5 5.5 Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 Recall Mode Min C-Min Walk Time (s) 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 Pedestrian Calls (#/hr) 0 0 Act Effct Green (s) 45.5 93.5 Actuated g/C Ratio 0.30 0.62 v/c Ratio 0.89 0.90 Control Delay 50.0 17.5 Queue Delay 47.2 0.3 Total Delay 97.2 17.8 LOS F B Approach Delay 97.2 17.8 Lanes, Volumes, Timings 13: Pine Ridge Rd 02/05/2018 2040 Future with Innovative Intersection Improvements (CFRI, RCUT, DDI) and Interconnect Synchro 9 Report PM Peak-Hour Lane Group EBL EBT WBT WBR SEL SER Approach LOS F B Queue Length 50th (ft) 496 333 Queue Length 95th (ft) 413 411 Internal Link Dist (ft) 234 180 227 Turn Bay Length (ft) Base Capacity (vph) 1542 3080 Starvation Cap Reductn 474 56 Spillback Cap Reductn 9 0 Storage Cap Reductn 0 0 Reduced v/c Ratio 1.29 0.92 Intersection Summary Area Type: Other Cycle Length: 150 Actuated Cycle Length: 150 Offset: 5 (3%), Referenced to phase 4:NWL, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.90 Intersection Signal Delay: 44.2 Intersection LOS: D Intersection Capacity Utilization 100.4% ICU Level of Service G Analysis Period (min) 15 Splits and Phases: 13: Pine Ridge Rd Lanes, Volumes, Timings 14: I-75 NB Ramp & Pine Ridge Rd 02/05/2018 2040 Future with Innovative Intersection Improvements (CFRI, RCUT, DDI) and Interconnect Synchro 9 Report PM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR SEL SER NEL NER Lane Configurations Traffic Volume (vph) 0 2689 0 0 1339 534 0 0 0 176 Future Volume (vph) 0 2689 0 0 1339 534 0 0 0 176 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 250 0000 Storage Lanes 0 0 0 10001 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 0.91 1.00 1.00 0.91 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.865 Flt Protected Satd. Flow (prot) 0 5036 0 0 5085 1553 0 0 0 1627 Flt Permitted Satd. Flow (perm) 0 5036 0 0 5085 1553 0 0 0 1627 Right Turn on Red No No No Satd. Flow (RTOR) Link Speed (mph) 35 35 35 35 Link Distance (ft) 260 992 477 425 Travel Time (s) 5.1 19.3 9.3 8.3 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Heavy Vehicles (%) 0% 3% 0% 0% 2% 4% 0% 0% 0% 1% Adj. Flow (vph) 0 2772 0 0 1380 551 0 0 0 181 Shared Lane Traffic (%) Lane Group Flow (vph) 0 2772 0 0 1380 551 0 0 0 181 Turn Type NA NA custom Prot Protected Phases 4 Free Free 2 Permitted Phases Free Detector Phase 4 2 Switch Phase Minimum Initial (s) 7.0 7.0 Minimum Split (s) 23.0 23.0 Total Split (s) 99.0 51.0 Total Split (%) 66.0% 34.0% Maximum Green (s) 92.0 44.0 Yellow Time (s) 5.0 5.0 All-Red Time (s) 2.0 2.0 Lost Time Adjust (s) -1.5 -1.5 Total Lost Time (s) 5.5 5.5 Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 Recall Mode C-Min Min Walk Time (s) 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 Pedestrian Calls (#/hr) 0 0 Act Effct Green (s) 93.5 150.0 150.0 45.5 Actuated g/C Ratio 0.62 1.00 1.00 0.30 v/c Ratio 0.88 0.27 0.35 0.37 Control Delay 4.6 0.1 0.5 43.6 Queue Delay 0.2 0.1 0.0 0.4 Lanes, Volumes, Timings 14: I-75 NB Ramp & Pine Ridge Rd 02/05/2018 2040 Future with Innovative Intersection Improvements (CFRI, RCUT, DDI) and Interconnect Synchro 9 Report PM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR SEL SER NEL NER Total Delay 4.8 0.2 0.5 44.0 LOS A A A D Approach Delay 4.8 0.3 44.0 Approach LOS A A D Queue Length 50th (ft) 60 0 0 139 Queue Length 95th (ft) 59 0 0 212 Internal Link Dist (ft) 180 912 397 345 Turn Bay Length (ft) 250 Base Capacity (vph) 3139 5085 1553 493 Starvation Cap Reductn 49 0 0 0 Spillback Cap Reductn 36 1931 0 79 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.90 0.44 0.35 0.44 Intersection Summary Area Type: Other Cycle Length: 150 Actuated Cycle Length: 150 Offset: 5 (3%), Referenced to phase 4:NWL, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.90 Intersection Signal Delay: 4.5 Intersection LOS: A Intersection Capacity Utilization 91.9% ICU Level of Service F Analysis Period (min) 15 Splits and Phases: 14: I-75 NB Ramp & Pine Ridge Rd Lanes, Volumes, Timings 15: Napa Blvd & Pine Ridge Rd 02/05/2018 2040 Future with Innovative Intersection Improvements (CFRI, RCUT, DDI) and Interconnect Synchro 9 Report PM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 434 2382 49 13 1228 123 104 27 41 124 26 538 Future Volume (vph) 434 2382 49 13 1228 123 104 27 41 124 26 538 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 610 0 274 210 0 0 0 0 Storage Lanes 2 0 1 1 0 0 0 1 Taper Length (ft) 100 50 25 25 Lane Util. Factor 0.97 0.91 0.91 1.00 0.91 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.997 0.850 0.968 0.850 Flt Protected 0.950 0.950 0.971 0.960 Satd. Flow (prot) 3467 5024 0 1805 4988 1599 0 1786 0 0 1780 1599 Flt Permitted 0.950 0.950 0.579 0.648 Satd. Flow (perm) 3467 5024 0 1805 4988 1599 0 1065 0 0 1201 1599 Right Turn on Red No No No No Satd. Flow (RTOR) Link Speed (mph) 35 35 35 35 Link Distance (ft) 992 744 572 470 Travel Time (s) 19.3 14.5 11.1 9.2 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Heavy Vehicles (%) 1% 3% 0% 0% 4% 1% 0% 0% 0% 3% 0% 1% Adj. Flow (vph) 452 2481 51 14 1279 128 108 28 43 129 27 560 Shared Lane Traffic (%) Lane Group Flow (vph) 452 2532 0 14 1279 128 0 179 0 0 156 560 Turn Type Prot NA Prot NA Perm Perm NA Perm NA pm+ov Protected Phases 1 6 5 2 4 8 1 Permitted Phases 2 4 8 8 Detector Phase 1 6 52244 881 Switch Phase Minimum Initial (s) 10.0 20.0 7.0 20.0 20.0 8.0 8.0 8.0 8.0 10.0 Minimum Split (s) 17.0 27.8 14.8 27.0 27.0 23.5 23.5 23.0 23.0 17.0 Total Split (s) 48.0 90.2 14.8 57.0 57.0 45.0 45.0 45.0 45.0 48.0 Total Split (%) 32.0% 60.1% 9.9% 38.0% 38.0% 30.0% 30.0% 30.0% 30.0% 32.0% Maximum Green (s) 41.2 83.4 8.0 50.2 50.2 38.1 38.1 38.1 38.1 41.2 Yellow Time (s) 4.8 4.8 4.8 4.8 4.8 4.4 4.4 4.4 4.4 4.8 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.5 2.5 2.5 2.5 2.0 Lost Time Adjust (s) -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 Total Lost Time (s) 5.3 5.3 5.3 5.3 5.3 5.4 5.4 5.3 Lead/Lag Lead Lag Lead Lag Lag Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None C-Min None C-Min C-Min None None None None None Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0000 00 Act Effct Green (s) 31.7 103.9 8.8 72.7 72.7 29.6 29.6 66.7 Actuated g/C Ratio 0.21 0.69 0.06 0.48 0.48 0.20 0.20 0.44 v/c Ratio 0.62 0.73 0.13 0.53 0.17 0.85 0.66 0.79 Control Delay 57.1 16.9 69.8 29.3 24.9 90.0 67.7 43.4 Queue Delay 0.0 1.2 0.0 0.0 0.0 0.0 0.0 0.0 Lanes, Volumes, Timings 15: Napa Blvd & Pine Ridge Rd 02/05/2018 2040 Future with Innovative Intersection Improvements (CFRI, RCUT, DDI) and Interconnect Synchro 9 Report PM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Total Delay 57.1 18.0 69.8 29.3 24.9 90.0 67.7 43.4 LOS EB ECC F ED Approach Delay 23.9 29.3 90.0 48.7 Approach LOS C C F D Queue Length 50th (ft) 205 449 13 312 69 171 142 462 Queue Length 95th (ft) m209 993 38 424 133 247 207 519 Internal Link Dist (ft) 912 664 492 390 Turn Bay Length (ft) 610 274 210 Base Capacity (vph) 986 3478 114 2416 774 281 317 828 Starvation Cap Reductn 0 648 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.46 0.89 0.12 0.53 0.17 0.64 0.49 0.68 Intersection Summary Area Type: Other Cycle Length: 150 Actuated Cycle Length: 150 Offset: 101 (67%), Referenced to phase 2:WBT and 6:EBT, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.85 Intersection Signal Delay: 30.9 Intersection LOS: C Intersection Capacity Utilization 82.6% ICU Level of Service E Analysis Period (min) 15 m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 15: Napa Blvd & Pine Ridge Rd 2040 Future w/Innovative Improvements (Jug Handle) and Interconnect Standard Future EB WB NB SB AM Peak-Hour E B 18.9 0.87 B B D PM Peak-Hour E C 23.4 0.74 B A E AM Peak-Hour E D 45.1 0.95 D D D E PM Peak-Hour E D 47.7 0.95 D C E E AM Peak-Hour E B 11.7 0.75 D C A PM Peak-Hour E B 11.4 0.85 D A A Jughandle Int. W. of Livingston Rd Pine Ridge Rd & Livingston Rd Jughandle Int. S. of Pine Ridge Rd Intersection Time Period Overall Intersection LOS Delay (sec/veh) Max v/c Ratio Approach LOS Lanes, Volumes, Timings 1: Jughandle & Pine Ridge Rd 02/05/2018 Synchro 9 Report2040 Future with Innovative Intersection Improvements (Jug Handle) and Interconnect AM Peak-Hour Lane Group EBT EBR WBL WBT NBL NBR Ø1 Ø2 Ø4 Ø5 Ø6 Lane Configurations Traffic Volume (vph) 1259 210 0 2770 491 420 Future Volume (vph) 1259 210 0 2770 491 420 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Storage Length (ft)300 0 0 350 Storage Lanes 1 0 2 1 Taper Length (ft)25 25 Lane Util. Factor 0.91 1.00 1.00 0.91 0.97 0.88 Frt 0.850 0.850 Flt Protected 0.950 Satd. Flow (prot)4893 1583 0 4940 3367 2787 Flt Permitted 0.950 Satd. Flow (perm) 4893 1583 0 4940 3367 2787 Right Turn on Red Yes No Satd. Flow (RTOR)216 Link Speed (mph)35 35 35 Link Distance (ft)808 448 821 Travel Time (s)15.7 8.7 16.0 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 Heavy Vehicles (%)6% 2% 0% 5% 4% 2% Adj. Flow (vph)1298 216 0 2856 506 433 Shared Lane Traffic (%) Lane Group Flow (vph) 1298 216 0 2856 506 433 Turn Type NA Perm NA Prot Perm Protected Phases 2 5 1 6 8 12456 Permitted Phases 2 5 8 Detector Phase 2 5 2 5 1 6 8 8 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)23.2 23.2 14.2 23.2 23.2 14.2 23.2 Total Split (s) 45.0 45.0 37.0 68.0 45.0 22.0 83.0 Total Split (%)30.0% 30.0% 25% 45% 30% 15% 55% Maximum Green (s)37.8 37.8 29.8 60.8 37.8 14.8 75.8 Yellow Time (s)4.8 4.8 4.8 4.8 4.8 4.8 4.8 All-Red Time (s)2.4 2.4 2.4 2.4 2.4 2.4 2.4 Lost Time Adjust (s)-1.5 -1.5 Total Lost Time (s)5.7 5.7 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize? Vehicle Extension (s)3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None C-Min None None C-Min Walk Time (s)5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s)11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr)0 0 0 0 0 Act Effct Green (s)78.6 78.6 99.3 39.3 39.3 Actuated g/C Ratio 0.52 0.52 0.66 0.26 0.26 v/c Ratio 0.51 0.23 0.87 0.57 0.59 Control Delay 15.7 1.9 10.6 51.5 52.5 Queue Delay 0.3 0.0 0.0 0.0 0.0 Lanes, Volumes, Timings 1: Jughandle & Pine Ridge Rd 02/05/2018 Synchro 9 Report2040 Future with Innovative Intersection Improvements (Jug Handle) and Interconnect AM Peak-Hour Lane Group EBT EBR WBL WBT NBL NBR Ø1 Ø2 Ø4 Ø5 Ø6 Total Delay 16.0 1.9 10.6 51.5 52.5 LOS B A B D D Approach Delay 14.0 10.6 51.9 Approach LOS B B D Queue Length 50th (ft) 201 0 209 241 227 Queue Length 95th (ft) 230 28 270 295 286 Internal Link Dist (ft) 728 368 741 Turn Bay Length (ft)300 350 Base Capacity (vph) 2563 932 3270 882 730 Starvation Cap Reductn 0 0 3 0 0 Spillback Cap Reductn 584 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.66 0.23 0.87 0.57 0.59 Intersection Summary Area Type:Other Cycle Length: 150 Actuated Cycle Length: 150 Offset: 83 (55%), Referenced to phase 2:EBT and 6:WBT, Start of Green Natural Cycle: 100 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.95 Intersection Signal Delay: 18.9 Intersection LOS: B Intersection Capacity Utilization 77.0%ICU Level of Service D Analysis Period (min) 15 Splits and Phases: 1: Jughandle & Pine Ridge Rd Lanes, Volumes, Timings 1: Jughandle & Pine Ridge Rd 02/05/2018 Synchro 9 Report2040 Future with Innovative Intersection Improvements (Jug Handle) and Interconnect PM Peak-Hour Lane Group EBT EBR WBL WBT NBL NBR Ø1 Ø2 Ø4 Ø5 Ø6 Lane Configurations Traffic Volume (vph) 2481 475 0 1674 356 436 Future Volume (vph) 2481 475 0 1674 356 436 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Storage Length (ft)300 0 0 350 Storage Lanes 1 0 2 1 Taper Length (ft)25 25 Lane Util. Factor 0.91 1.00 1.00 0.91 0.97 0.88 Frt 0.850 0.850 Flt Protected 0.950 Satd. Flow (prot)5036 1599 0 5036 3433 2760 Flt Permitted 0.950 Satd. Flow (perm) 5036 1599 0 5036 3433 2760 Right Turn on Red Yes No Satd. Flow (RTOR)490 Link Speed (mph)35 35 35 Link Distance (ft)808 467 837 Travel Time (s)15.7 9.1 16.3 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 Heavy Vehicles (%)3% 1% 0% 3% 2% 3% Adj. Flow (vph)2558 490 0 1726 367 449 Shared Lane Traffic (%) Lane Group Flow (vph) 2558 490 0 1726 367 449 Turn Type NA Perm NA Prot Perm Protected Phases 2 5 1 6 8 12456 Permitted Phases 2 5 8 Detector Phase 2 5 2 5 1 6 8 8 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)23.2 23.2 14.2 23.2 23.2 14.2 23.2 Total Split (s) 41.0 41.0 19.0 90.0 41.0 27.0 82.0 Total Split (%)27.3% 27.3% 13% 60% 27% 18% 55% Maximum Green (s)33.8 33.8 11.8 82.8 33.8 19.8 74.8 Yellow Time (s)4.8 4.8 4.8 4.8 4.8 4.8 4.8 All-Red Time (s)2.4 2.4 2.4 2.4 2.4 2.4 2.4 Lost Time Adjust (s)-1.5 -1.5 Total Lost Time (s)5.7 5.7 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize? Vehicle Extension (s)3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None C-Min None None C-Min Walk Time (s)5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s)11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr)0 0 0 0 0 Act Effct Green (s) 103.3 103.3 89.6 35.3 35.3 Actuated g/C Ratio 0.69 0.69 0.60 0.24 0.24 v/c Ratio 0.74 0.39 0.57 0.45 0.69 Control Delay 16.4 1.6 7.2 73.6 81.1 Queue Delay 4.7 0.0 0.1 0.0 0.0 Lanes, Volumes, Timings 1: Jughandle & Pine Ridge Rd 02/05/2018 Synchro 9 Report2040 Future with Innovative Intersection Improvements (Jug Handle) and Interconnect PM Peak-Hour Lane Group EBT EBR WBL WBT NBL NBR Ø1 Ø2 Ø4 Ø5 Ø6 Total Delay 21.1 1.6 7.2 73.6 81.1 LOS C A A E F Approach Delay 18.0 7.2 77.7 Approach LOS B A E Queue Length 50th (ft) 538 0 138 177 239 Queue Length 95th (ft) 588 34 143 227 305 Internal Link Dist (ft) 728 387 757 Turn Bay Length (ft)300 350 Base Capacity (vph) 3468 1253 3008 807 649 Starvation Cap Reductn 0 0 236 0 0 Spillback Cap Reductn 838 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.97 0.39 0.62 0.45 0.69 Intersection Summary Area Type:Other Cycle Length: 150 Actuated Cycle Length: 150 Offset: 143 (95%), Referenced to phase 2:EBT and 6:WBT, Start of Green Natural Cycle: 110 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.95 Intersection Signal Delay: 23.4 Intersection LOS: C Intersection Capacity Utilization 72.7%ICU Level of Service C Analysis Period (min) 15 Splits and Phases: 1: Jughandle & Pine Ridge Rd Lanes, Volumes, Timings 2: Livingston Rd & Pine Ridge Rd 02/05/2018 Synchro 9 Report2040 Future with Innovative Intersection Improvements (Jug Handle) and Interconnect AM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 276 1403 0 502 2305 359 0 833 232 0 1511 465 Future Volume (vph) 276 1403 0 502 2305 359 0 833 232 0 1511 465 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)425 0 425 325 0 450 0 725 Storage Lanes 2 0 2 1 0 1 0 2 Taper Length (ft)100 100 25 25 Lane Util. Factor 0.97 0.91 1.00 0.97 0.91 1.00 1.00 0.91 0.88 1.00 0.86 1.00 Frt 0.850 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot)3335 4893 0 3183 4940 1538 0 4893 2707 0 6285 1568 Flt Permitted 0.950 0.950 Satd. Flow (perm)3335 4893 0 3183 4940 1538 0 4893 2707 0 6285 1568 Right Turn on Red No No No Yes Satd. Flow (RTOR)83 Link Speed (mph)35 35 35 35 Link Distance (ft)448 1910 581 942 Travel Time (s)8.7 37.2 11.3 18.4 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Heavy Vehicles (%)5% 6% 0% 10% 5% 5% 0% 6% 5% 0% 4% 3% Adj. Flow (vph)285 1446 0 518 2376 370 0 859 239 0 1558 479 Shared Lane Traffic (%) Lane Group Flow (vph) 285 1446 0 518 2376 370 0 859 239 0 1558 479 Turn Type Prot NA Prot NA Perm NA pm+ov NA pm+ov Protected Phases 5 2 1 6 8 1 4 5 Permitted Phases 6 8 4 Detector Phase 5 2 1 6 6 8 1 4 5 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)14.2 23.2 14.2 23.2 23.2 23.2 14.2 23.2 14.2 Total Split (s)22.0 68.0 37.0 83.0 83.0 45.0 37.0 45.0 22.0 Total Split (%)14.7% 45.3% 24.7% 55.3% 55.3% 30.0% 24.7% 30.0% 14.7% Maximum Green (s) 14.8 60.8 29.8 75.8 75.8 37.8 29.8 37.8 14.8 Yellow Time (s)4.8 4.8 4.8 4.8 4.8 4.8 4.8 4.8 4.8 All-Red Time (s)2.4 2.4 2.4 2.4 2.4 2.4 2.4 2.4 2.4 Lost Time Adjust (s) -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 Total Lost Time (s)5.7 5.7 5.7 5.7 5.7 5.7 5.7 5.7 5.7 Lead/Lag Lead Lag Lead Lag Lag Lead Lead Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None C-Min None C-Min C-Min None None None None Walk Time (s)5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s)11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr)0 0 0 0 0 Act Effct Green (s)16.3 62.3 31.3 77.3 77.3 39.3 76.3 39.3 61.3 Actuated g/C Ratio 0.11 0.42 0.21 0.52 0.52 0.26 0.51 0.26 0.41 v/c Ratio 0.79 0.71 0.78 0.93 0.47 0.67 0.17 0.95 0.70 Control Delay 81.5 38.7 60.2 32.8 18.2 52.6 20.3 66.9 36.1 Queue Delay 0.0 0.3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Lanes, Volumes, Timings 2: Livingston Rd & Pine Ridge Rd 02/05/2018 Synchro 9 Report2040 Future with Innovative Intersection Improvements (Jug Handle) and Interconnect AM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Total Delay 81.5 39.0 60.2 32.8 18.2 52.6 20.3 66.9 36.1 LOS F D E C B D C E D Approach Delay 46.0 35.5 45.5 59.6 Approach LOS D D D E Queue Length 50th (ft) 130 467 238 755 216 277 69 438 323 Queue Length 95th (ft) #200 523 312 808 264 328 100 #509 461 Internal Link Dist (ft)368 1830 501 862 Turn Bay Length (ft) 425 425 325 450 725 Base Capacity (vph) 362 2032 664 2545 792 1281 1376 1646 689 Starvation Cap Reductn 0 171 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.79 0.78 0.78 0.93 0.47 0.67 0.17 0.95 0.70 Intersection Summary Area Type:Other Cycle Length: 150 Actuated Cycle Length: 150 Offset: 83 (55%), Referenced to phase 2:EBT and 6:WBT, Start of Green Natural Cycle: 100 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.95 Intersection Signal Delay: 45.1 Intersection LOS: D Intersection Capacity Utilization 88.6%ICU Level of Service E Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 2: Livingston Rd & Pine Ridge Rd Lanes, Volumes, Timings 2: Livingston Rd & Pine Ridge Rd 02/05/2018 Synchro 9 Report2040 Future with Innovative Intersection Improvements (Jug Handle) and Interconnect PM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 298 2619 0 221 1674 437 0 1095 611 0 1285 330 Future Volume (vph) 298 2619 0 221 1674 437 0 1095 611 0 1285 330 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)425 0 425 325 0 450 0 725 Storage Lanes 2 0 2 1 0 1 0 2 Taper Length (ft)100 100 25 25 Lane Util. Factor 0.97 0.91 1.00 0.97 0.91 1.00 1.00 0.91 0.88 1.00 0.86 1.00 Frt 0.850 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot)3467 5036 0 3367 5036 1583 0 5036 2733 0 6285 1599 Flt Permitted 0.950 0.950 Satd. Flow (perm)3467 5036 0 3367 5036 1583 0 5036 2733 0 6285 1599 Right Turn on Red No No No Yes Satd. Flow (RTOR)31 Link Speed (mph)35 35 35 35 Link Distance (ft)467 1908 581 917 Travel Time (s)9.1 37.2 11.3 17.9 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Heavy Vehicles (%)1% 3% 0% 4% 3% 2% 0% 3% 4% 0% 4% 1% Adj. Flow (vph)307 2700 0 228 1726 451 0 1129 630 0 1325 340 Shared Lane Traffic (%) Lane Group Flow (vph) 307 2700 0 228 1726 451 0 1129 630 0 1325 340 Turn Type Prot NA Prot NA Perm NA pm+ov NA pm+ov Protected Phases 5 2 1 6 8 1 4 5 Permitted Phases 6 8 4 Detector Phase 5 2 1 6 6 8 1 4 5 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s)14.2 23.2 14.2 23.2 23.2 23.2 14.2 23.2 14.2 Total Split (s)27.0 90.0 19.0 82.0 82.0 41.0 19.0 41.0 27.0 Total Split (%)18.0% 60.0% 12.7% 54.7% 54.7% 27.3% 12.7% 27.3% 18.0% Maximum Green (s) 19.8 82.8 11.8 74.8 74.8 33.8 11.8 33.8 19.8 Yellow Time (s)4.8 4.8 4.8 4.8 4.8 4.8 4.8 4.8 4.8 All-Red Time (s)2.4 2.4 2.4 2.4 2.4 2.4 2.4 2.4 2.4 Lost Time Adjust (s) -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 Total Lost Time (s)5.7 5.7 5.7 5.7 5.7 5.7 5.7 5.7 5.7 Lead/Lag Lead Lag Lead Lag Lag Lead Lead Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None C-Min None C-Min C-Min None None None None Walk Time (s)5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s)11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr)0 0 0 0 0 Act Effct Green (s)21.3 84.3 13.3 76.3 76.3 35.3 54.3 35.3 62.3 Actuated g/C Ratio 0.14 0.56 0.09 0.51 0.51 0.24 0.36 0.24 0.42 v/c Ratio 0.62 0.95 0.77 0.67 0.56 0.95 0.64 0.90 0.50 Control Delay 76.9 32.2 81.9 25.5 26.1 72.7 43.1 64.4 32.2 Queue Delay 0.0 11.4 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Lanes, Volumes, Timings 2: Livingston Rd & Pine Ridge Rd 02/05/2018 Synchro 9 Report2040 Future with Innovative Intersection Improvements (Jug Handle) and Interconnect PM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Total Delay 76.9 43.6 81.9 25.5 26.1 72.7 43.1 64.4 32.2 LOS EDFCCEDEC Approach Delay 47.0 31.0 62.1 57.9 Approach LOS D C E E Queue Length 50th (ft) 142 925 119 344 242 402 289 368 221 Queue Length 95th (ft) 191 994 #174 431 351 #495 365 415 319 Internal Link Dist (ft)387 1828 501 837 Turn Bay Length (ft) 425 425 325 450 725 Base Capacity (vph) 492 2830 298 2561 805 1185 989 1479 682 Starvation Cap Reductn 0 180 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.62 1.02 0.77 0.67 0.56 0.95 0.64 0.90 0.50 Intersection Summary Area Type:Other Cycle Length: 150 Actuated Cycle Length: 150 Offset: 143 (95%), Referenced to phase 2:EBT and 6:WBT, Start of Green Natural Cycle: 110 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.95 Intersection Signal Delay: 47.7 Intersection LOS: D Intersection Capacity Utilization 92.3%ICU Level of Service F Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 2: Livingston Rd & Pine Ridge Rd Lanes, Volumes, Timings 5: Livingston Rd & Jughandle 02/05/2018 Synchro 9 Report2040 Future with Innovative Intersection Improvements (Jug Handle) and Interconnect AM Peak-Hour Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph)0 210 491 1065 1593 420 Future Volume (vph)0 210 491 1065 1593 420 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Storage Length (ft)0 0 400 0 Storage Lanes 0 1 2 1 Taper Length (ft)25 100 Lane Util. Factor 1.00 1.00 0.97 0.91 0.91 1.00 Frt 0.865 0.850 Flt Protected 0.950 Satd. Flow (prot)0 1611 3367 4893 4988 1583 Flt Permitted 0.950 Satd. Flow (perm)0 1611 3367 4893 4988 1583 Right Turn on Red Yes No Satd. Flow (RTOR)28 Link Speed (mph)35 35 35 Link Distance (ft)821 1216 581 Travel Time (s)16.0 23.7 11.3 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 Heavy Vehicles (%)0% 2% 4% 6% 4% 2% Adj. Flow (vph)0 216 506 1098 1642 433 Shared Lane Traffic (%) Lane Group Flow (vph) 0 216 506 1098 1642 433 Turn Type Over Prot NA NA Free Protected Phases 1 1 Free 2 Permitted Phases Free Detector Phase 1 1 2 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 Minimum Split (s)14.2 14.2 23.2 Total Split (s)53.0 53.0 97.0 Total Split (%)35.3% 35.3% 64.7% Maximum Green (s)45.8 45.8 89.8 Yellow Time (s)4.8 4.8 4.8 All-Red Time (s)2.4 2.4 2.4 Lost Time Adjust (s)-1.5 -1.5 -1.5 Total Lost Time (s)5.7 5.7 5.7 Lead/Lag Lead Lead Lag Lead-Lag Optimize? Vehicle Extension (s)3.0 3.0 3.0 Recall Mode None None C-Min Walk Time (s)5.0 Flash Dont Walk (s)11.0 Pedestrian Calls (#/hr)0 Act Effct Green (s) 29.9 29.9 150.0 108.7 150.0 Actuated g/C Ratio 0.20 0.20 1.00 0.72 1.00 v/c Ratio 0.63 0.75 0.22 0.45 0.27 Control Delay 54.1 63.8 0.1 0.5 0.3 Queue Delay 0.0 0.0 0.0 0.3 0.0 Lanes, Volumes, Timings 5: Livingston Rd & Jughandle 02/05/2018 Synchro 9 Report2040 Future with Innovative Intersection Improvements (Jug Handle) and Interconnect AM Peak-Hour Lane Group EBL EBR NBL NBT SBT SBR Total Delay 54.1 63.8 0.1 0.8 0.3 LOS DEAAA Approach Delay 54.1 20.2 0.7 Approach LOS D C A Queue Length 50th (ft)171 243 0 0 0 Queue Length 95th (ft)249 290 0 m1 m0 Internal Link Dist (ft) 741 1136 501 Turn Bay Length (ft)400 Base Capacity (vph)527 1061 4893 3614 1583 Starvation Cap Reductn 0 0 0 1153 0 Spillback Cap Reductn 00000 Storage Cap Reductn 00000 Reduced v/c Ratio 0.41 0.48 0.22 0.67 0.27 Intersection Summary Area Type:Other Cycle Length: 150 Actuated Cycle Length: 150 Offset: 58 (39%), Referenced to phase 2:SBT and 6:, Start of Green Natural Cycle: 40 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.75 Intersection Signal Delay: 11.7 Intersection LOS: B Intersection Capacity Utilization 54.3%ICU Level of Service A Analysis Period (min) 15 m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 5: Livingston Rd & Jughandle Lanes, Volumes, Timings 5: Livingston Rd & Jughandle 02/05/2018 Synchro 9 Report2040 Future with Innovative Intersection Improvements (Jug Handle) and Interconnect PM Peak-Hour Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph)0 475 356 1706 1070 436 Future Volume (vph)0 475 356 1706 1070 436 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Storage Length (ft)0 0 400 0 Storage Lanes 0 1 2 1 Taper Length (ft)25 100 Lane Util. Factor 1.00 1.00 0.97 0.91 0.91 1.00 Frt 0.865 0.850 Flt Protected 0.950 Satd. Flow (prot)0 1627 3433 5036 4988 1568 Flt Permitted 0.950 Satd. Flow (perm)0 1627 3433 5036 4988 1568 Right Turn on Red Yes No Satd. Flow (RTOR)60 Link Speed (mph)35 35 35 Link Distance (ft)837 2204 581 Travel Time (s)16.3 42.9 11.3 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 Heavy Vehicles (%)0% 1% 2% 3% 4% 3% Adj. Flow (vph)0 490 367 1759 1103 449 Shared Lane Traffic (%) Lane Group Flow (vph) 0 490 367 1759 1103 449 Turn Type Over Prot NA NA Perm Protected Phases 1 1 Free 2 Permitted Phases 2 Detector Phase 1 1 2 2 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 Minimum Split (s)14.2 14.2 23.2 23.2 Total Split (s)68.0 68.0 82.0 82.0 Total Split (%)45.3% 45.3% 54.7% 54.7% Maximum Green (s)60.8 60.8 74.8 74.8 Yellow Time (s)4.8 4.8 4.8 4.8 All-Red Time (s)2.4 2.4 2.4 2.4 Lost Time Adjust (s)-1.5 -1.5 -1.5 -1.5 Total Lost Time (s)5.7 5.7 5.7 5.7 Lead/Lag Lead Lead Lag Lag Lead-Lag Optimize? Vehicle Extension (s)3.0 3.0 3.0 3.0 Recall Mode None None C-Min C-Min Walk Time (s)5.0 5.0 Flash Dont Walk (s)11.0 11.0 Pedestrian Calls (#/hr)0 0 Act Effct Green (s) 49.5 49.5 150.0 89.1 89.1 Actuated g/C Ratio 0.33 0.33 1.00 0.59 0.59 v/c Ratio 0.85 0.32 0.35 0.37 0.48 Control Delay 53.0 37.3 0.2 3.7 7.0 Queue Delay 0.0 0.0 0.0 0.0 0.3 Lanes, Volumes, Timings 5: Livingston Rd & Jughandle 02/05/2018 Synchro 9 Report2040 Future with Innovative Intersection Improvements (Jug Handle) and Interconnect PM Peak-Hour Lane Group EBL EBR NBL NBT SBT SBR Total Delay 53.0 37.3 0.2 3.7 7.3 LOS D D A A A Approach Delay 53.0 6.6 4.8 Approach LOS D A A Queue Length 50th (ft)398 138 0 38 51 Queue Length 95th (ft)486 159 0 m0 m70 Internal Link Dist (ft) 757 2124 501 Turn Bay Length (ft)400 Base Capacity (vph)710 1425 5036 2962 931 Starvation Cap Reductn 0000135 Spillback Cap Reductn 00000 Storage Cap Reductn 00000 Reduced v/c Ratio 0.69 0.26 0.35 0.37 0.56 Intersection Summary Area Type:Other Cycle Length: 150 Actuated Cycle Length: 150 Offset: 90 (60%), Referenced to phase 2:SBT and 6:, Start of Green Natural Cycle: 55 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.85 Intersection Signal Delay: 11.4 Intersection LOS: B Intersection Capacity Utilization 59.6%ICU Level of Service B Analysis Period (min) 15 m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 5: Livingston Rd & Jughandle 2040 Future w/Innovative Improvements (SPUI) and Interconnect Standard Future EB WB NB SB AM Peak-Hour E D 53.2 0.98 D D E E PM Peak-Hour E D 50.5 0.94 D D E E Pine Ridge Rd & Livingston Rd Intersection Time Period Overall Intersection LOS Delay (sec/veh) Max v/c Ratio Approach LOS Lanes, Volumes, Timings 1: Livingston Rd & Pine Ridge Rd 02/05/2018 2040 Future with Innovative Intersection Improvements (SPUI) and Interconnect Synchro 9 Report AM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 276 983 210 502 2305 359 491 83 232 420 109 465 Future Volume (vph) 276 983 210 502 2305 359 491 83 232 420 109 465 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 425 850 425 325 600 450 550 725 Storage Lanes 2 1 2 1 2 2 2 1 Taper Length (ft) 100 100 150 100 Lane Util. Factor 0.97 0.91 1.00 0.97 0.91 1.00 0.97 1.00 0.88 0.97 1.00 1.00 Frt 0.850 0.850 0.850 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 3335 4893 1583 3183 4940 1538 3367 1792 2707 3433 1827 1568 Flt Permitted 0.950 0.950 0.950 0.950 Satd. Flow (perm) 3335 4893 1583 3183 4940 1538 3367 1792 2707 3433 1827 1568 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 216 262 95 144 Link Speed (mph) 45 45 45 45 Link Distance (ft) 1277 2612 1188 1358 Travel Time (s) 19.3 39.6 18.0 20.6 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Heavy Vehicles (%) 5% 6% 2% 10% 5% 5% 4% 6% 5% 2% 4% 3% Adj. Flow (vph) 285 1013 216 518 2376 370 506 86 239 433 112 479 Shared Lane Traffic (%) Lane Group Flow (vph) 285 1013 216 518 2376 370 506 86 239 433 112 479 Turn Type Prot NA Perm Prot NA Perm Prot NA pm+ov Prot NA pm+ov Protected Phases 1 6 5 2 745381 Permitted Phases 6248 Detector Phase 166522745381 Switch Phase Minimum Initial (s) 7.0 20.0 20.0 7.0 20.0 20.0 7.0 10.0 7.0 7.0 10.0 7.0 Minimum Split (s) 14.1 29.8 29.8 14.1 29.5 29.5 16.5 17.2 14.1 16.9 17.2 14.1 Total Split (s) 24.0 68.0 68.0 40.0 84.0 84.0 30.5 20.0 40.0 32.0 21.5 24.0 Total Split (%) 15.0% 42.5% 42.5% 25.0% 52.5% 52.5% 19.1% 12.5% 25.0% 20.0% 13.4% 15.0% Maximum Green (s) 16.9 58.2 58.2 32.9 76.8 76.8 23.3 12.8 32.9 22.1 14.3 16.9 Yellow Time (s) 4.8 4.8 4.8 4.8 4.8 4.8 4.8 4.8 4.8 4.8 4.8 4.8 All-Red Time (s) 2.3 5.0 5.0 2.3 2.4 2.4 2.4 2.4 2.3 5.1 2.4 2.3 Lost Time Adjust (s) -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 Total Lost Time (s) 5.6 8.3 8.3 5.6 5.7 5.7 5.7 5.7 5.6 8.4 5.7 5.6 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lead Lead Lag Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None C-Min C-Min None C-Min C-Min None None None None None None Walk Time (s) 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 Act Effct Green (s) 19.6 63.7 63.7 31.6 78.3 78.3 24.8 13.5 50.8 23.2 14.6 39.9 Actuated g/C Ratio 0.12 0.40 0.40 0.20 0.49 0.49 0.16 0.08 0.32 0.14 0.09 0.25 v/c Ratio 0.70 0.52 0.28 0.82 0.98 0.42 0.97 0.57 0.26 0.87 0.67 0.96 Control Delay 77.7 38.4 4.8 59.6 46.2 15.0 99.1 85.3 23.9 85.2 90.0 72.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Lanes, Volumes, Timings 1: Livingston Rd & Pine Ridge Rd 02/05/2018 2040 Future with Innovative Intersection Improvements (SPUI) and Interconnect Synchro 9 Report AM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Total Delay 77.7 38.4 4.8 59.6 46.2 15.0 99.1 85.3 23.9 85.2 90.0 72.2 LOS E D A E D B F F C F F E Approach Delay 41.0 44.8 76.1 79.6 Approach LOS D D E E Queue Length 50th (ft) 151 303 0 289 721 110 275 88 60 231 115 374 Queue Length 95th (ft) 205 354 57 m267 m550 m89 #394 150 100 #315 187 #609 Internal Link Dist (ft) 1197 2532 1108 1278 Turn Bay Length (ft) 425 850 425 325 600 450 550 725 Base Capacity (vph) 407 1947 760 684 2417 886 521 160 970 506 180 499 Starvation Cap Reductn 000000000000 Spillback Cap Reductn 000000000000 Storage Cap Reductn 000000000000 Reduced v/c Ratio 0.70 0.52 0.28 0.76 0.98 0.42 0.97 0.54 0.25 0.86 0.62 0.96 Intersection Summary Area Type: Other Cycle Length: 160 Actuated Cycle Length: 160 Offset: 0 (0%), Referenced to phase 2:WBT and 6:EBT, Start of Green Natural Cycle: 130 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.98 Intersection Signal Delay: 53.2 Intersection LOS: D Intersection Capacity Utilization 101.5% ICU Level of Service G Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 1: Livingston Rd & Pine Ridge Rd Lanes, Volumes, Timings 1: Livingston Rd & Pine Ridge Rd 02/05/2018 2040 Future with Innovative Intersection Improvements and Interconnect Synchro 9 Report PM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 298 2183 475 221 1674 437 356 110 611 436 85 330 Future Volume (vph) 298 2183 475 221 1674 437 356 110 611 436 85 330 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 425 850 425 325 600 450 550 725 Storage Lanes 2 1 2 1 2 2 2 1 Taper Length (ft) 100 100 150 100 Lane Util. Factor 0.97 0.91 1.00 0.97 0.91 1.00 0.97 1.00 0.88 0.97 1.00 1.00 Frt 0.850 0.850 0.850 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 3467 5036 1599 3367 5036 1583 3433 1845 2733 3400 1827 1599 Flt Permitted 0.950 0.950 0.950 0.950 Satd. Flow (perm) 3467 5036 1599 3367 5036 1583 3433 1845 2733 3400 1827 1599 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 490 415 95 95 Link Speed (mph) 45 45 45 45 Link Distance (ft) 1277 2612 1188 1358 Travel Time (s) 19.3 39.6 18.0 20.6 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Heavy Vehicles (%) 1% 3% 1% 4% 3% 2% 2% 3% 4% 3% 4% 1% Adj. Flow (vph) 307 2251 490 228 1726 451 367 113 630 449 88 340 Shared Lane Traffic (%) Lane Group Flow (vph) 307 2251 490 228 1726 451 367 113 630 449 88 340 Turn Type Prot NA Perm Prot NA Perm Prot NA pm+ov Prot NA pm+ov Protected Phases 1 6 5 2 745381 Permitted Phases 6248 Detector Phase 166522745381 Switch Phase Minimum Initial (s) 7.0 20.0 20.0 7.0 20.0 20.0 7.0 10.0 7.0 7.0 10.0 7.0 Minimum Split (s) 14.1 29.8 29.8 14.1 29.5 29.5 16.5 17.2 14.1 16.9 17.2 14.1 Total Split (s) 32.0 84.0 84.0 27.0 79.0 79.0 26.0 18.0 27.0 31.0 23.0 32.0 Total Split (%) 20.0% 52.5% 52.5% 16.9% 49.4% 49.4% 16.3% 11.3% 16.9% 19.4% 14.4% 20.0% Maximum Green (s) 24.9 74.2 74.2 19.9 71.8 71.8 18.8 10.8 19.9 21.1 15.8 24.9 Yellow Time (s) 4.8 4.8 4.8 4.8 4.8 4.8 4.8 4.8 4.8 4.8 4.8 4.8 All-Red Time (s) 2.3 5.0 5.0 2.3 2.4 2.4 2.4 2.4 2.3 5.1 2.4 2.3 Lost Time Adjust (s) -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 -1.5 Total Lost Time (s) 5.6 8.3 8.3 5.6 5.7 5.7 5.7 5.7 5.6 8.4 5.7 5.6 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lead Lead Lag Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None C-Min C-Min None C-Min C-Min None None None None None None Walk Time (s) 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 Act Effct Green (s) 21.0 76.4 76.4 20.8 78.7 78.7 20.0 12.2 38.7 22.6 17.5 44.2 Actuated g/C Ratio 0.13 0.48 0.48 0.13 0.49 0.49 0.12 0.08 0.24 0.14 0.11 0.28 v/c Ratio 0.67 0.94 0.48 0.52 0.70 0.46 0.86 0.81 0.86 0.94 0.44 0.67 Control Delay 73.6 48.3 3.5 49.6 44.6 16.6 87.4 109.1 61.6 95.0 74.4 42.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Lanes, Volumes, Timings 1: Livingston Rd & Pine Ridge Rd 02/05/2018 2040 Future with Innovative Intersection Improvements and Interconnect Synchro 9 Report PM Peak-Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Total Delay 73.6 48.3 3.5 49.6 44.6 16.6 87.4 109.1 61.6 95.0 74.4 42.9 LOS EDADDBFFEFED Approach Delay 43.6 39.8 75.0 72.7 Approach LOS D D E E Queue Length 50th (ft) 160 810 0 102 678 189 196 118 311 243 88 233 Queue Length 95th (ft) 206 884 62 m121 m688 m223 #275 #228 399 #349 150 335 Internal Link Dist (ft) 1197 2532 1108 1278 Turn Bay Length (ft) 425 850 425 325 600 450 550 725 Base Capacity (vph) 572 2403 1019 450 2478 989 435 141 743 480 199 561 Starvation Cap Reductn 000000000000 Spillback Cap Reductn 000000000000 Storage Cap Reductn 000000000000 Reduced v/c Ratio 0.54 0.94 0.48 0.51 0.70 0.46 0.84 0.80 0.85 0.94 0.44 0.61 Intersection Summary Area Type: Other Cycle Length: 160 Actuated Cycle Length: 160 Offset: 145 (91%), Referenced to phase 2:WBT and 6:EBT, Start of Green Natural Cycle: 120 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.94 Intersection Signal Delay: 50.5 Intersection LOS: D Intersection Capacity Utilization 92.3% ICU Level of Service F Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 1: Livingston Rd & Pine Ridge Rd Appendix M Innovative Intersection Cost Estimates Project: Pine Ridge Rd and Livingston Rd DLT Intersection Item No. Description Unit QTY Unit Price Amount ROAD CONSTRUCTION 100 Mobilization and General Conditions (10% of Construction Cost) LS 1 $550,000.00 $550,000.00 110 Maintenance of Traffic (15% of Construction Cost) LS 1 $830,000.00 $830,000.00 110-1 Clearing & Grubbing AC 6.2 $8,000.00 $49,600.00 120-1 Regular Excavation CY 2,000 $4.00 $8,000.00 120-6 Embankment CY 60,000 $8.00 $480,000.00 160-4 Type “B” Stabilization (12”) SY 22,255 $8.00 $178,040.00 162-1-11 Prepared Soil Layer, Finish Soil Layer, 6" SY 6,456 $2.00 $12,912.00 285-7 Optional Base, (9") SY 22,255 $24.00 $534,120.00 334-1-13 Superpave Asphalt Concrete, (12.5) Traffic C, (3") TN 3,672 $105.00 $385,560.00 337-7-42 Asphalt Concrete Friction Course, Traffic C, FC-9.5, PG 76-22 TN 1,224 $123.00 $150,552.00 400 Utility and Drainage Adjustments LS 1 $550,000.00 $550,000.00 520-1-10 Concrete Curb and Gutter, Type ‘F’ LF 9,477 $18.00 $170,586.00 570-1-2 Performance Turf, Sod SY 6,456 $2.00 $12,912.00 580-1-1 Landscape Complete LS 1 $50,000.00 $50,000.00 700-1 Signage and Pavement Markings LS 1 $70,000.00 $70,000.00 700-2 Signalization LS 1 $1,500,000.00 $1,500,000.00 SUBTOTAL ROAD CONSTRUCTION BID PRICE $5,532,282.00 Project Engineering (15% of Construction Cost) LS 1 $829,842.30 $829,842.30 Construction Support/Construction Management (5% of Construction Cost) LS 1 $276,614.10 $276,614.10 TOTAL $6,638,738.40 U:\2158\215810479\transportation\cost_opinion\OPC_Livingston_DLT_gfb_2016-09-30.xlsx S.Johnson/F.Barnard 9/30/2016 Page 1 Project: Pine Ridge Rd and Livingston Rd JH Intersection Item No. Description Unit QTY Unit Price Amount ROAD CONSTRUCTION 100 Mobilization and General Conditions (10% of Construction Cost) LS 1 $600,000.00 $600,000.00 110 Maintenance of Traffic (15% of Construction Cost) LS 1 $920,000.00 $920,000.00 110-1 Clearing & Grubbing AC 7.3 $8,000.00 $58,400.00 120-1 Regular Excavation CY 3,000 $4.00 $12,000.00 120-6 Embankment CY 60,000 $8.00 $480,000.00 160-4 Type “B” Stabilization (12”) SY 28,838 $8.00 $230,704.00 162-1-11 Prepared Soil Layer, Finish Soil Layer, 6" SY 5,266 $2.00 $10,532.00 285-7 Optional Base, (9") SY 28,838 $24.00 $692,112.00 334-1-13 Superpave Asphalt Concrete, (12.5) Traffic C, (3") TN 4,758 $105.00 $499,590.00 337-7-42 Asphalt Concrete Friction Course, Traffic C, FC-9.5, PG 76-22 TN 1,586 $123.00 $195,078.00 400 Utility and Drainage Adjustments LS 1 $600,000.00 $600,000.00 520-1-10 Concrete Curb and Gutter, Type ‘F’ LF 8,807 $18.00 $158,526.00 570-1-2 Performance Turf, Sod SY 5,266 $2.00 $10,532.00 580-1-1 Landscape Complete LS 1 $50,000.00 $50,000.00 700-1 Signage and Pavement Markings LS 1 $70,000.00 $70,000.00 700-2 Signalization LS 1 $1,500,000.00 $1,500,000.00 SUBTOTAL ROAD CONSTRUCTION BID PRICE $6,087,474.00 Project Engineering (15% of Construction Cost) LS 1 $913,121.10 $913,121.10 Construction Support/Construction Management (5% of Construction Cost) LS 1 $304,373.70 $304,373.70 TOTAL $7,304,968.80 U:\2158\215810479\transportation\cost_opinion\OPC_Livingston_JH_gfb_2016-09-30.xlsx S.Johnson/F.Barnard 9/30/2016 Page 1 Project: Pine Ridge Rd and Livingston Rd OP Intersection Item No. Description Unit QTY Unit Price Amount ROAD CONSTRUCTION 100 Mobilization (10% of Construction Cost) LS 1 $1,100,000.00 $1,100,000.00 110 Maintenance of Traffic (15% of Construction Cost) LS 1 $1,650,000.00 $1,650,000.00 110-1 Clearing & Grubbing AC 6.4 $8,000.00 $51,200.00 120-1 Regular Excavation CY 2,000 $4.00 $8,000.00 120-6 Embankment CY 75,000 $8.00 $600,000.00 160-4 Type “B” Stabilization (12”) SY 28,586 $8.00 $228,688.00 162-1-11 Prepared Soil Layer, Finish Soil Layer, 6" SY 3,497 $2.00 $6,994.00 285-7 Optional Base, (9") SY 28,586 $24.00 $686,064.00 334-1-13 Superpave Asphalt Concrete, (12.5) Traffic C, (3") TN 4,717 $105.00 $495,285.00 337-7-42 Asphalt Concrete Friction Course, Traffic C, FC-9.5, PG 76-22 TN 1,572 $123.00 $193,356.00 400 Utility and Drainage Adjustments LS 1 $550,000.00 $550,000.00 520-1-10 Concrete Curb and Gutter, Type ‘F’ LF 7,967 $18.00 $143,406.00 521-1-1 Median Concrete Barrier Wall LF 944 $127.00 $119,888.00 570-1-2 Performance Turf, Sod SY 3,497 $2.00 $6,994.00 580-1-1 Landscape Complete LS 1 $50,000.00 $50,000.00 700-1 Signage and Pavement Markings LS 1 $66,000.00 $66,000.00 700-2 Signalization LS 1 $500,000.00 $500,000.00 999-1 Structural (MSE Retaining Walls) LS 1 $602,000.00 $602,000.00 999-2 Structural (Single Span Bridge) (82'wide x 256' long) LS 1 $4,000,000.00 $4,000,000.00 SUBTOTAL ROAD CONSTRUCTION BID PRICE $11,057,875.00 Project Engineering (15% of Construction Cost) LS 1 $1,658,681.25 $1,658,681.25 Construction Support/Construction Management (5% of Construction Cost) LS 1 $552,893.75 $552,893.75 TOTAL $13,269,450.00 U:\2158\215810479\transportation\cost_opinion\OPC_Livingston_OP_gfb_2016-09-30.xlsx S.Johnson/F.Barnard 9/30/2016 Page 1 Project: Pine Ridge Rd and Whippoorwill Ln SS Intersection Item No. Description Unit QTY Unit Price Amount ROAD CONSTRUCTION 100 Mobilization (10% of Construction Cost) LS 1 $400,000.00 $400,000.00 110 Maintenance of Traffic (15% of Construction Cost) LS 1 $600,000.00 $600,000.00 110-1 Clearing & Grubbing AC 5.5 $8,000.00 $44,000.00 120-1 Regular Excavation CY 2,000 $4.00 $8,000.00 120-6 Embankment CY 10,000 $8.00 $80,000.00 160-4 Type “B” Stabilization (12”) SY 24,561 $8.00 $196,488.00 162-1-11 Prepared Soil Layer, Finish Soil Layer, 6" SY 1,249 $2.00 $2,498.00 285-7 Optional Base, (9") SY 24,561 $24.00 $589,464.00 334-1-13 Superpave Asphalt Concrete, (12.5) Traffic C, (3") TN 4,053 $105.00 $425,565.00 337-7-42 Asphalt Concrete Friction Course, Traffic C, FC-9.5, PG 76-22 TN 1,351 $123.00 $166,173.00 400 Utility and Drainage Adjustments LS 1 $300,000.00 $300,000.00 520-1-10 Concrete Curb and Gutter, Type ‘F’ LF 5,073 $18.00 $91,314.00 570-1-2 Performance Turf, Sod SY 1,249 $2.00 $2,498.00 580-1-1 Landscape Complete LS 1 $40,000.00 $40,000.00 700-1 Signage and Pavement Markings LS 1 $50,000.00 $50,000.00 700-2 Signalization LS 1 $1,000,000.00 $1,000,000.00 SUBTOTAL ROAD CONSTRUCTION BID PRICE $3,996,000.00 Project Engineering (15% of Construction Cost) LS 1 $599,400.00 $599,400.00 Construction Support/Construction Management (5% of Construction Cost) LS 1 $199,800.00 $199,800.00 TOTAL $4,795,200.00 \\Us1233-f01\shared_projects\2158\215810479\transportation\cost_opinion\OPC_Whippoorwill_SS_gfb_2016-09-30.xlsx S.Johnson/F.Barnard 10/3/2016 Page 1 Project: Pine Ridge Rd andI-75 DD Intersection Item No. Description Unit QTY Unit Price Amount ROAD CONSTRUCTION 100-1 Mobilization and General Conditions (10%± of Construction Cost) LS 1 $700,000.00 $700,000.00 102-1 Maintenance of Traffic (15%± of Construction Cost) LS 1 $1,100,000.00 $1,100,000.00 110-1 Clearing & Grubbing AC 14.4 $8,000.00 $115,200.00 120-1 Regular Excavation CY 10,000 $4.00 $40,000.00 120-6 Embankment CY 35,000 $8.00 $280,000.00 160-4 Type “B” Stabilization (12”) SY 35,553 $8.00 $284,424.00 162-1-11 Prepared Soil Layer, Finish Soil Layer, 6" SY 26,684 $2.00 $53,368.00 285-7 Optional Base, (9") SY 35,553 $24.00 $853,272.00 334-1-13 Superpave Asphalt Concrete, (12.5) Traffic C, (3") TN 5,866 $105.00 $615,930.00 337-7-42 Asphalt Concrete Friction Course, Traffic C, FC-9.5, PG 76-22 TN 1,955 $123.00 $240,465.00 400-1 Utility and Drainage Adjustments LS 1 $500,000.00 $500,000.00 520-1-10 Concrete Curb and Gutter, Type ‘F’ LF 3,463 $18.00 $62,334.00 570-1-2 Performance Turf, Sod SY 26,684 $2.00 $53,368.00 580-1-1 Landscape Complete LS 1 $75,000.00 $75,000.00 700-1 Signage and Pavement Markings LS 1 $1,000,000.00 $1,000,000.00 700-2 Signalization LS 1 $1,300,000.00 $1,300,000.00 SUBTOTAL ROAD CONSTRUCTION BID PRICE $7,273,361.00 Project Engineering (15% of Construction Cost) LS 1 $1,091,004.15 $1,091,004.15 Construction Support/Construction Management (5% of Construction Cost) LS 1 $363,668.05 $363,668.05 TOTAL $8,728,033.20 U:\2158\215810479\transportation\cost_opinion\OPC_I-75_DD_gfb_2016-09-30.xlsx S.Johnson/F.Barnard 9/30/2016 Page 1 Appendix A Project Website Pine Ridge Road Corridor Collier County is considering several innovative intersection design concepts for the intersections along Pine Ridge Road from Livingston Road to Napa Boulevard. The following is a map of the Pine Ridge Road Corridor Congestion Study Area. The 2016 Annual Update and Inventory Report (AUIR) indicated that the segment of Pine Ridge Road from Livingston Road to I-75 is deficient. The AUIR looks to see how much traffic a road facility can accommodate. The volume to capacity ratio of traffic on roads is calculated and evaluated and creates a Level of Service (LOS). The volume is the number of vehicles that use the road. The capacity is the maximum number of vehicles the road can accommodate. The Pine Ridge Road Corridor from Livingston Road to I-75 is currently operating at a LOS F; therefore, we have to start the process of designing improvements as soon as possible. The project consultant modeled the corridor with conventional intersection improvements and even with those improvements, the corridor was predicted to fail again before 2040. The county wants to plan ahead instead of repeatedly reacting to anticipated operational issues. Generally, the costs associated with a conventional intersection are similar to the costs associated with the innovative intersections but Page 1 of 12Pine Ridge Road Corridor Congestion Study | Collier County, FL 1/31/2018http://www.colliergov.net/your-government/divisions-a-e/capital-project-planning-impact-... the conventional treatments will fail in less than twenty years. The following is a diagram of the Conventional Improvements being considered. Page 2 of 12Pine Ridge Road Corridor Congestion Study | Collier County, FL 1/31/2018http://www.colliergov.net/your-government/divisions-a-e/capital-project-planning-impact-... The following video link shows a presentation of some of the potential concepts for the Pine Ridge Road corridor. This video was shown at a public meeting on June 15, 2017. The video introduces the concepts by showing similar intersection improvements from other areas to help visualize these innovative concepts. The descriptions below are intended to introduce the innovative intersections design concepts to the public. Collier County Board of County Commissioners (BCC) will decide which type of intersection improvements should be designed. Pine Ridge Road at Livingston Continuous Flow Intersection (CFI) also known as (aka) Partial Displaced Left-Turn (DLT) • There will be no change to the traffic pattern on Pine Ridge Road. • There is no left-turn arrow phase on Livingston Road in either direction. • Traffic patterns for the left turn lanes to Pine Ridge Road from Livingston Road are relocated. Drivers turning left onto Pine Ridge Road from Livingston Road will no longer turn at the intersection; dedicated turn lanes will be accessed approximately 600 feet south of the existing intersection. • There are two new signals located on Livingston to the north and south of Pine Ridge. • Large overhead signs and/or pavement markings will be used to direct traffic. • The CFI reconfigures the roadway by allowing vehicles to cross to the left side of the roadway before the intersection. This allows for additional concurrent traffic movements not possible at a conventional signalized intersection. These additional concurrent movements increase signal efficiency and provide the opportunity for longer green times for all movements. • The concept was developed over 30 years ago. The CFIs are currently constructed and operational in many states including Colorado, Louisiana, Maryland, Mississippi, Missouri, Ohio, Texas and Utah. They are in design or construction in Florida, Georgia, North Carolina and Virginia. Page 3 of 12Pine Ridge Road Corridor Congestion Study | Collier County, FL 1/31/2018http://www.colliergov.net/your-government/divisions-a-e/capital-project-planning-impact-... Jug Handle • A jug handle is a type of ramp or slip road that changes the way traffic turns left at an at-grade Page 4 of 12Pine Ridge Road Corridor Congestion Study | Collier County, FL 1/31/2018http://www.colliergov.net/your-government/divisions-a-e/capital-project-planning-impact-... intersection. Instead of a standard left turn being made from the left lane, left-turning traffic uses a ramp on the west side of the road south of the existing intersection. • For the concept Collier County is proposing, there will only be a slight modification to the right turning traffic pattern on Pine Ridge Road to Livingston Road south. There is no change to traffic patterns on Pine Ridge Road continuing east or turning to Livingston Road north. • Traffic patterns for all left turn movements from Livingston Road onto Pine Ridge Road will be relocated. Drivers turning left onto Pine Ridge Road (either EB or WB) from Livingston Road will no longer turn at the intersection; dedicated turn lanes will be accessed approximately 100 feet south of the existing intersection. • There is one new signal located on Livingston to the south of Pine Ridge and one new signal located on Pine Ridge to the west of Livingston. All left turning movements from Livingston Road will use this new intersection and dedicated turn lanes. • Large overhead signs and/or pavement markings will be used to direct traffic. • The Jug handle reconfigures a portion of the roadway to allow movements like a “clover-leaf” ramp at an interchange. This reconfiguration removes the Livingston Road left turns from the main intersection. The concept is very common in New Jersey. Page 5 of 12Pine Ridge Road Corridor Congestion Study | Collier County, FL 1/31/2018http://www.colliergov.net/your-government/divisions-a-e/capital-project-planning-impact-... Single-Point Urban Interchange – Overpass / Underpass • For discussion purposes there are two options: An Overpass where Livingston Road goes over (as a bridge) Pine Ridge Road (at-grade). An Underpass where Livingston Road goes under (a tunnel) Pine Ridge Road (at-grade). Page 6 of 12Pine Ridge Road Corridor Congestion Study | Collier County, FL 1/31/2018http://www.colliergov.net/your-government/divisions-a-e/capital-project-planning-impact-... • The concepts are for 4-Thru Lanes in the existing ROW, 6-Thru Lane option will require additional ROW. Page 7 of 12Pine Ridge Road Corridor Congestion Study | Collier County, FL 1/31/2018http://www.colliergov.net/your-government/divisions-a-e/capital-project-planning-impact-... Pine Ridge Road at Whippoorwill Lane Restricted Crossing U-Turn (RCUT) (aka Superstreet) • There will be no change to the traffic pattern on Pine Ridge Road. • Traffic patterns for straight and left turn lanes to Pine Ridge Road from Whippoorwill Lane are restricted. Drivers must turn right onto Pine Ridge Road from Whippoorwill Lane and proceed to new signalized intersections approximately 600 feet beyond the existing intersection to make a U-turn. • Large overhead signs and/or pavement markings will be used to direct traffic. • These additional concurrent movements increase signal efficiency and provide the opportunity for longer green times for all movements. • The concept was developed almost 40 years ago. The RCUTs are currently constructed and operational in many states including Alabama, Indiana, Louisiana, Maryland, Michigan, Minnesota, Missouri, North Carolina, Ohio, Texas and Utah. Page 8 of 12Pine Ridge Road Corridor Congestion Study | Collier County, FL 1/31/2018http://www.colliergov.net/your-government/divisions-a-e/capital-project-planning-impact-... Pine Ridge Road at I-75 Interchange Diverging Diamond Interchange (DDI) • There will be no change to the traffic pattern on I-75. • The two directions of traffic on Pine Ridge Road cross to the opposite sides of the road at a traffic signal as they pass under I-75. This configuration is unusual in that it requires traffic, while under I-75, to briefly drive on the opposite side of the road. • Large overhead signs, barriers and/or pavement markings will be used to direct traffic. • They began being constructed in the United States in 2009. As of January 2017, there are 86 DDI in operation in the United States. DDIs are fully operational in 21 states. They are in construction in 5 additional states. The only states that DDIs are not operational, in construction, design or being studies are: Connecticut, Hawaii, New Jersey, North Dakota and Vermont. • FDOT is currently constructing a DDI at University Parkway and I-75 in Sarasota, and is designing a DDI for the Colonial Blvd interchange at I-75 in Fort Myers. The following Survey and Comment Form was available during the public meeting on June 15, 2017. Comments will be accepted until July 17, 2017. Forms may be e-mailed to ConnieDeane@colliergov.net, or mailed to the: Growth Management Department Attn: Connie Deane, Community Liaison Page 9 of 12Pine Ridge Road Corridor Congestion Study | Collier County, FL 1/31/2018http://www.colliergov.net/your-government/divisions-a-e/capital-project-planning-impact-... 2885 Horseshoe Drive South Naples, FL 34104 Below are some specific questions and answers related to the innovative concepts presented during the Pine Ridge Road Corridor Public Meeting. 1. What is being studied and why? •Pine Ridge Road (CR-896) between US 41 and Collier Boulevard (CR-951) serves as one of only four major east/west corridors within Collier County. Pine Ridge Road serves as a minor arterial corridor and provides a direct connection to one of four Interstate 75 interchanges within the urban area. Existing high peak period traffic volumes result in excessive delay along the entire length of the corridor from US 41 to I-75 currently and are predicted to increase significantly in coming years if solutions are not identified and constructed. In February 2016, Stantec, was contracted by the Board of County Commissioners to study the Pine Ridge Road corridor from (and including) Livingston Road to Napa Boulevard along with Livingston Road south of Pine Ridge Road to Marbella Lakes Drive. •It was determined that while conventional through-lane and intersection improvements might initially solve the problems, level of service failures would soon become a problem again, and a more long-lasting set of solutions is needed. The analysis of several innovative intersection designs proved to effectively manage the growing traffic throughout the corridor through 2040 and beyond. 2. How does moving left hand turn lanes back from the intersection speed up thru-put when you still have to stop oncoming traffic for the left hand turning traffic at some time? •The “improvement” realized at the intersection comes from the removal of the dedicated NB/SB protected left-turn signal phase that no longer occurs at the main intersection since the left turns will move with and during NB/SB thru movement phase. By eliminating that phase, you remove the start-up and clearance lost time associated with it and the “green time” from that phase is distributed to the remaining phases, thereby improving the overall operation of the intersection. The “advanced” left turn signal is coordinated with the main signal at the intersection so that the NB/SB left turns can move at the same time as the E/W thru movements (when NB/SB thru traffic is obviously stopped), so there is no additional delay introduced by adding the new signals in advance of the intersection. 3. The Whippoorwill Lane intersection works fine now and the amount of traffic exiting Whippoorwill Road will not grow over time because that area is already fully developed. It also appears that you would be replacing one traffic signal with two traffic signals. How does that help speed up flow on Pine Ridge Road? Page 10 of 12Pine Ridge Road Corridor Congestion Study | Collier County, FL 1/31/2018http://www.colliergov.net/your-government/divisions-a-e/capital-project-planning-impact-... •The need to improve the Whippoorwill Lane/Pine Ridge Road Intersection is due in large part to the projected increase in traffic on Pine Ridge Road that must pass through the intersection, 55,100 vehicles a day in 2016, projected to be 75,200 in 2040 (37% more traffic). Additionally, traffic volumes entering Whippoorwill will continue to grow in the future as there is still quite a few vacant tracts that will be developed on the north side and on the south side of Pine Ridge Road . Those tracts will only have access to Pine Ridge Road via the Whippoorwill Lane intersection. •The SuperStreet concept, like the other concepts, gets its value by reducing the number of phases at the main intersection by relocating them up/down stream from the main intersection. By eliminating the NB and SB left turns from Whippoorwill, you remove the start-up and clearance lost time associated with them and the “green time” from those phases can be given to the Pine Ridge Road thru movements. The new up/down stream U-turn signals are coordinated with the main signal so that all the left turns from Pine Ridge Road and the right turns from Whippoorwill lane, and the U-turns at the new signals, all happen in a coordinated fashion. 4. It appears the Divergent Diamond Interchange (DDI) concept may help people getting off I-75 but by complicating the traffic flow on Pine Ridge. I'm not sure it helps the flow on Pine Ridge. There are currently two traffic signals at I-75 which will be replaced by two or even four traffic signals on Pine Ridge road, so how does that speed up traffic? •The DDI concept is designed to eliminate left-turn movements and their associated traffic signal phases. Today motorists make left turns across the larger mainline flow of traffic, ultimately delaying the thru traffic movements in order to enter/exit I-75. The DDI concept shifts the EB and WB traffic to the other side of the median in advance of the interchange ramp terminals, thus allowing the entering and exiting ramp movements to be made without having to cross the opposing flow of traffic. This allows the signals to operate with only two phases which reduces start-up and clearance lost time and allows more green time to be given to both the I-75 ramps and mainline Pine Ridge Road. The result is a more efficient and coordinated signal system that reduces delay thru the interchange and improves the flow of traffic in a manner that is safer for the motoring public. The DDI reduces the number of crossing conflict points from four to two. The most severe conflict is one that is eliminated. Navigating thru the DDI is managed by proper signing and lane markings. 5. What about the potential interconnection of Whippoorwill Lane to Marbella Lakes Drive and a new traffic signal at Marbella Lakes Drive? •The interconnection between Whippoorwill Lane and Marbella Lakes Drive and new traffic signal are being considered with all innovative and conventional options. The interconnection is intended to facilitate more convenient travel options for area residents, and is not intended to facilitate “cut-through” traffic. Improving network connectivity will reduce travel time and congestion, and provide a secondary access to residents and first responders in the event of an emergency. A new traffic signal at Marbella Lakes Drive/Livingston Road would be constructed only if the interconnection is done. Page 11 of 12Pine Ridge Road Corridor Congestion Study | Collier County, FL 1/31/2018http://www.colliergov.net/your-government/divisions-a-e/capital-project-planning-impact-... Public Involvement Activities: The Transportation Planning Staff and their consultant held a Public Information Meeting on June 15, 2017 at the Greater Naples YMCA on YMCA Road. Residents, business representatives and visitors were welcome to stop by during the two-hour open house style meeting to review project information and displays as well as to talk one-on-one with county staff and the county’s design consultants. There was no formal presentation, but the video link above was shown on a loop during the entire meeting. The Transportation Planning Staff and their consultant gave a PowerPoint Presentation to the Collier Metropolitan Planning Organization (MPO) on March 10, 2017. That presentation was designed to introduce the innovative intersection design concepts to the elected officials and the public. The PowerPoint is attached as a link to help understand the concepts for the Pine Ridge Road corridor. Collier MPO Presentation March 10, 2017. Similar presentation were also made to the MPO's committees during the month of February, 2017. For more information regarding this study please contact: Principal Planner and Project Manager for this study Lorraine Lantz at 239-252-5779 or by e-mail at LorraineLantz@colliergov.net. News media inquiries may be directed to Community Liaison Connie Deane at 239-252-8365 or ConnieDeane@colliergov.net. Page 12 of 12Pine Ridge Road Corridor Congestion Study | Collier County, FL 1/31/2018http://www.colliergov.net/your-government/divisions-a-e/capital-project-planning-impact-... Survey/Comment Form Thursday, June 15, 2017 YMCA 5450 YMCA Rd., Naples, FL 34109 Collier County has been developing concepts for improving the overall traffic operations and congestion of the Pine Ridge Corridor from (and including) Livingston Road to Napa Boulevard. The study reviewed current traffic data as well as forecasted future traffic growth through 2040. The review included conventional through-lane and intersection improvements, local road interconnections, and innovative intersection improvements. These improvements resulted in level of service failures as soon as the improvements were initially solved and indicated that more long-lasting solutions were needed. The analysis of several innovative intersection designs proved to effectively manage the growing traffic throughout the corri dor through 2040 and beyond. These concepts will be presented to the committee for consideration and input/comments. To date, no specific plans or decisions have been made regarding this project. We are looking for your input to assist with planning and designing the best possible combination of facilities to serve vehicles, bicycles and pedestrians. Please help us determine important issues to consider during this study by taking a few minutes to answer the following questions. 1. Do you live or have a business on Pine Ridge Rd., Livingston Rd., Whippoorwill Ln., Napa Blvd.? Please circle appropriate road(s).  Yes  No 2. Do you use any portion of the Pine Ridge Corridor to commute to work or school? If so, please describe _________________________________________________  Yes  No 3. What is your most frequent destination? Examples: Work-via I-75 N., Work-West of I-75; School–Barron Collier HS 4. What are the three (3) most influential factors that you consider when choosing a route for your destination? _____ Congestion _____ Proximity _____ Condition of road _____ Safety _____ Scenic _____ Quickest _____ Minimal traffic signals _____ Construction 5. Please indicate what priority the County should consider the following alternatives: High Priority Medium Priority Low Priority Adding more vehicle traffic lanes _____ _____ _____ Adding lanes dedicated to car pools or buses _____ _____ _____ Increasing and/or improving CAT / bus service _____ _____ _____ Providing and/or improving sidewalks, trails and bicycle facilities _____ _____ _____ Improving vehicle / traffic safety _____ _____ _____ Improving pedestrian safety _____ _____ _____ Increasing road network connections (creating new road facilities) _____ _____ _____ Providing relief for current and future congestion within the Corridor Study Area _____ _____ _____ 6. Which one (1) of the following options for innovative intersection improvements at Pine Ridge Rd. and Livingston Rd. would you prefer? Please check your choice. A: _____ Continuous Flow Intersection (CFI) C: _____ Jug-Handle Intersection B: _____ Under-Pass - Single Point Urban Interchange (SPUI) (Livingston Rd. Under (as a tunnel)/Pine Ridge Rd. Over (at-grade) D: _____ Over-Pass - Single Point Urban Interchange (SPUI) (Livingston Rd. Over (as an overpass)/Pine Ridge Rd. Under (at-grade) 7. What is your familiarity or experience with any of the innovative intersection improvements discussed? 8. In the space provided, please make comments and recommendations for the Pine Ridge Corridor Study. If you need additional space, please use the other side of this form. TRI-FOLD FOR MAILING TRI-FOLD FOR MAILING Name: Address: City, State, Zip: Phone Number: Email: Please return comments to: Growth Management Department Attn: Connie Deane, Community Liaison 2885 Horseshoe Drive South Naples, FL 34104 You may also send your comments via e-mail to: conniedeane@colliergov.net Or FAX to 239-252-2726 Please provide your comments below. If more space is needed, please use an additional sheet of paper. You may place your comments in the “Comment Box” provided at the meeting, or send to Connie Deane at the address above by Monday, July 17, 2017. Emailed comments are also acceptable. Evaluation 1. Yes 2. No 1. Were the purpose and goals of this meeting clearly explained? If not, what additional information do you need to know? 2. Yes 3. No 2. Was the facility appropriate for this meeting? 2. Yes 3. No 3. Was the meeting productive? 4. Yes 5. No 4. Was the format of this meeting effective? Appendix B Metropolitan Planning Organization and Advisory Committee Meeting Materials AGENDA MPO Metropolitan Planning Organization Board of County Commissioners Chambers 3299 E. Tamiami Trail, Naples March 10, 2017 9:00 a.m. 1. Call to Order 2. Roll Call 3. Pledge of Allegiance 4. Approval of the Agenda and Consent Items A. Approval of February 10, 2017 MPO Meeting Minutes B. Reappointment of one (1) Citizens Advisory Committee (CAC) Member 5. Open to Public for Comments on Items not on the Agenda 6. Agency Updates A. FDOT B. MPO Executive Director 7. Committee Chair Reports A. Citizens Advisory Committee (CAC) B. Technical Advisory Committee (TAC) C. Pathway Advisory Committee (PAC) D. Congestion Management System/ Intelligent Transportation System Committee (CMS/ITS) E. Local Coordinating Board (LCB) 8. Regular Board Action (Roll Call Required) A. Approval of Amendment to 2016/17 - 2020/21 Transportation Improvement Program (TIP) 9. Regular Board Action (No Roll Call) A. Approval of Unified Planning Work Program (UPWP) Amendment B. Implementing Temporary Suspension of 40/40/20 SU Fund Split C. MPO Mission Statement and Strategic Plan 10. Presentations (May Require Board Action) A. Public Involvement Statistics B. Pine Ridge Road Corridor Congestion Study 11. Member Comments 12. Distribution Items A. Administrative Modification to 2016/17 – 2020/21 TIP 13. Next Meeting Date Regular Meeting –May 12, 2017 – 9 a.m. Naples City Hall 735 8th Street South Naples, FL 34102 – NO APRIL MEETING 14. Adjournment ___________________________________________________________________________________________ PLEASE NOTE: This meeting of the Collier Metropolitan Planning Organization (MPO) is open to the public and citizen input is encouraged. Any person wishing to speak on any scheduled item may do so upon recognition of the Chairperson. Any person desiring to have an item placed on the agenda shall make a request in writing with a description and summary of the item, to the MPO Director or MPO Chairman 14 days prior to the date of the next scheduled meeting of the MPO. Any person who decides to appeal a decision of this Board will need a record of the proceedings pertaining thereto, and therefore may need to ensure that a verbatim record of the proceeding is made, which record includes the testimony and evidence upon which the appeal is to be based. In accordance with the Americans with Disabilities Act, any person requiring special accommodations to participate in this meeting should contact Anne McLaughlin, MPO Executive Director, 72 hours prior to the meeting by calling (239) 252-8192. The MPO’s planning process is conducted in accordance with Title VI of the Civil Rights Act of 1964 and Related Statutes. Any person or beneficiary who believes that within the MPO’s planning process they have been discriminated against because of race, color, religion, sex, age, national origin, disability, or familial status may file a complaint with the Collier MPO Executive Director, Anne McLaughlin at (239) 252-8192 or by writing to Ms. McLaughlin at 2885 South Horseshoe Dr., Naples, FL 34104. Page 1 of 2 10B Attachment 1 Pine Ridge Road Corridor Congestion Study Pine Ridge Road (CR-896) between US 41 and Collier Boulevard serves as one of only four major east/west corridors within Collier County. Pine Ridge Road serves as a minor arterial corridor and provides a direct connection to one of four I-75 interchanges within the urban area. High peak period traffic volumes experience excessive delay along the entire length of the corridor from US 41 to I-75. According to the 2016 Annual Update and Inventory Report (AUIR) for Pine Ridge Road (from Livingston to I-75), the existing volumes plus committed “trip bank” trips from committed developments exceed the adopted level of service (LOS) standard set by the Board of County Commissioners in the Collier County Growth Management Plan (GMP). The Capital Project Planning, Impact Fees & Program Management Division initiated a Corridor Congestion Study to evaluate existing and future traffic conditions and to identify potential improvements within the corridor that would relieve congestion and improve the LOS. The Corridor Congestion Study also examined the corridor to identify potential countermeasures to the increasing volumes projected in the 2016 AUIR, The on-going study effort consists of the following tasks: 1. Collect 2016 seasonal traffic volume data over a 24-hour period and during the a.m. and p.m. peak periods on the mainline segments between intersections and turning movements at major intersections. 2. Evaluate future land uses within the corridor to ensure that currently undeveloped lands that will directly impact the corridor have been properly accounted for in the traffic forecasts. 3. Develop forecast traffic volumes for two horizon years, 2021 and 2040, for the mainline segments between intersections and at the turning movement volumes at major intersections. 4. Evaluate the LOS conditions for the existing and future horizon years (“do-nothing” conditions). 5. Develop various alternative improvements/countermeasures and evaluate the LOS conditions during the a.m. and p.m. peak periods for the existing conditions and future horizon years. 6. Conduct public outreach/involvement activities – This task will commence following the BCC briefing, and will include workshops, and public meetings with stakeholders and area residents. Although a variety of alternatives were developed and evaluated, the following alternative improvements/countermeasures have been recommended for further consideration due to their operational value in improving the LOS conditions within the corridor. These potential solutions have been reviewed internally and preliminarily with FDOT. Additional discussions with FDOT Page 2 of 2 regarding separating the interchange project so that it complements and coordinates with this project will be on-going. These concepts are being presented to the Board for consideration before initiating any public outreach. 1. Pine Ridge Road at Livingston Road  Livingston Road Overpass (or Underpass)  Livingston Road Jug Handle  Livingston Road Continuous Flow Intersection (CFI) (aka, Displaced Left Turn Intersection) 2. Pine Ridge Road at Whippoorwill Lane  Restricted Crossover U-Turn (RCUT) Intersection (aka, Superstreet) 3. Pine Ridge Road at I-75 SB and NB Ramps  Diverging Diamond Interchange (DDI) 4. Whippoorwill Lane - Marbella Lakes Drive Connection It should be noted that improvements/countermeasures are needed at all three Pine Ridge Road intersections, and all improvements were evaluated with and without the Whippoorwill Lane/Marbella Lakes Drive Connection. Pine Ridge Road Corridor Pine Ridge Road Corridor Pine Ridge Road Corridor Congestion StudyPine Ridge Road Corridor Congestion StudyCollier County Capital Project Planning, Impact Collier County Capital Project Planning, Impact Collier County Capital Project Planning, Impact Fees & Program Management DivisionCollier County Capital Project Planning, Impact Fees & Program Management DivisionMarch 10, 2017March 10, 2017 Presentation AgendaPresentation Agenda11Project Overview2Land Use and Traffic Data Collection 2Land Use and Traffic Data Collection 3Future Conditions Analyses3Future Conditions Analyses4Concept Alternatives5Questions Project Overview1Project OverviewDuring the season over 55 000 1During the season, over 55,000 vehicles pass through the Pine Rid R d id h dRidge Road corridor each day.The segment between Livingston Road and I-75 is operating at LOS “F” (2016 AUIR)operating at LOS F (2016 AUIR) Peak Hour Volumes5000Pine Ridge Road – East of Livingston RoadQuarterly Peak Hour 2-Way Volumes4000450025003000350010001500200005001 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 242nd Qrt3rd Qtr4th Qtr1st Qtr Study Area & Project Limits Land Use Data Future 2040 Traffic GrowthPine Ridge Road –Livingston Road to I-75gg752016 2040 % Change24h55 10075 20037%24-hour55,10075,20037%PM 2-Way4 6505 81325%PM 2Way4,6505,81325%PM Peak Direction2,815 3,436 22%Direction,, Future 2040 Traffic - Do Nothing AlternativeStandard Future EB WB NB SBAM P k HEF94 8132DEFFIntersection Time PeriodOverall Intersection LOSDelay (sec/veh)Max v/c RatioApproach LOSAM Peak-HourEF94.81.32DEFFPM Peak-Hour EF 87.4 1.37EDFFAM Peak-Hour E E 73.61.12DEFEPine Ridge Rd & Livingston RdPine Ridge Rd & Whippoor ill LnPM Peak-Hour EF 107.0 2.22 FDFFAM Peak-Hour E E 55.91.31CCFPM Peak-Hour E E 70.91.14 FCEWhippoorwill LnPine Ridge Rd & I-75 SB RampAM Peak-Hour EF 92.4 1.20CFFPM Peak-Hour E D 36.6 0.92 B E EAM Peak-Hour E E 69.41.74DCEFPine Ridge Rd & I-75 NB RampPine Ridge Rd & PM Peak-Hour E C 34.7 0.98 C C E EAM Peak-Hour E n/a50.510.61F--2C3PM Peak-HourEn/a236.311.35 F--2F3gNapa BlvdLivingston Rd & Marbella Lakes Dr236.3F Conventional ImprovementsConventional ImprovementsPine Ridge Road – East of Livingston Road thru the NB I75 NB I-75 ramps•Add 4thEB & WB Thru Lanes•Acquire additional right-of-wayAcquire additional rightofwayPine Ridge Road at Whippoorwill Lane•Additional Turn Lane Improvements on All Legs•Acquire additional right-of-wayLi i t R d t M b ll L k D iLivingston Road at Marbella Lakes Drive•New Traffic SignalWhippoorwill Lane -Marbella Lakes DriveWhippoorwill Lane Marbella Lakes Drive•New Local Road Interconnection Future 2040 Traffic – Conventional ImprovementsStandard Future EB WB NB SBAM P k HEE60 0099EDEEIntersection Time PeriodOverall Intersection LOSDelay (sec/veh)Max v/c RatioApproach LOSAM Peak-HourEE60.00.99EDEEPM Peak-Hour E D 54.4 0.97 E C E EAM Peak-Hour E D 44.0 0.92 D D E EPine Ridge Rd & Livingston RdPine Ridge Rd & Whippoor ill LnPM Peak-Hour E D 45.0 0.98 D CFEAM Peak-Hour E D 37.6 0.99 B D EPM Peak-Hour E C 28.9 0.96 B C DWhippoorwill LnPine Ridge Rd & I-75 SB RampAM Peak-Hour E C 30.3 0.98 D B EPM Peak-Hour E C 24.8 0.90 B C EAM Peak-Hour E D 38.3 0.91 C D E EPine Ridge Rd & I-75 NB RampPine Ridge Rd & PM Peak-Hour E C 25.2 0.82 B CFDAM Peak-Hour E A 6.1 0.53 B A APM Peak-Hour EA6.4 0.51 BAAgNapa BlvdLivingston Rd & Marbella Lakes Dr Innovative Intersection Innovative Intersection Improvementsii iiPine Ridge Road at Livingston Road•Partial Continuous Flow Intersection (CFI)•aka Displaced Left-Turn (DLT)a.k.a. Displaced LeftTurn (DLT)•Jug-Handle Intersection•Single Point Urban Interchange (SPUI) gg()•Livingston Road over/under Pine Ridge RoadPine Ridge Road at Whippoorwill Lane•Restricted Crossing U-Turn (RCUT) •aka “Superstreet”a.k.a. Superstreet Innovative Intersection Innovative Intersection Improvements (continued)iiPine Ridge Road at I-75 SB and NB Ramps•Diverging Diamond Interchange (DDI)Pine Ridge Road at Napa Boulevard•Signal Timing ImprovementsLivingston Road at Marbella Lakes Drive•New Traffic Signale ac SgaWhippoorwill Lane - Marbella Lakes Drive•New Local Road Interconnection Pine Ridge Road at Livingston RoadContinuous Flow Intersection (CFI) or Continuous Flow Intersection (CFI) or Displaced Left-Turn Intersection (DLT) Pine Ridge Road at Livingston Road JugHandle IntersectionJug-Handle Intersection Pine Ridge Road at Livingston Road Single Point Urban Interchange (SPUI)Single Point Urban Interchange (SPUI) Pine Ridge Road at Whippoorwill Lane Restricted Crossing UTurn (RCUT)Restricted Crossing U-Turn (RCUT) Pine Ridge Road at I-75 NB & SB Ramps Diverging Diamond Interchange (DDI)Diverging Diamond Interchange (DDI) Future 2040 Traffic – Innovative ImprovementsApproach LOSOverall Intersection LOSStandard Future EB WB NB SBAM Peak-Hour E B 10.2 0.77 D A APM Peak-Hour E B 11.6 0.78 D A BAdvance CFI Int. N. of Pine Ridge RdApproach LOSIntersection Time PeriodOverall Intersection LOSDelay (sec/veh)Max v/c RatioAM Peak-Hour E D 47.6 0.95 D D D EPM Peak-Hour E D 46.6 0.94 D D E DAM Peak-Hour E A 9.6 0.53 D B AAdvance CFI Int. Pine Ridge Rd & Livingston RdPM Peak-Hour E B 10.5 0.82 D A AAM Peak-Hour E A 2.0 0.77 AE1PM Peak-Hour E C 34.1 0.96 DE1AM P k HEB16 5092BAEEAdvance RCUT Int. W. of Whippoorwill LnS. of Pine Ridge RdAM Peak-HourEB16.50.92BAEEPM Peak-Hour E D 46.2 0.99 E B E EAM Peak-Hour E C 24.5 1.00F1CPM Peak-Hour EA6.7 0.79D1AAdvance RCUT Int. E. of Whippoorwill LnPine Ridge Rd & Whippoorwill LnDAM Peak-Hour E D 38.0 0.96 D C DPM Peak-Hour E C 29.0 0.89 C B CAM Peak-Hour E C 14.6 0.84 C B DPine Ridge Rd & I-75 SB RampPine Ridge Rd & PM Peak-Hour E D 44.2 0.90 B D CAM Peak-Hour E D 43.3 0.98 C D E EPM Peak-Hour E C 30.9 0.85 C CFDPine Ridge Rd & Napa BlvdI-75 NB Ramp Innovative Intersection Innovative Intersection Improvements - BenefitsI d O ti l Effi iImproved Operational Efficiency•Making Better Use of the Existing InfrastructureImproved Safety•Fewer Conflict Points Reduce CrashesCost•“Footprints” require less R/W; Fewer Business •Footprints require less R/W; Fewer Business Damages Next Steps•Public Outreach to Vet the Different CtConceptsP IMR ith FDOT f th DDI •Pursue an IMR with FDOT for the DDI & RCUT Portion of the Corridor•Pursue Funding Options for Project Dl t d Di Ph f Development and Design Phases for Pine Ridge Road at Livingston Road Questions? 1 | Page COLLIER METROPOLITAN PLANNING ORGANIZATION (MPO) BOARD MEETING Board of County Commissioners Chambers 3299 E. Tamiami Trail, Naples 9:00 a.m. March 10, 2017 Meeting Minutes 1. Call to Order Commissioner McDaniel, MPO Vice-chair, called the meeting to order at approximately 9:00 a.m. 2. Roll Call Ms. Otero called the roll and confirmed that a quorum was present. Members Present Commissioner Andy Solis, Collier County Board of County Commissioners (BCC) District 2 – present by phone Commissioner Burt Saunders, Collier County BCC District 3 Commissioner William L. McDaniel, Jr., Collier County BCC District 5 Councilman Reg Buxton, City of Naples Vice-Mayor Linda Penniman, City of Naples Councilman Joe Batte, City of Marco Island Members Absent Commissioner Donna Fiala, Collier County Board of County Commissioners (BCC) District 1 Commissioner Penny Taylor, Collier County BCC District 4 Mayor Sammy Hamilton, City of Everglades FDOT Representatives Bessie Reina, Urban Manager Victoria Peters, Community Liaison Steve Walls, Director, Southwest Area Office (SWAO) L.K. Nandam, District One Secretary Zachary Burch, FDOT MPO Staff Anne McLaughlin, MPO Executive Director Brandy Otero, MPO Senior Planner Gabrielle Gonzalez, MPO Administrative Secretary Eric Ortman, MPO Senior Planner Others Present Lorraine Lantz, Collier County Transportation Planning Trinity Scott, Collier County Transportation Planning Jeff Perry, Stantec Consulting Matt Crim, Stantec Consulting Ned Baier, Jacobs Engineering Dayna Fendrick, PAC Alan Musico, PAC 3. Pledge of Allegiance Councilman Batte led the Pledge of Allegiance. 2 | Page Commissioner McDaniel entertained a motion to allow Commissioner Solis to participate in the meeting by phone. Commissioner Saunders: I move to approve. Councilman Buxton: I second the motion. THE MOTION CARRIED UNANIMOUSLY. 4. Approval of the Agenda and Consent Items A. Approval of February 10, 2017 MPO Meeting Minutes B. Reappointment of one (1) Citizens Advisory Committee (CAC) Member Councilman Buxton: I move to approve the consent items. Vice-Mayor Penniman: I second the motion. THE MOTION CARRIED UNANIMOUSLY. 5. Open to the Public for Comments on Items not on the Agenda None. 6. Agency Reports A. FDOT Mr. Nandam thanked Collier County Sherriff and Fire-Department, as well as the Florida Highway Patrol (FHP) for their help with road closures during the brush fire. Ms. Peters stated that the Federal Department of Transportation (FDOT) advanced SR-82 widening from 2022 to 2018/19. She added that the project included a shared use path and lighting at the intersection. Vice-Mayor Penniman asked if the remaining funds from the River of Grass Greenway (ROGG) Project Development & Enhancement (PD&E) study could be put towards SR-82. Mr. Walls stated that no additional funds were needed for the SR- 82 project, as it was fully funded. Commissioner McDaniel stated that he wanted to have further discussion on the proposed roundabout for that intersection as the Immokalee Master Plan was moving ahead. Mr. Nandam pointed out that when FDOT does their studies they look at existing conditions and future conditions. He stated that the roundabout was chosen because of its high safety aspects and that it could be easily expanded to address future growth. B. MPO Executive Director Ms. McLaughlin stated that there were vacancies on the CAC, and that traditionally candidates were put forward by the Commissioners of districts in which there were seat vacancies. She added that there was a vacancy in Commissioner Solis’ district and Commissioner Saunders’ district. Ms. McLaughlin stated that she hoped to bring forth a draft of the Public Involvement Plan (PIP) in May. She discussed the proposed Tribal Consultation Policy. She explained that the goal would be to promote tribal involvement in the MPO planning process and to initiate and maintain a positive working relationship 3 | Page between the MPO and Tribal Governments creating effective communication and collaboration. Ms. McLaughlin stated that the policy is not consultation as described by the National Environmental Protection Act (NEPA) process, which was a government to government process, but that this would be an enhanced communication process between the MPO and the Tribes. Commissioner McDaniel stated that this should be a formal MPO policy rather than just a friendly gesture. He stated that he’d like Ms. McLaughlin to bring this back to the Board in May. 7. Committee Chair Reports A. Citizens Advisory Committee (CAC) Ms. McLaughlin read the report, which was included in the agenda packets, as the CAC chair was not present. The report can be made available to anyone who requests it. She added that Ms. Patty Huff submitted a letter of resignation so there was also a vacancy for the City of Everglades City. B. Technical Advisory Committee (TAC) Ms. McLaughlin read the report, which was included in the agenda packets, as the Technical Advisory Committee (TAC) chair was not present. The report can be made available to anyone who requests it. C. Pathways Advisory Committee (PAC) Ms. Fendrick, Pathways Advisory Committee (PAC) chair, gave the report which was included in the agenda packets. The report can be made available to anyone who requests it. Ms. Fendrick noted that the committee had made a formal request in writing to provide the MPO Board with a presentation on the ROGG and that opportunity was not given. She also stated that at the February MPO Board meeting the opposition was allotted unlimited time to speak and share their comments. She stated that the committee did not think this was fair. Ms. Fendrick added that the committee would like to see the remaining funds of the PD&E study go to a pathway project. D. Congestion Management System/Intelligent Transportation System (CMS/ITS) Ms. McLaughlin stated that there was no discussion as the committee was meeting the following week. She added that MPO staff and the committee had been working diligently to complete the Congestion Management Plan (CMP) update and that she was hoping to decide whether it could be completed in house or be taken out for consultant work at their next meeting. E. Local Coordinating Board (LCB) Ms. Otero read the report, which was included in the agenda packets, as Commissioner Fiala (LCB chair) was not present. The report can be made available to anyone who requests it. Ms. Otero pointed out that the annual Workshop was help prior to the meeting and that there was a very good turnout. 8. Regular Board Action (Roll Call Required) A. Approval of Amendment to 2016/17 – 2020/21 Transportation Improvement Program (TIP) Ms. Otero stated there were two projects being added and one being amended in this TIP amendment. The first was a new project on 15th St. at the intersection of SR29 and Immokalee Rd for intersection lighting retrofit. She added the project was budgeted at $10,000 for design in FY17 and the lighting was going in North of 10th Street at Immokalee Drive. The second project was for improvements to bus stops, which included American with Disabilities Act (ADA) improvements for three 4 | Page rural bus stops, bus shelters and amenities for 6 rural bus stops, and a stand alone bench and amenities for one rural bus stop. Ms. Otero added that there was $202,000 in state funding and $50,000 in local funding allocated to this project. The third project (to be amended) was the Golden Gate Estates Bridge projects. She stated that the amendment would change the limits of the project to only include the 8th Street NE Bridge and would also change the funding to be an FDOT managed project instead of Local Agency Program (LAP). Commissioner Saunders: I move to approve the amendment. Councilman Buxton: I second the motion. Ms. Otero called the roll. Commissioner McDaniel: Yes. Commissioner Solis: Yes. Commissioner Saunders: Yes. Vice-Mayor Penniman: Yes. Councilman Batte: Yes. Councilman Buxton: Yes. THE MOTION PASSED UNANIMOUSLY. 8. Regular Board Action (No Roll Call) A. Approval of Unified Planning Work Program (UPWP) Amendment Ms. Otero explained what the UPWP document was and its purpose. She added that the document is often amended throughout the life of the document to allow revision to the scope of work and/or budget. Ms. Otero stated that this year the MPO was required to itemize expenses to show directly where the funds were going. She added that there was a misstep on the behalf of MPO staff and office supplies and legal ads was under-budgeted, therefore the amendment included the addition of $2,500 to office supplies and $2,000 to legal ads. Ms. Otero stated that for FY 16/17 the amendment would be a net zero change as funds were simply moved from one task to another. Ms. Otero stated that for FY 17/18 funding was being added. She explained that the MPO was required to submit an amendment to FDOT prior to March 18th to add the funding. Since the current allocation has not been released staff used the amount identified in the FDOT work program and the closeout amount from the FY 14/15-15/16 UPWP. The total increase for this amendment was $97,000. She explained that the funding would be added to administration, data collection, transit/transportation disadvantaged, and regional coordination. Ms. Otero also informed the Board that this item would come back in May, once FDOT releases the allocation, with final numbers. Vice-Mayor Penniman: I move to approve the UPWP amendment. Councilman Buxton: I second the motion. THE MOTION CARRIED UNANIMOUSLY. B. Implementing Temporary Suspension of 40/40/20 SU Fund Split Ms. McLaughlin stated this item was a follow up to the previous meeting when the Board approved the 40/40/20 SU Split suspension. She added that since the implementation of the 40/40/20 split in 2013, no funding has been allocated to the bridges. Ms. McLaughlin stated that Collier County Transportation Planning brought forth an alternative approach of a 100% allocation for each of the funded areas, and the MPO Board requested that the item come back. The 100% alternative would be allocated for a period of 3 years as such: 5 | Page 1st year – 100% to PAC 2nd year – 100% to bridges 3rd year – 100% to CMS/ITS Commissioner McDaniel asked what the total amount of SU funding was. Ms. McLaughlin responded that it was approximately $4.2 million. Commissioner McDaniel then clarified that the rationale behind the suspension was to have greater flexibility for projects on an annual basis. Ms. McLaughlin confirmed and stated that she’d like the Board to consider looking at the management of the funding over a five-year period, so that the 40/40/20 is a target to be achieved over the five- year life of the TIP. There were two public speakers for this item. Their comments are summarized below: Alan Musico (PAC Vice-Chair) – stated that the 100% proposal did not come up at the previous PAC meeting. He added that the committee’s initial concern with the suspension was that the funds would never make their way back to the committee, and that putting the PAC first would take care of that concern. Mr. Musico added that doing the suspension for a period of 3 years reduces the allocation to a 33/33/33 split. Mr. Musico suggested that the split should be done for a 5-year period allocated as such: 1st year – 100% to PAC 2nd year – 100% to Bridges 3rd year – 100% to CMS/ITS 4th year – 100% to PAC 5th year – 100% to CMS/ITS Mr. Musico stated that doing it over a 5-year period would maintain the 40/40/20 split. He then asked where the 20% for bridges was allocated to over the last several years if none of those funds went to bridges. Dayna Fendrick (PAC Chair) – stated that she was concerned that the PAC had not had a chance to discuss the 100% split as it was not brought before them. She also questioned where the funds for the bridges were allocated to if no bridges were constructed. Ms. Trinity Scott, Collier County Transportation Planning Manager, responded to Ms. Fendrick’s comments stating that it was difficult for FDOT to hold 20% for bridges if there isn’t a project that matched the dollar amount. She explained this further by stating that the funds were probably put into the PAC or CMS projects in order to expend those dollars. Ms. Scott added that no funds had been programmed bridges since the approval of the 40/40/20 split, and that by doing a 100% split bridges would be put back up to even playing field. She also stated that the 100% split would allow the PAC to tackle larger projects. There was some hesitancy amongst Board members as the speakers stated that their committee had not discussed this item. Ms. McLaughlin clarified that the advisory committees reviewed the initial temporary suspension and that the TAC/CAC voted in favor and suggested moving pathways upfront, while the PAC voted against the suspension. She added that when the Board acted on the suspension at the previous meeting she thought it appropriate to bring the direction back to the Board rather than going back to the committees. Ms. McLaughlin added that the committees could discuss the item April and it could be brought back to the MPO Board in May. She added that she recommends the Board approve either the County’s proposal or Mr. Musico’s proposal as both would allow ample time to work through details of the budget with the Board, and the maximum flexibility in the management of funding. Commissioner Saunders: I move to approve the temporary suspension of the 40/40/20 split for a period of 5 years in which the first allocation would be 100% to the pathways committee, secondly to bridges, and third to congestion management. The final fourth and fifth years restore the balance back to a 40/40/20 split, by doing pathways the fourth year and then CMS the fifth year. Councilman Batte: I second the motion. 6 | Page Commissioner McDaniel stated that he was concerned that doing it that way still left bridges at 20% and underfunded. He added that part of the issue could be that there was no committee to represent bridges. He then called the question. THE MOTION CARRIED UNANIMOUSLY. C. MPO Mission Statement and Strategic Plan Ms. McLaughlin stated that per the MPO Board’s direction, staff researched previous mission statements and discovered a framed but undated copy of a mission statement that reads “to provide a safe and efficient transportation system that exceeds expectations.” She added that staff also found another mission statement dated 1997 that was much lengthier. Ms. McLaughlin stated that staff recommends the MPO develop a mission statement and review/revise the strategic plan as necessary. Commissioner McDaniel stated that his idea was that staff would adjust the mission statement and bring those changes/ideas before the Board. There was brief discussion amongst Board members as to which of the two mission statements presented could be used and whether to adjust. Councilman Batte pointed out that in the third bullet point of the lengthier mission statement “city” should be “cities”. Mr. Teach stated that the Board should continue the item to May and ask staff to work on this item. Commissioner Saunders: I move to continue the item. Vice-Mayor Penniman: I second the motion. THE MOTION CARRIED UNANIMOUSLY. 10. Presentations (May Require Board Action) A. Public Involvement Statistics Ms. McLaughlin gave the Power Point presentation that included information on the MPOs public involvement statistics for 2016. The presentation is on the MPO website, and can be made available to anyone who requests it. B. Pine Ridge Road Corridor Congestion Study Ms. Lorraine Lantz, Collier County Transportation Planning, introduced Stantec Consulting who conducted the study on the corridor. Mr. Jeff Perry and Mr. Matt Crim gave a Power Point presentation the Pine Ridge Road corridor congestion study. The presentation included information on current conditions and future conditions of the corridor as well as some proposed improvements that would alleviate congestion on the corridor. The presentation is on the MPO website, and can be made available to anyone who requests it. There was brief discussion amongst Board members regarding potential improvements. Vice-Mayor Penniman stated that she would like more information, including crash data for the corridor and what might be resolved from the solutions presented during the presentation. Ms. Scott stated that she would work with the Collier County Traffic Operations Division to get that data. Commissioner Solis asked when the County would present the costs for each of these improvements. Ms. Scott stated that the BCC would ultimately decide which improvements should be made for projects funded locally. She added that the two intersections at Whippoorwill and I-75 would be brought back through MPO process, at which time cost/budgeting could be discussed. 7 | Page 11. Member Comments Commissioner McDaniel asked FDOT for the timeline to complete improvements for the balance of SR 82 within Collier County; specifically, at the intersection of SR 82 and Corkscrew. Mr. Walls, FDOT, stated that they would bring more information back to the Board. Mr. Nandam stated that there are currently improvements being done at that intersection and added that FDOT partnered with Collier County to provide funds for turn lanes. Commissioner McDaniel suggested that FDOT trim the brush back on the south side of 82. He stated that drivers had to proceed forward into the intersection to see both ways before turning. Commissioner McDaniel stated that he’d like to see funding from the ROGG PD&E go towards a bridge only study in that same corridor. He asked FDOT and staff to bring forward information with costs estimates for such a study. 12. Distribution Items A. Administrative Modification to 2016/17 – 2020/21 TIP 13. Next Meeting Date: Regular Meeting – May 12, 2017 – 9 a.m. at Naples City Hall – 735 8th Street South, Naples, FL 34102 – NO APRIL MEETING 14. Adjournment With no further discussion, the meeting was adjourned at approximately 11:15 a.m. AGENDA TAC Technical Advisory Committee Collier County Growth Management Department Conference Rooms 609/610 2800 Horseshoe Drive North Naples, Florida 34104 February 27, 2017 9:30 a.m. 1. Call to Order 2. Roll Call 3. Approval of the Agenda 4. Approval of Meeting Minutes A. Lee-Collier Joint TAC Meeting Minutes - October 6, 2016 B. Regular Meeting Minutes - January 30, 2017 5. Open to Public for Comments on Items Not on the Agenda 6. Agency Updates A. FDOT B. MPO Executive Director 7. Committee Action A. Endorsement of Amendment to FY 2017/16 – 2020/21 Transportation Improvement Program (TIP) B. Endorsement of Scope of Work for the Golden Gate City Walkable Community Study C. Endorsement of Scope of Work for the Fare Analysis Study D. Endorsement of Amendment to the FY 2016/16-2017/18 Unified Planning Work Program (UPWP) 8. Reports and Presentations (May Require Committee Action) A. Presentation of 2016 Public Involvement Statistics B. Presentation on the Pine Ridge Road Corridor Congestion Study 9. Member Comments 10. Distribution Items (No Presentation) A. Administrative Modification to FY 2016/17 – 2020/21 TIP 11. Next Meeting Date March 27, 2017 – 9:30 a.m. Growth Management Department – Conference Rooms 609/610 12. Adjournment PLEASE NOTE: This meeting of the Technical Advisory Committee (TAC) to the Collier Metropolitan Planning Organization (MPO) is open to the public and citizen input is encouraged. Any person wishing to speak on any scheduled item may do so upon recognition of the Chairperson. Any person desiring to have an item placed on the agenda shall make a request in writing with a description and summary of the item, to the MPO Director 14 days prior to the meeting date. Any person who decides to appeal a decision of this Committee will need a record of the proceedings pertaining thereto, and therefore may need to ensure that a verbatim record of the proceeding is made, which record includes the testimony and evidence upon which the appeal is to be based. In accordance with the Americans with Disabilities Act, any person requiring special accommodations to participate in this meeting should contact the Collier Metropolitan Planning Organization 72 hours prior to the meeting by calling (239) 252-5804.The MPO’s planning process is conducted in accordance with Title VI of the Civil Rights Act of 1964 and Related Statutes. Any person or beneficiary who believes that within the MPO’s planning process they have been discriminated against because of race, color, religion, sex, age, national origin, disability, or familial status may file a complaint with the Collier MPO Executive Director and Title VI Specialist Ms. Anne McLaughlin (239) 252-5884 or by writing Ms. McLaughlin at 2885 South Horseshoe Dr., Naples, FL 34104. Page 1 of 2 8B Attachment 1 Pine Ridge Road Corridor Congestion Study Pine Ridge Road (CR-896) between US 41 and Collier Boulevard serves as one of only four major east/west corridors within Collier County. Pine Ridge Road serves as a minor arterial corridor and provides a direct connection to one of four I-75 interchanges within the urban area. High peak period traffic volumes experience excessive delay along the entire length of the corridor from US 41 to I-75. According to the 2016 Annual Update and Inventory Report (AUIR) for Pine Ridge Road (from Livingston to I-75), the existing volumes plus committed “trip bank” trips from committed developments exceed the adopted level of service (LOS) standard set by the Board of County Commissioners in the Collier County Growth Management Plan (GMP). The Capital Project Planning, Impact Fees & Program Management Division initiated a Corridor Congestion Study to evaluate existing and future traffic conditions and to identify potential improvements within the corridor that would relieve congestion and improve the LOS. The Corridor Congestion Study also examined the corridor to identify potential countermeasures to the increasing volumes projected in the 2016 AUIR, The on-going study effort consists of the following tasks: 1. Collect 2016 seasonal traffic volume data over a 24-hour period and during the a.m. and p.m. peak periods on the mainline segments between intersections and turning movements at major intersections. 2. Evaluate future land uses within the corridor to ensure that currently undeveloped lands that will directly impact the corridor have been properly accounted for in the traffic forecasts. 3. Develop forecast traffic volumes for two horizon years, 2021 and 2040, for the mainline segments between intersections and at the turning movement volumes at major intersections. 4. Evaluate the LOS conditions for the existing and future horizon years (“do-nothing” conditions). 5. Develop various alternative improvements/countermeasures and evaluate the LOS conditions during the a.m. and p.m. peak periods for the existing conditions and future horizon years. 6. Conduct public outreach/involvement activities – This task will commence following the BCC briefing, and will include workshops, and public meetings with stakeholders and area residents. Although a variety of alternatives were developed and evaluated, the following alternative improvements/countermeasures have been recommended for further consideration due to their operational value in improving the LOS conditions within the corridor. These potential solutions have been reviewed internally and preliminarily with FDOT. Additional discussions with FDOT Page 2 of 2 regarding separating the interchange project so that it complements and coordinates with this project will be on-going. These concepts are being presented to the Board for consideration before initiating any public outreach. 1. Pine Ridge Road at Livingston Road  Livingston Road Overpass (or Underpass)  Livingston Road Jug Handle  Livingston Road Continuous Flow Intersection (CFI) (aka, Displaced Left Turn Intersection) 2. Pine Ridge Road at Whippoorwill Lane  Restricted Crossover U-Turn (RCUT) Intersection (aka, Superstreet) 3. Pine Ridge Road at I-75 SB and NB Ramps  Diverging Diamond Interchange (DDI) 4. Whippoorwill Lane - Marbella Lakes Drive Connection It should be noted that improvements/countermeasures are needed at all three Pine Ridge Road intersections, and all improvements were evaluated with and without the Whippoorwill Lane/Marbella Lakes Drive Connection. TECHNICAL ADVISORY COMMITTEE OF THE COLLIER METROPOLITAN PLANNING ORGANIZATION Collier County Growth Management Division Planning & Regulation, Rooms 609 & 610 2800 North Horseshoe Drive Naples, FL 34104 9:30 A.M. February 27, 2017 Meeting Minutes 1. Call to Order Mr. Holland called the meeting to order at 9:30 a.m. 2. Roll Call Mr. Ortman called the roll and confirmed that a quorum was present. TAC MEMBERS PRESENT Andy Holland, Chairman, City of Naples Planning Tami Scott, Vice-chair, City of Marco Island Dan Hall, Collier County Traffic Operations Ute Vandersluis, City of Naples Airport Authority Lorraine Lantz, Collier County Transportation Planning Justin Lobb, Collier County Airport Authority Don Scott, Lee County MPO Gregg Strakaluse, City of Naples Streets and Stormwater TAC MEMBERS ABSENT Michelle Arnold, Collier County Public Transit & Neighborhood Enhancement Division (PTNE) Tim Pinter, City of Marco Island Nichole Gwinnett, Southwest Florida Regional Planning Council – Non-voting David Ogilvie, Collier County School Board - Non-voting MPO STAFF Anne McLaughlin, MPO Executive Director Eric Ortman, MPO Senior Planner Brandy Otero, MPO Senior Planner Gabrielle Gonzalez, MPO Administrative Assistant OTHERS PRESENT Victoria Peters, Florida Dept. Transportation (FDOT) District One Liaison Reginald Wilson, Florida Dept. of Health Jeff Perry, Stantec Consulting 3. Approval of the Agenda Ms. Lantz: I move to approve the agenda. Mr. Strakaluse: I second the motion. TAC Meeting Minutes February 27, 2017 Page 2 of 6 THE MOTION CARRIED UNANIMOUSLY. 4. Approval of the January 30, 2017 Meeting Minutes. Ms. Lantz noted that the list of attendees for the joint meeting was missing. Mr. Ortman stated that the list of attendees would be obtained from the Lee County MPO and distributed to committee members to accompany the minutes prepared by Lee County MPO. Ms. Lantz: I move to approve both sets of minutes with the attendees for the joint TAC meeting being added. Mr. Hall: I second the motion. THE MOTION CARRIED UNANIMOUSLY. 5. Open to the Public for Comments on Items not on the Agenda Ms. Lantz noted the passing of Dale Bathon. There was a moment of silence for Mr. Bathon. 6. Agency Updates A. FDOT Ms. Peters stated that applicants for this year’s Safe Routes to School (SRTS) projects would be required to complete a mandatory training. The closest training for Collier County was at the FDOT office on Daniels Parkway in Fort Myers. The training would be from 8:30 a.m. until 12:00 p.m. on Wednesday, May 17th. B. MPO Executive Director Mr. Scott spoke at the request of Ms. McLaughlin, stating that Old US 41 was the only joint regional en- hancement priority submitted recently and that FDOT would not fund the project until after a PD&E was done for the area that included Old US 41. Mr. Scott suggested that the two MPOs submit a list of enhance- ment projects to FDOT this year and stated that the Lee County MPO had a list of four projects that they would like to be part of the list. 7. Committee Action A. Endorsement of Amendment to FY 2016/17- FY 2020/21 Transportation Improvement Program (TIP) Mr. Ortman stated that FDOT had requested the Collier MPO to amend their 16/17 TIP to include the follow- ing three changes. The first project (FPN 440128-1) was a new project; design for a lighting retrofit on SR 29 at the intersection with Immokalee Road. The second project (FPN 431895-1) was to change the description of an existing project with no change to the project’s funding; two of three bridges were deleted from the project with the 8th St. Bridge remaining. The reason for the change was that available funding would only complete one of the three bridges. The third project (FPN 441116-1) was a new project to add ADA bus stop improvements to existing bus stops. TAC Meeting Minutes February 27, 2017 Page 3 of 6 Mr. Lobb: I move to endorse the amendment to the FY2016/17- FY 2020/21 TIP. Mr. Strakaluse: I second the motion. THE MOTION CARRIED UNANIMOUSLY. B. Endorsement of Scope of Work for the Golden Gate Walkable Community Study Mr. Ortman stated that this would be the fifth Walkable Community Study done. The MPO Board approved three of the first four but did not approve the Naples Park Walkable Community Study until such time as additional public outreach could be undertaken. The three approved studies were for Bayshore, Immokalee and Naples Manor. The Bayshore study was done by the Bayshore CRA; the other three were MPO studies. There was a brief discussion regarding public involvement for the study with the suggestion that the Golden Gate Community Center and MSTU be contacted. Ms. Scott stated that Collier County is scheduling exten- sive stormwater work in Golden Gate City; coordinating with the County could result in a significant cost savings for any sidewalks built as a result of the study. Mr. Scott suggested that field observations be done during the time when children were going to or coming from school. Ms. Lantz suggested that the December 31st deadline was very tight. Ms. Otero stated the MPO had a meeting scheduled with FDOT and that asking FDOT for an extension of the deadline was one of the topics of the meeting. Ms. Lantz: I move to endorse the scope of work with consideration of the TAC’s comments. Mr. Holland: I second the motion. THE MOTION CARRIED UNANIMOUSLY. C. Endorsement of Scope of Work for the Fare Analysis Study Ms. Otero stated that the last time fares were analyzed was 2008 for fixed-route service and 2012 for paratransit service. The last Transit Development Plan (TDP) recommended that a fair analysis be done in 2017 and every five (5) years thereafter. Ms. Otero stated that there has not been a fixed-route fare increase since 2008 while costs have increased and funding has remained stagnant. Ms. Otero stated that the study will evaluate the fare box recovery to ensure that any fare increase will not create a reduction in the use of the service or violate Title VI requirements. Ms. Otero stated that the study was included in the UPWP and was scheduled to be completed by December 31, 2017. Ms. Lantz asked if the time line for completing the study was achievable. Ms. Otero stated it was achievable but would be discussed with FDOT. Ms. Lantz noted a typo on the second page of the attachment; number four (4) in the scope of services should state that four, not three, presentations will be given based on direction from CAT. Ms. Lantz: I move to endorse the scope of work with the correction of the typo in the number of presentations to be made. Mr. Lobb: I second the motion. THE MOTION CARRIED UNANIMOUSLY. TAC Meeting Minutes February 27, 2017 Page 4 of 6 D. Endorsement of Amendment to the FY 2016/17- FY 2017/18 Unified Planning Work Program (UPWP) Ms. Otero stated that the amendment was for both fiscal years. In FY 16/17, $4,500 was being added to the administrative task; $2,500 for office supplies and $2,000 for legal ads. The money was being moved from the Long Range Transportation Plan (LRTP) task. Ms. Otero stated that at the time of the UPWP development, the PL amount for 17/18 was estimated. FDOT now requires an amendment by March 18 to reflect the current amount of PL funds for 17/18. Ms. Otero stated that the allocation for the second year is $531,670 which is a reduction of $10,496; and that there is a carry forward from the FY14/15 - FY15/16 UPWP close-out of $107,496 which results in a positive net change of $97,000. This amount was added to administration, data collection, transit, transportation disadvan- taged and regional coordination. Public comment for the amendment began February 17 and would end on March 10. Mr. Strakaluse: I move to endorse the amendment to the FY 2016/17- FY 2017/18 (UPWP) Mr. Holland: I second the motion. THE MOTION CARRIED UNANIMOUSLY 8. Reports and Presentations (May Require Committee Action) A. Presentation of 2016 Public Involvement Statistics Mr. Ortman gave a presentation that recapped the public involvement activities for the MPO in 2016. The presentation highlighted how the MPO informs the public of important MPO activities and how the MPO responds to citizen inquiries. The presentation recapped two MPO meetings that attracted substan- tial public attendance and participation. Staff attended several trainings during 2016 to increase their ability to involve the public in the transportation planning process. There was a 35 percent increase in traffic to the MPO website. The presentation described community and regional activities that the MPO was involved in as well as regional coordination with the Lee County MPO. The presentation listed documents approved and adopted by the MPO in 2016 as well as plans and documents the MPO would be working on in 2017. The presentation closed with a recap of the FHWA FTA quadrennial certifica- tion and photographs of the current MPO Board. B. Presentation on the Pine Ridge Road Corridor Congestion Study Mr. Perry, Stantec Consulting gave a presentation on the Collier County Pine Ridge Road Corridor Congestion Study. The study limits are Pine Ridge Road from Livingston Road to Napa Boulevard. The County’s Annual Update and Inventory Report (AIUR) determined that Pine Ridge Road is failing from a congestion perspective. The study analyzed existing traffic conditions; accounted for development of undeveloped parcels in the study area; and forecast traffic volumes for 2040. The study looked at implementing conventional roadway improvements including a no-build scenario. Conventional improvements, when modeled, are forecast to provide barely acceptable levels of service TAC Meeting Minutes February 27, 2017 Page 5 of 6 in 2040. Conventional improvements will also require accusation of significant right-of-way and busi- ness damages. The study also looked at several innovative improvements: Continuous Flow Intersection (CFI) or Displaced Left-Turn Intersection (DLT), Jug Handle Intersection, Single Point Urban Interchange (SPUI), Restricted Crossing U-Turn (RCUT), and Diverging Diamond Interchange (DDI). Improve- ments in levels of service are forecast to be significantly better with innovative improvements compared to conventional improvements and yield volume to capacity ratios (V/C) that will allow for additional traffic growth. The innovative improvements will require minimal acquisition of right-of-way and will have lower costs than conventional improvements with the exception of the Single Point Urban Inter- change which will require either an overpass or underpass. Next steps for the study include public outreach; pursuit of an Interchange Modification Report (IMR) with FDOT for the portion of corridor that intersects with I-75; and pursuit of funding options for development and design phases. 9. Member Comments Mr. Lobb, Collier County Airport Authority, stated that the process of updating the Immokalee Regional Airport Master Plan had started with data collection. The public outreach process will start in approxi- mately one month. Mr. Lobb stated that the 60% design stage for a new terminal building at the Marco Island Airport had been reached; bids will go out in June with groundbreaking in the fall. Ms. Lantz stated that a public project information kick-off meeting for the County’s Randall Boulevard Oil Well Road Corridor Study would be held from 6 p.m. to 8 p.m. on March 22 at the University of Florida’s Extension Office at the Immokalee Fair Grounds. 10. Distribution Items A. Administrative Modification to the FY 2016/17 – FY 2020/21 Transportation Improve- ment Program (TIP) Ms. McLaughlin stated that the Administrative Modifications had been requested by FDOT. Ms. Lantz questioned whether the modifications were intended to apply to the current TIP – FY 2016-17 to 2020-21, or to the new TIP – FY 2017-18 to 2021-22. Ms. McLaughlin said she would consult with FDOT and report back to the committee at their next meeting. 11. Next Meeting Date March 27, 2017 – 9:30 a.m. Growth Management Department – Conference Rooms 609/610 2800 Horseshoe Drive North, Naples. TAC Meeting Minutes February 27, 2017 Page 6 of 6 12. Adjournment With no further business to attend to, the Committee adjourned at approximately 11:20 a.m. AGENDA CAC Citizens Advisory Committee Collier County Growth Management Department Main Conference Room 2885 South Horseshoe Drive Naples, Florida 34104 February 27, 2017 2:00 PM 1. Call to Order 2. Roll Call 3. Approval of the Agenda 4. Approval of Meeting Minutes A. Lee-Collier Joint CAC Meeting Minutes – October 6, 2016 B. Regular Meeting Minutes – January 30, 2017 5. Open to Public for Comments on Items Not on the Agenda 6. Agency Updates A. FDOT B. MPO Executive Director 7. Committee Action A. Endorsement of Amendment to 2017/16 – 2020/21 Transportation Improvement Program (TIP) B. Endorsement of Scope of Work for the Golden Gate City Walkable Community Study C. Endorsement of Scope of Work for the Fare Analysis Study D. Endorsement of Amendment to the FY 2016/17-2017/18 Unified Planning Work Program (UPWP) 8. Reports and Presentations (May Require Committee Action) A. Presentation of Public Involvement Statistics B. Presentation on the Pine Ridge Road Corridor Congestion Study 9. Member Comments 10. Distribution Items (No Presentation) A. Administrative Modification to 2016/17 – 2020/21 TIP . 11. Next Meeting Date March 27, 2017 – 9:30 a.m. Growth Management Department – Conference Rooms 609/610 12. Adjournment PLEASE NOTE: This meeting of the Citizens Advisory Committee (CAC) to the Collier Metropolitan Planning Organization (MPO) is open to the public and citizen input is encouraged. Any person wishing to speak on any scheduled item may do so upon recognition of the Chairperson. Any person desiring to have an item placed on the agenda shall make a request in writing with a description and summary of the item, to the MPO Director at least 14 days prior to the meeting date. Any person who decides to appeal a decision of this Committee will need a record of the proceedings pertaining thereto, and therefore may need to ensure that a verbatim record of the proceeding is made, which record includes the testimony and evidence upon which the appeal is to be based. In accordance with the Americans with Disabilities Act, any person requiring special accommodations to participate in this meeting should contact the Collier Metropolitan Planning Organization 72 hours prior to the meeting by calling (239) 252-5804.The MPO’s planning process is conducted in accordance with Title VI of the Civil Rights Act of 1964 and Related Statutes. Any person or beneficiary who believes that within the MPO’s planning process they have been discriminated against because of race, color, religion, sex, age, national origin, disability, or familial status may file a complaint with the Collier MPO Executive Director and Title VI Specialist Ms. Anne McLaughlin (239) 252-5884 or by writing Ms. McLaughlin at 2885 South Horseshoe Dr., Naples, FL 34104. Page 1 of 2 8B Attachment 1 Pine Ridge Road Corridor Congestion Study Pine Ridge Road (CR-896) between US 41 and Collier Boulevard serves as one of only four major east/west corridors within Collier County. Pine Ridge Road serves as a minor arterial corridor and provides a direct connection to one of four I-75 interchanges within the urban area. High peak period traffic volumes experience excessive delay along the entire length of the corridor from US 41 to I-75. According to the 2016 Annual Update and Inventory Report (AUIR) for Pine Ridge Road (from Livingston to I-75), the existing volumes plus committed “trip bank” trips from committed developments exceed the adopted level of service (LOS) standard set by the Board of County Commissioners in the Collier County Growth Management Plan (GMP). The Capital Project Planning, Impact Fees & Program Management Division initiated a Corridor Congestion Study to evaluate existing and future traffic conditions and to identify potential improvements within the corridor that would relieve congestion and improve the LOS. The Corridor Congestion Study also examined the corridor to identify potential countermeasures to the increasing volumes projected in the 2016 AUIR, The on-going study effort consists of the following tasks: 1. Collect 2016 seasonal traffic volume data over a 24-hour period and during the a.m. and p.m. peak periods on the mainline segments between intersections and turning movements at major intersections. 2. Evaluate future land uses within the corridor to ensure that currently undeveloped lands that will directly impact the corridor have been properly accounted for in the traffic forecasts. 3. Develop forecast traffic volumes for two horizon years, 2021 and 2040, for the mainline segments between intersections and at the turning movement volumes at major intersections. 4. Evaluate the LOS conditions for the existing and future horizon years (“do-nothing” conditions). 5. Develop various alternative improvements/countermeasures and evaluate the LOS conditions during the a.m. and p.m. peak periods for the existing conditions and future horizon years. 6. Conduct public outreach/involvement activities – This task will commence following the BCC briefing, and will include workshops, and public meetings with stakeholders and area residents. Although a variety of alternatives were developed and evaluated, the following alternative improvements/countermeasures have been recommended for further consideration due to their operational value in improving the LOS conditions within the corridor. These potential solutions have been reviewed internally and preliminarily with FDOT. Additional discussions with FDOT Page 2 of 2 regarding separating the interchange project so that it complements and coordinates with this project will be on-going. These concepts are being presented to the Board for consideration before initiating any public outreach. 1. Pine Ridge Road at Livingston Road  Livingston Road Overpass (or Underpass)  Livingston Road Jug Handle  Livingston Road Continuous Flow Intersection (CFI) (aka, Displaced Left Turn Intersection) 2. Pine Ridge Road at Whippoorwill Lane  Restricted Crossover U-Turn (RCUT) Intersection (aka, Superstreet) 3. Pine Ridge Road at I-75 SB and NB Ramps  Diverging Diamond Interchange (DDI) 4. Whippoorwill Lane - Marbella Lakes Drive Connection It should be noted that improvements/countermeasures are needed at all three Pine Ridge Road intersections, and all improvements were evaluated with and without the Whippoorwill Lane/Marbella Lakes Drive Connection. CITIZENS ADVISORY COMMITTEE OF THE COLLIER METROPOLITAN PLANNING ORGANIZATION Collier County Growth Management Department Main Conference Room 2885 Horseshoe Drive South Naples, FL 34104 February 27, 2017 Meeting Minutes 1. Call to Order Mr. Shirk called the meeting to order at approximately 2:15 p.m. 2. Roll Call Mr. Ortman called the roll and confirmed that a quorum was present. CAC MEMBERS PRESENT Gary Shirk, Chairman, At-Large Karen Homiak, Vice-Chairwoman, District I Wayne Sherman, District IV Patty Huff, City of Everglades City Robert Phelan, City of Marco Island Wynn Phillips, City of Naples Pam Brown, At-Large CAC MEMBERS ABSENT Fred Thomas, District V Tom Dunne, City of Naples Josh Rincon, Representative of Minorities MPO STAFF Eric Ortman, MPO Senior Planner Brandy Otero, MPO Senior Planner Gabrielle Gonzalez, MPO Administrative Secretary Anne McLaughlin, MPO Executive Director OTHERS PRESENT Lorraine Lantz, Collier County Transportation Planning Victoria Peters, Florida Department of Transportation (FDOT) District 1 3. Approval of the Agenda Ms. Homiak pointed out that the next meeting location and time was incorrect. Mr. Ortman noted the mistake and confirmed that the next CAC meeting would be on March 27, 2017 at 2:00 p.m. in the Main Conference Room. Ms. Homiak: I move to approve the agenda with those corrections. Mr. Phillips: I second the motion. THE MOTION CARRIED UNANIMOUSLY. CAC Meeting Minutes February 27, 2017 Page 2 of 7 4. Approval of the November 28, 2016 Meeting Minutes. A. Lee-Collier Joint CAC Meeting Minutes – October 6, 2016 Ms. Homiak asked if there should be a list of the members present that goes along with the minutes. Mr. Ortman stated that staff would provide that list via email. Ms. Huff: I move to approve the minutes. Ms. Brown: I second the motion. THE MOTION CARRIED UNANIMOUSLY. B. Regular Meeting Minutes – January 30, 2017 Ms. Huff pointed out that that there was an error on page 5 of the minutes in the spelling of “Margery” and that it should be spelled “Marjory”. Mr. Ortman stated that the correction would be made. Mr. Sherman: I move to approve the minutes. Ms. Homiak: I second the motion. THE MOTION CARRIED UNANIMOUSLY. 5. Open to the Public for Comments on Items not on the Agenda None. 6. Agency Updates A. FDOT Update Ms. Peters stated that there was a FDOT Safe Routes to School (SRTS) Workshop to answer any questions for those putting in applications for SRTS. She stated that the workshop would be mandatory for all applicants and it would be held on May 17th from 8:30 a.m. to 12 p.m. at the FDOT Southwest Interagency Facility for Transportation (SWIFT) location in Fort Myers. B. MPO Executive Director Update Ms. McLaughlin stated that staff would be asking the committee to consider project options for Regional Transpor- tation Alternative Program funds in the near future. 7. Committee Action A. Endorsement of Amendment to 2016/17 – 2020/21 Transportation Improvement Program (TIP) Mr. Ortman stated that FDOT had requested the amendments and provided a brief explanation of each change. The first amendment was adding a new project for design of lighting retrofit at the intersection of SR 29 and Immoka- lee Rd, with a cost of $10,000 for design. The second amendment was to revise the scope of the existing Golden CAC Meeting Minutes February 27, 2017 Page 3 of 7 Gate Bridge project to reduce the limits from three bridges to 1 (8th Street). The third amendment was to add a new project for improvements to existing bus stops, with a cost of $252,000. Ms. Homiak: I move to endorse the amendment. Mr. Phelan: I second the motion. THE MOTION CARRIED UNANIMOUSLY. B. Endorsement of Scope of Work for the Golden Gate City Walkable Community Study Mr. Ortman stated that step one of walkability study would be to identify the stakeholders and involve them in the public involvement process. The deadline for the study is December 1, 2017 and MPO staff would be meeting with FDOT to see if the deadline can be extended. Ms. Homiak: I move to endorse the scope of work. Ms. Brown: I second the motion. THE MOTION CARRIED UNANIMOUSLY. C. Endorsement of Scope of Work for the Fare Analysis Study Ms. Otero stated that this would be the first of two studies identified in the Unified Planning Work Program (UPWP). She added that the most recent study for the fixed route system was conducted in 2008, and the paratrans- it system in 2012. She stated that the study would look at the farebox recovery of both systems to ensure that an increase would not create a reduction in the use of service or violate Title VI requirements. Mr. DeLeon expanded on the study explaining that the results will tell if the existing fare is fair and reasonable. Ms. Homiak: I move to endorse the scope of work for the Fare Study Analysis. Mr. Phelan: I second the motion. THE MOTION CARRIED UNANIMOUSLY. D. Endorsement of Amendment to the FY 2016/17 – 2017/18 Unified Planning Work Program (UPWP) Ms. Otero stated that the amendment addressed a change in funding for both years of the UPWP. In FY 2016/17 $4,500 was being taken from the Long Range Transportation Planning task and was being added to administrative tasks ($2,500 to office supplies and $2,000 for additional legal ads). For FY 2017/18 the initial budget estimate was based on 2016/17 allocation, the amendment includes a reduction of $10,000 and an addition of closeout funding from the previous UPWP of $107,720. The net increase totals $97, 227 and the funding will be added to administration to cover personnel costs, data collection, transit & transportation disadvantaged and regional coordination. The amendment was put out for a 21-day public comment period and will be voted on by the MPO Board on March 10th. Ms. Homiak: I move to approve the UPWP amendment. Ms. Brown: I second the motion. THE MOTION CARRIED UNANIMOUSLY. CAC Meeting Minutes February 27, 2017 Page 4 of 7 8. Reports and Presentations (May Require Committee Action) A. Presentation of Public Involvement Statistics Mr. Ortman gave a Power Point presentation based on the public involvement actions of the MPO in 2016. There was then a brief question and answer session between the committee and staff members concerning the MPOs public involvement efforts. The presentation can be made available to anyone who requests it. B. Presentation on the Pine Ridge Road Corridor Congestion Study Ms. Lantz introduced Mr. Jeff Perry with Stantec Consulting, who was managing a corridor study on Pine Ridge Road. She stated that Pine Ridge Road was already a failing corridor from Livingston through the I-75 interchange. Ms. Lantz stated that Mr. Perry would be presenting some of the options being looked at for the intersections along the corridor. Mr. Perry gave a Power Point presentation which included options being considered for the intersections along the corridor. The presentation can be made available to anyone who requests it. 9. Member Comments Ms. Huff stated that she would be resigning from the committee; and distributed copies of and read her resignation letter to the committee members. (The letter is included at the end of the minutes.) 10. Distribution Items (No Presentation) A. Administrative Modification to 2016/17 – 2020/21 TIP Ms. McLaughlin stated that it was brought to staff’s attention by the Technical Advisory Committee (TAC) that this administrative modification might not need to go in the current years TIP. She stated that staff was working with FDOT to determine the proper handling for the modification. 11. Next Meeting Date Regular Meeting – March 27, 2017 – 2:00 p.m. Growth Management Department, Main Conference Room 12. Adjournment With no further items to attend to Mr. Shirk entertained a motion to adjourn the meeting at approximately 4:10. Ms. Brown: I move to adjourn. Mr. Phelan: I second the motion. THE MOTION CARRIED UNANIMOUSLY. CAC Meeting Minutes February 27, 2017 Page 5 of 7 Patricia A. Huff P.O. Box 617 207 North Shorter Avenue Everglades City, FL 34139 February 27, 2017 Ms. Anne McLaughlin Collier County MPO Executive Director 2885 South Horseshoe Drive Naples, FL 34104 This is a request to accept my resignation from the Collier County MPO Citizens Ad- visory Committee, effective today. I have enjoyed my service to the county over the years, and I regret that I will not be able to complete my term. I was very proud to represent Everglades City and be part of a committee composed of dedicated county citizens who volunteer their time and energy to be of service to our county. Because of recent comments by the MPO Board, I do not believe that I can continue to serve under the current leadership. It was expressed by the MPO Chair that the funding scheduled for a PD&E project from Marco Island to Ever- glades City should be redirected to other areas of Collier County. At this same meeting, it did not appear that protocol was followed in respect that the Chair announced at the beginning of the meeting that the Action Items would be heard first (which is not unusual with public speakers present) but then they would return to the stated agenda. This was not done and our three Advisory Board Presentations (Items 7 A, B, C) were omitted. All three Advisory Commit- tees (PAC, TAC, CAC) voted not to support the resolutions to rescind support for the River of Grass Greenway; yet this was not heard by the Board or the public. Staff’s Executive Summary did include the committees’ recommendations in a handout to the MPO Board; but as being a part of the agenda, they were excluded. Among the 88 pages of attachments to the Executive Summary, PAC’s recommenda- tion included the following statement: “The ROGG project team/supporters be given the opportunity to pre- sent the FSMP and outline the major findings & recommendations of the report. We believe the new members of the MPO Board need to have some understanding of the project and process in order to make an informed vote to either con- tinue support or rescind support. We respectfully request that the 4 years of effort and public input be given proper acknowledgement and consideration.” CAC Meeting Minutes February 27, 2017 Page 6 of 7 Instead of the project team being given any opportunity to present the final report, the opponents were given “unlimited” time for their presentation (which lasted about an hour). A motion was then made to adopt the resolution to rescind the sup- port of ROGG; this was immediately seconded by the MPO Chair. It was the County Attorney who had to remind the Chair that it was necessary to hear from the supporters who were then allowed 3 minutes each. For 9 years Collier MPO, as well as all three Advisory Committees, have been supportive of ROGG. The newly elected county commissioners (and MPO Board) were not given an opportunity to hear a formal presentation, as requested. Ms. Anne McLaughlin Page 2 February 27, 2017 In all my years (nearly 20) of working with Collier County in various capacities, I have never witnessed such an improper handling of a public meeting and such a biased re- view of a county project. The following is a description listed on the Collier County MPO website: “MPOs were established to ensure that existing and future expendi- tures for trans- portation projects and programs are based on a Continuing, Cooperative, and Comprehensive ("3-C") planning pro- cess. The Collier MPO is committed to providing the urban area with a Continuing, Cooperative and Comprehensive transportation plan- ning process to assure that highway facilities, mass transit, bicy- cle/pedestrian and other intermodal facilities be properly located and developed in relation to the overall development of the com- munity.” Everglades City is not geographically located within the “urban area” of Collier County and it is not clear whether our community fits into the Collier MPO plan. This was obvious during the recent MPO meeting with the decision of the Board to reallo- cate funds that would have provided an opportunity to study a safe multi-use region- al pathway in southeastern Collier County. Everglades City is not provided with public (county) transportation so our residents offer rides to those who are unable to drive to see their doctors, need radiology treatments or go shopping. Many of our residents are immigrants and, as a commu- nity, we provide for them. Except for ecotourism and fishing, we don’t have a major industry so we don’t meet the needs for freight transportation; and now, with the on- ly funding we were awarded for a recreational trail between Marco Island and Ever- CAC Meeting Minutes February 27, 2017 Page 7 of 7 glades City is to be reallocated, I do not see a need for Everglades City to be repre- sented on a MPO Advisory Board. I wish the members of CAC all the best in the future and look for good things to come in Collier County due to your diligence and hard work. I feel privileged to have served with you all. Sincerely, (signed) Patricia A. Huff Patricia A. Huff Everglades City Appendix C Development Services Advisory Committee Meeting Materials Pine Ridge Road Corridor Congestion Study Presentation to: Development Services Advisory Committee (DSAC) December 6, 2017 By Transportation Planning Staff Project Overview During Season, over 55,000 vehicles pass through the Pine Ridge Road Corridor each day. The segment between Livingston Road and I-75 is operating at a Level of Service (LOS) “F” according to the 2016 AUIR. 2016 2040 % Change 24-Hour 55,100 75,200 37% PM 2-Way 4,650 5,813 25% PM Peak Direction 2,815 3,436 22% Study Area and Project Limits Future Conditions Analysis •Evaluate a “Do Nothing” (No Build) Alternative •Develop & Evaluate Potential Solutions –Conventional Improvements –Innovative Intersections •Pine Ridge Road and Livingston Road –Continuous Flow Interchange (CFI) –Jug-Handle –Overpass –Single Point Urban Interchange (SPUI) •Pine Ridge Road and Whippoorwill Lane –Restricted Crossing U-Turn (R-CUT or Super Street) •Pine Ridge Road and I-75 –Diverging Diamond Interchange (DDI) Future 2040 Traffic – Do Nothing Alternative Conventional Improvements Future 2040 Traffic – Conventional Improvements Innovative Intersection Improvements Continuous Flow Intersection (CFI) Partial Displaced Left-Turn Intersection (DLT) Jug-Handle Intersection Single Point Urban Interchange (SPUI) Livingston Rd. going Over Pine Ridge Rd. Pine Ridge Road at Whippoorwill Lane Restricted Crossing U-Turn (RCUT) –Super Street Pine Ridge Road at I-75 Diverging Diamond Interchange (DDI) Innovative Intersection Improvements -Benefits •Improved Operation Efficiency –Making Better Use of the Existing Infrastructure –Better Level of Service in the Long Term •Improved Safety –Fewer Conflict Points Reduce Crashes and Reduced Severity of Crashes •Cost –“Footprints” require less ROW –No I-75 Overpass Reconstruction –Fewer Business Damages Innovative Intersection Improvements -Benefits Next Steps •Continue Public Outreach to Vet the Different Concepts at Pine Ridge Road and Livingston Road •Pursue an Interchange Modification Report (IMR) with FDOT for the DDI and RCUT Portion of the Corridor •Pursue Funding Options for Project Development and Design Phases for Pine Ridge Road and Livingston Road Questions December 6, 2017 1 MINUTES OF THE COLLIER COUNTY DEVELOPMENT SERVICES ADVISORY COMMITTEE MEETING Naples, Florida, December 6, 2017 LET IT BE REMEMBERED, the Collier County Development Services Advisory Committee in and for the County of Collier, having conducted business herein, met on this date at 3:00 P.M. in REGULAR SESSION at the Collier County Growth Management Department Building, Conference Room #609/610, 2800 N. Horseshoe Drive, Naples, Florida, with the following members present: Chairman: William J. Varian Vice Chairman: Blair Foley David Dunnavant James E. Boughton (Excused) Clay Brooker Brad Schiffer (Excused) Chris Mitchell Robert Mulhere Mario Valle Stan Chrzanowski Norman Gentry Marco Espinar Ron Waldrop (Excused) Laura Spurgeon DeJohn Jeremy Sterk ALSO PRESENT: Jamie French, Deputy Department Head Judy Puig, Operations Analyst, Staff Liaison Jeremy Frantz, LDC Manager Mike Ossorio, Director, Code Enforcement Division Jon Walsh, Chief Building Inspector Matt McLean, Director, Development Review Ken Kovensky, Director, Operations and Regulatory Management Mike Bosi, Zoning Division Director Eric Fey, Public Utilities Lorraine Lantz, Transportation Planning December 6, 2017 2 Any persons in need of the verbatim record of the meeting may request a copy of the audio recording from the Collier County Growth Management Department. I. Call to Order - Chairman Chairman Varian called the meeting to order at 3:00pm II. Approval of Agenda Mr. Mulhere moved to approve the Agenda. Second by Mr. Dunnavant. Carried unanimously 9 – 0. III. Approval of Minutes from November 1, 2017 Meeting Mr. Valle moved to approve the minutes of the November 1, 2017 meeting as presented. Second by Mr. Mulhere. Carried unanimously 9 - 0. Mr. Brooker arrived at 3:02pm. IV. DSAC Position Vacancy Review & Vote 1. Re-appoint Clay Brooker Category: Attorney Mr. Valle moved to recommend the Board of County Commissioners appoint Clay Brooker to the Development Services Advisory Committee. Second by Mr. Foley. Carried unanimously 10 – 0. 2. Re-appoint Chris Mitchell Category: Engineer Mr. Valle moved to recommend the Board of County Commissioners appoint Chris Mitchell to the Development Services Advisory Committee. Second by Mr. Mulhere. Carried unanimously 10 – 0. 3. Re-appoint James Boughton Category: Architect Mr. Mulhere moved to recommend the Board of County Commissioners appoint James Boughton to the Development Services Advisory Committee. Second by Mr. Foley. Carried unanimously 10 – 0. Mr. Gentry arrived at 3:04pm. VIII. Old Business (this item was heard after Item IV.) A. Emergency Fee Schedule [Jamie French] (this item was heard after item IV.) Mr. French presented the Executive Summary “Recommendations to approve targeted reductions in the Collier County Growth Management Department Services Fee Schedule related to application and plan review fees in the event of a Board of County Commissioners – declared disaster” dated December 6, 2017 for consideration. He noted: • The Board of County Commissioners requested Staff to develop a policy for reducing building fee applications for residential building repairs during times of emergency events. • Staff developed a draft of the policy and met with the Subcommittee who provided input on the proposal. • Based on the input, Staff finalized the draft and the policy would include future emergency events. Mr. Mulhere moved to recommend the Board of County Commissioners approve targeted reductions in the Collier County Growth Management Department Services Fee Schedule related December 6, 2017 3 to application and plan review fees in the event of a Board of County Commissioners – declared disaster. Second by Mr. Valle. Carried unanimously 11 – 0. V. Public Speakers None VI. Staff Announcements/Updates A. Code Enforcement Division update – [Mike Ossorio] Mr. Ossorio provided the report “Code Enforcement Division Monthly Report October 22, – November 21, 2017 Highlights” for information purposes. He noted Staff continues community outreach activities including events such as toy or food drives at St. Mathews, Salvation Army, meet and greets, etc. and has been participating in training courses for hurricane events. B. Public Utilities Division update – [Tom Chmelik or designee] Mr. Fey reported: • The final day for curbside collection of debris related to Hurricane Irma will be December 15th at which time residents will be required to begin utilizing regular curbside debris disposal in accordance with County policy. • On December 22nd, the County’s public “drop off” locations for debris will close. • The estimate of debris removed as a result of the storm is currently 4.2M cubic yards. • The County’s acquisition of Golden Gate City’s FGUA (Florida Governmental Utility Facility) is slated for March 1, 2018. • The Utilities Subcommittee discussion group will meet on December 19th at 3:00pm. Ms. Spurgeon DeJohn arrived at 3:14pm. C. Growth Management Department/Transportation Engineering and/or Planning – [Jay Ahmad or designee] Ms. Lantz provided a PowerPoint “Pine Ridge Corridor Congestion Study” which outlined options for improvements to the Pine Ridge Road, Livingston Road, I-75 interchange corridor area. She noted: • The concepts under consideration for improvements at the intersection of Livingston Road and Pine Ridge Road include an overpass, jug handle or continuous flow traffic operation. • A “Divergent Diamond” layout is under consideration for the I-75 interchange area. • The goal would be to reduce conflict points and enhance public safety with the work including improvements for bicyclists and pedestrians. • The extension of Whooperwill Lane to Livingston Road is also under consideration and the County will be seeking input from the public on the proposals. • The final decisions for the improvements will also factor in right of way constraints and cost/benefit of the various concepts. D. County Fire Review update – [Shar Hingson and/or Shawn Hanson] Ms. Hingson reported site plan reviews are at a 2 day turn around and building plan review is at a 3 day turn around. Continuing education classes are scheduled for 12/18/17; 1/9/18; 2/6/18 and 4/17/18. December 6, 2017 4 E. North Naples Fire Review update – [Dale Fey] Mr. Fey reported in November plan reviews were completed at an average of 7 day turn around and inspections are currently conducted in a 1 – 2 day timeframe. F. Operations & Regulatory Mgmt. Division update [Ken Kovensky] Mr. Kovensky submitted the “Collier County November 2017 Monthly Statistics” which outlined building plan and land development review activities. The following was noted during his report: • November 2017 generated 4,700 permit applications and the County is attempting to identify those related to storm damage. • Electronic permitting now accounts for 45 percent of applications. • Inspections averaged 877/day in November 2017. • The Florida Building Code changes will require the County to close down their internet portal beginning on 12/29/17 at 5:00pm so Staff may address any changes required to the platform. • The County is implementing a new credit card security system on December 15th. G. Development Review Division update [Matt McLean] Mr. McLean reported the task force which reviews internal processes and levels of services will be meeting in 2018. The participants will include Staff, representatives of the Collier Building Industry Association, consultants, etc. VII. New Business A. DSAC recommendation for 2017/2018 LDC Amendments [Jeremy Frantz] Mr. Frantz presented the Memorandum “DSAC Recommendation for 2017/2018 LDC Amendments” dated November 29, 2017 for consideration. The Memorandum included the proposed amendments and an analysis on the rationale for the changes. He noted they were reviewed by the DSAC Land Development Review Subcommittee who provided input on the proposals and recommended the proposed amendments be adopted per their discussions. Mr. Brooker, Chairman of the Subcommittee reported the changes mainly consist of clarifications and updates to the existing Land Development Code. Mr. Brooker moved to recommend the Board of County Commissioners adopt the amendment proposed to Section 4.02.06 (PL20160003642) which adds an exemption to standards for development in airport zones. Second by Mr. Foley. Carried unanimously 11 – 0. Mr. Mulhere abstained. Mr. Brooker moved to recommend the Board of County Commissioners adopt the following Land Development Code amendments: • Section 2.03.08: Modifications to the RFMUD and Rural Fringe Areas Map. • Section 2.03.08 & 3.05.07: Modifications to the provisions of the NBMO. • Section 4.02.14: Modifications to the Big Cypress ACSC and 5 zoning maps. • Section 6.01.05: Requiring soil erosion and sediment control Best Management Practices for 1&2-family, townhouses, and underground utility construction. • Section 4.03.04: Clarifying Procedures for Lot Line Adj. and Lot Splits. • Section 10.01.02: Clarifying criteria for EWAs. • Section 10.02.13 & 10.03.06: Clarifying PDI approval process. December 6, 2017 5 • Section 2.03.07, 4.02.01, 4.02.03, 4.02.04 & 4.02.06: Clarifying dimensional standards for accessory buildings and structures. • Section 10.02.09: Removing limits on texts amendments to the LDC. • Section 9.04.04: Establishing an exception from an Administrative Variance for Minor After- the-Fact Encroachments. • Section 2.03.03 & 2.03.04: Establishing martial arts, gymnastics, and dance as permitted uses in C-3 zoning district. • Section 1.08.02 & 9.03.03: Re-codifying definition for “nonconforming lot of record.” Second by Mr. Mulhere. Carried unanimously 12 – 0. VIII. Old Business B. LDC amendment to preservation standards and Conservation Collier land donations [Jeremy Frantz] Mr. Frantz presented the Memorandum “LDC amendment to preservation standards and Conservation Collier land donations” dated November 29, 2017 for information purposes. He noted the proposed amendment was pulled from the Board of County Commissioner’s December 12, 2017 Consent Agenda and will be reviewed as a discussion item. Staff will be making a presentation which will include recommendations on the proposed amendment developed by the various advisory boards including the DSAC. Committee discussion occurred on whether any further recommendations should be provided to the BCC. The Committee determined no further recommendations are required, however requested Staff to relay the concern the final contents of the proposed amendment are far beyond the original scope of proposed amendment which was to ensure adequate funds remained into perpetuity for maintaining lands held in the Conservation Collier program. Mr. Foley left at 4:00pm C. Chapter 1 Amendments for the new 6th Edition [Jon Walsh] Mr. Walsh provided a draft of the amended County ordinance intended to address changes to the Florida Building Code effective December 31, 2017. The changes are intended to provide clarifications and updates to the existing ordinance and Staff will be allowed to close out any permit that has been “open” for greater than 10 years as long as it is not deemed a life safety issue. The Committee recommended the language for the 10 year “close out” allowance ensure the permit in question may not be “fire related” and reference any fire codes as necessary. Mr. Walsh reported he would be returning with the draft for additional comments at a future meeting. IX. Committee Member Comments The Committee determined to cancel the regularly scheduled January 2018 meeting. X. Adjourn Next Meeting Dates December 6, 2017 6 January 3, 2018 GMD conference Room 610 – 3:00 pm (Cancelled) February 7, 2018 GMD conference Room 610 – 3:00 pm March 7, 2018 GMD conference Room 610 – 3:00 pm There being no further business for the good of the County, the meeting was adjourned by the order of the Chair at 4:21PM. COLLIER COUNTY DEVELOPMENT SERVICES ADVISORY COMMITTEE ______________________________________ Chairman, William Varian These Minutes were approved by the Board/Chairman on ________________, as presented _______, or as amended ________. Appendix D Public Workshop: Press Notices Display Boards Pine Ridge Road could see reconstruction to reduce congestion By Justin Martin Jun 15, 2017 © Naples Herald Collier County is seeking community input into proposed changes along Pine Ridge Road. The county is looking to reduce congestion along the corridor which serves as an artery between Collier Boulevard and U.S. 41. According to Project Manager Lorraine Lantz, the proposed changes came from a study by Edmonton based Stantec Engineering which the county commissioned at the cost of $116,000. The county intends to address multiple intersections as well as the Interstate 75 interchange that runs through the middle of the corridor. Lantz said that that while traditional intersection improvements were considered, the study showed that they would be insufficient to accommodate future growth. “Those intersections would only be a band-aid,” said Lantz. “They would only temporarily fix the growth problems. Because of that we started looking at the innovative intersections.” Livingston Road and Pine Ridge is the primary intersection being identified as a trouble spot by the county. Lantz said that more than 55,000 cars a day flow through the intersection as of 2016 and more than 75,000 are projected by 2040. The county is considering a number of solutions including the traditional overpass but the prime contender is a design known as the continuous flow intersection. The design reduces signal time and increase safety by shifting cars that intend to turn left to a special turn lane that actually sits on the opposite side of opposing traffic. By shifting the traffic to the opposite side at a quick signal before major intersection the design greatly increases the efficiency of traffic flow. Whippoorwill Lane is the other Pine Ridge intersection that is a high priority for redesign. The design being suggest for that project is call a restricted crossing U-turn, more commonly referred to as a superstreet. “Basically, you would be restricted if you are on Whippoorwill,” said Lantz. “Your movements would not change if you are coming of Pine Ridge but on Whippoorwill if you are heading northbound you will only be able to turn right and if you were heading southbound you would also only be able to turn right. No across or left turn movements.” A signaled U-turn is then added to Pine Ridge to let drivers easily head the proper direction without crossing oncoming traffic. Finally, the county intends to address the I-75 interchange itself with a design called a diverging diamond. The diamond weaves the lanes of traffic across each other at the signaled intersections that usually sit on each side of an interstate interchange. The state’s first diverging diamond interchange was built in Sarasota, at the intersection of I-75 and University Parkway opened in May. I-75/University Parkway Diverging Diamond Interchange Design - YouTube I-75/University Parkway Diverging Diamond Int... Now Playing By moving the traditional east bound traffic to the left and vice versa it allows access to interstate on ramps without having to turn left across opposing traffic. This reduces the wait time at lights significantly and increases safety. The lanes weave back into their traditional sides of the road at the light on the opposite end of the interchange. The project is in the preliminary planning phase so no construction costs or start dates were available. The county will be explaining these plans in more depth and asking for community feedback during an open house from 5:00 p.m. to 7:00 p.m. on Thursday at the Greater Naples YMCA, 5450 YMCA Road, Naples, Florida 34109. A copy of the study and the proposed intersection changes can be found here. © 2017 Naples Herald. All rights reserved. This material may not be published, broadcast, rewritten or redistributed. Collier County Government Growth Management Department Capital Projects Planning, Impact Fees and Program Management Division 2685 S. Horseshoe Drive, Suite 103 Naples, Florida 34104 Contact: Connie Deane Community Liaison 239-252-8192 or 8365 colliergov.net twitter.com/CollierPIO facebook.com/CollierGov youtube.com/CollierGov June 1, 2017 FOR IMMEDIATE RELEASE Pine Ridge Road Corridor Congestion Study Public Information Meeting Planned Thursday, June 15, 2017 5 to 7 p.m. A Pine Ridge Road Corridor Congestion Study Public Information Meeting will be held from 5 p.m. to 7 p.m. on Thursday, June 15 at the Greater Naples YMCA, 5450 YMCA Road, Naples, Florida 34109, in the Spirit, Mind & Body Room located on the east side of the building on the second floor. There is an open staircase easily accessible from the building’s east entrance and an elevator on the west side. Residents, business representatives and visitors are welcome to stop by during the two-hour open house style meeting to review project information and displays as well as to talk one-on-one with county staff and the county’s design consultants. There will not be a formal presentation. Pine Ridge Road (CR-896) between US 41 and Collier Boulevard (CR-951) serves as one of only four major east/west corridors within Collier County. Pine Ridge Road serves as a minor arterial corridor and provides a direct connection to one of four Interstate 75 interchanges within the urban area. Existing high peak period traffic volumes result in excessive delay along the entire length of the corridor from US 41 to I-75 currently and are predicted to increase significantly in coming years if solutions are not identified and constructed. In February 2016, Stantec, was contracted by the Board of County Commissioners to study the Pine Ridge Road corridor from (and including) Livingston Road to Napa Boulevard along with Livingston Road south of Pine Ridge Road to Marbella Lakes Drive. It was determined that while conventional through-lane and intersection improvements might initially solve the problems, level of service failures would soon become a problem again, and a more long-lasting set of solutions were needed. The analysis of several innovative intersection designs proved to effectively manage the growing traffic throughout the corridor through 2040 and beyond. These concepts will be provided to attendees at the open house style meeting through a variety of displays and a video. Constructive public input/comments are requested and encouraged. Two or more members of the Board of County Commissioners (BCC) may be present and may participate at this public information meeting. The subject matter of this meeting may be an item for discussion and action at a future BCC meeting. Anyone who requires an auxiliary aid or service for effective communication, or other reasonable accommodations in order to participate in this proceeding, should contact the Collier County Facilities Management Division, located at 3335 Tamiami Trail E., Naples, Florida 34112, or 239-252-8380, as soon as possible, but no later than 48 hours before the scheduled event. Such reasonable accommodations will be provided at no cost to the individual. For additional information concerning the project, please contact Project Manager Lorraine Lantz at 239-252-8192 or by e -mail at LorraineLantz@colliergov.net. News media inquiries may be directed to Community Liaison Connie Deane at 239-252-8365 or ConnieDeane@colliergov.net. ### Pine Ridge Corridor Congestion Study Study Area & Project Limits Steps in the Planning Analysis Process •Compile Land Use Data •Collect Corridor Traffic Volume Data •Calculate Existing Levels of Service •Forecast Future Conditions (Year 2040) •Calculate Future Year Levels of Service Without Improvements •Develop Alternative Improvements •Calculate Future Year Levels of Service With Improvements Potential Interconnection Pine Ridge Corridor Congestion Study Land Use Data Evaluate Undeveloped Lands Directly Impacting the Corridor •Identify Vacant Parcels with Direct Impact to Corridor and/or Intersections •Evaluate Current & Future Zoning Potential •Develop Traffic Generation Values •Ensure Potential Traffic Impact from Vacant Parcels is Accounted for in 2040 Forecast Future 2040 Traffic Volume Growth Pine Ridge Road – Livingston Road to I-75 2016 2040 % Change 24-hour 2-Way 55,100 75,200 37% PM Peak Hour 2-Way 4,650 5,813 25% PM Peak Hour Peak Direction 2,815 3,436 22% Future 2040 Traffic – Do Nothing Alternative Standard Future EB WB NB SB AM Peak-Hour E F 94.8 1.32 DE FF PM Peak-Hour E F 87.4 1.37 EDFF AM Peak-Hour E E 73.6 1.12 DE F E PM Peak-Hour E F 107.0 2.22 F D FF AM Peak-Hour E E 55.9 1.31 CC F PM Peak-Hour E E 70.9 1.14 F CE AM Peak-Hour E F 92.4 1.20 C FF PM Peak-Hour E D 36.6 0.92 B E E AM Peak-Hour E E 69.4 1.74 DCE F PM Peak-Hour E C 34.7 0.98 C C E E AM Peak-Hour E n/a 50.51 0.61 F --2 C 3 PM Peak-Hour E n/a 236.31 1.35 F --2 F3 Intersection Time Period Overall Intersection LOS Delay (sec/veh) Max v/c Ratio Approach LOS Pine Ridge Rd & I-75 NB Ramp Pine Ridge Rd & Napa Blvd Livingston Rd & Marbella Lakes Dr Pine Ridge Rd & Livingston Rd Pine Ridge Rd & Whippoorwill Ln Pine Ridge Rd & I-75 SB Ramp Pine Ridge Corridor Congestion Study Conventional Improvements Pine Ridge Road – From Livingston Road thru the NB I-75 Ramps •Add 4th EB & WB Thru Lanes •Acquire Additional Right-of-Way Pine Ridge Road at Whippoorwill Lane •Additional Turn Lane Improvements on All Approaches •Acquire Additional Right-of-Way Livingston Road at Marbella Lakes Drive •New Traffic Signal •Contingent Upon The Interconnection Whippoorwill Lane - Marbella Lakes Drive •New Local Road Interconnection Pine Ridge Corridor Congestion Study Conventional Improvements Future 2040 Traffic – Conventional Improvements Standard Future EB WB NB SB AM Peak-Hour E E 60.0 0.99 E D E E PM Peak-Hour E D 54.4 0.97 E C E E AM Peak-Hour E D 44.0 0.92 D D E E PM Peak-Hour E D 45.0 0.98 D C F E AM Peak-Hour E D 37.6 0.99 B D E PM Peak-Hour E C 28.9 0.96 B C D AM Peak-Hour E C 30.3 0.98 D B E PM Peak-Hour E C 24.8 0.90 B C E AM Peak-Hour E D 38.3 0.91 C D E E PM Peak-Hour E C 25.2 0.82 B C F D AM Peak-Hour E A 6.1 0.53 B A A PM Peak-Hour E A 6.4 0.51 B A A Intersection Time Period Overall Intersection LOS Delay (sec/veh) Max v/c Ratio Approach LOS Pine Ridge Rd & Livingston Rd Pine Ridge Rd & Whippoorwill Ln Pine Ridge Rd & I-75 SB Ramp Pine Ridge Rd & I-75 NB Ramp Pine Ridge Rd & Napa Blvd Livingston Rd & Marbella Lakes Dr Pine Ridge Road – From Livingston Road thru the NB I-75 Ramps •Add 4th EB & WB Thru Lanes •Acquire Additional Right-of-Way Pine Ridge Road at Whippoorwill Lane •Additional Turn Lane Improvements on All Approaches •Acquire Additional Right-of-Way Livingston Road at Marbella Lakes Drive •New Traffic Signal (Contingent Upon the Interconnection) Whippoorwill Lane - Marbella Lakes Drive •New Local Road Interconnection Pine Ridge Corridor Congestion Study Innovative Intersection Improvements Future 2040 Traffic – Innovative Improvements Pine Ridge Road at Livingston Road •Continuous Flow Intersection (CFI) a.k.a. Displaced Left- Turn (DLT) •Jug-Handle Intersection •Single Point Urban Interchange (SPUI) Pine Ridge Road at Whippoorwill Lane •Restricted Crossing U-Turn (RCUT) a.k.a. “Superstreet” Pine Ridge Road at I-75 SB and NB Ramps •Diverging Diamond Interchange (DDI) Continuous Flow Intersection (Partial Displaced Left Turn) Construction Cost: $6.6 Million Minimizes Right-of-Way Takes/Business Damages Advance Signals Control NB & SB Left Turns Accommodates Bike & Ped Movements Reduces Delay Increases Thru-Put Reduces Travel Time Improves Safety by Reducing Conflict Points Jug-Handle Intersection Construction Cost: $7.3 Million Minimizes Right-of-Way Takes/Business Damages Advance Signals Control NB & EB Left Turns Accommodates Bike & Ped Movements Reduces Delay Increases Thru-Put Reduces Travel Time Improves Safety by Reducing Conflict Points Over-Pass (or Under-Pass) Single-Point Urban Interchange Construction Cost: $13.3 Million 4-Thru lanes in Existing Right-of-Way 6-Thru Lanes – Right-of-Way Needed Adjacent Land Access Limitations Accommodates Bike & Ped Movements Reduces Delay Increase Thru-Put Reduces Travel Time Improves Safety by Reducing Conflict Points Restricted Crossing U-Turn (RCUT) Intersection (a.k.a. “Superstreet”) Construction Cost: $4.8 Million Minimizes Right-of-Way Takings All Side-Street Movements are Right-Turns Mainline Turning Movements are Unaffected Coordinated U-Turn Signals Accommodates Bike & Ped Movements Reduces Delay & Increases Thru-Put Improves Safety by Reducing Conflict Points Accommodates Bike & Ped Movements Diverging Diamond Interchange (DDI) Construction Cost: $8.7 Million Fits Within Existing Right-of-Way Fits Within Existing Bridge Structure Reduced Construction Time Accommodates Bike & Pedestrian Movements Reduces Delay Increases Thru-Put Reduces Travel Time Improves Safety by Reducing Conflict Points Appendix E Public Workshop: Survey/Comment Forms Appendix F Stakeholder Meetings: Flyers, Hand-outs, and PowerPoint Presentations Pine Ridge Road Corridor Congestion Study Innovative Intersections Page 1 1.What is the reason for the meeting? This meeting is designed to introduce the innovative intersections design concepts to the public, gage the public interest and discuss which configurations the public prefers. After the comments from the public have been received, considered and addressed, the project reports will be finalized and submitted to the Collier County Board of County Commissioners (BCC). The BCC will ultimately decide which type of intersection improvements should be designed. 2.Why are we studying this corridor? The 2016 Annual Update and Inventory Report (AUIR) indicated that the segment of Pine Ridge Road from Livingston Road to I-75 is deficient. The AUIR looks to see how much traffic a road facility can accommodate. The volume to capacity ratio of traffic on roads is calculated and evaluated and creates a Level of Service (LOS). The volume is the number of vehicles that use the road. The capacity is the maximum number of vehicles the road can accommodate. The Pine Ridge Road Corridor from Livingston Road to I-75 is currently operating at a LOS F; therefore, we have to start the process of designing improvements as soon as possible. 3.What are innovative intersections and why is the county considering them in these locations? The project consultant modeled the corridor with conventional intersection improvements and even with those improvements, the corridor was predicted to fail again before 2040. The county wants to plan ahead instead of repeatedly reacting to anticipated operational issues. Generally, the costs associated with a conventional intersection are similar to the costs associated with the innovative intersections but the conventional treatments will fail in less than twenty years. 4.What are innovative intersections? Innovative intersection configurations improve traffic flow by eliminating, relocating or modifying turning movements. They also improve the signalization by reducing the number of phases and thereby decreasing the time a vehicle has to wait for a red light to turn green. Collier County is considering the following innovative intersections: Pine Ridge Road and Livingston Road •Continuous Flow Interchange (CFI) •There will be no change to the traffic pattern on Pine Ridge Road. •There is no left-turn arrow phase on Livingston Road in either direction. •Traffic patterns for the left turn lanes to Pine Ridge Road from Livingston Road are relocated. Drivers turning left onto Pine Ridge Road from Livingston Road will use dedicated turn lanes accessed approximately 600 feet south of the existing intersection, and make a left turn at Pine Ridge Road along with the through traffic movements. Pine Ridge Road Corridor Congestion Study Innovative Intersections Page 2 • Jug-Handle • A jug handle is a type of ramp or slip road that changes the way traffic turns left at an at-grade intersection. Instead of a standard left turn being made from the left lane, left-turning traffic uses a ramp on the west side of the road south of the existing intersection. • For the concept Collier County is proposing, there will only be a slight modification to the right turning traffic pattern on Pine Ridge Road to Livingston Road south. There is no change to traffic patterns on Pine Ridge Road continuing east or turning to Livingston Road north. • Traffic patterns for all left turn movements from Livingston Road onto Pine Ridge Road will be relocated. Drivers turning left onto Pine Ridge Road (either eastbound or westbound) from Livingston Road will no longer turn at the intersection; dedicated turn lanes will be accessed south of the existing intersection. • There is one new signal located on Livingston Road to the south of Pine Ridge Road and one new signal located on Pine Ridge Road to the west of Livingston Road. All left turning movements from Livingston Road will use this new intersection and dedicated turn lanes. • Overpass – Single Point Urban Interchange (SPUI)  For discussion purposes there are two options: • An overpass where Livingston Road goes over (as a bridge) Pine Ridge Road (at-grade). • An underpass where Livingston Road goes under (a tunnel) Pine Ridge Road (at-grade). Pine Ridge Road Corridor Congestion Study Innovative Intersections Page 3 Pine Ridge Road and Whippoorwill Lane • Restricted Crossing U-Turn (R-CUT or Super Street) • There will be no change to the traffic pattern on Pine Ridge Road. • Traffic patterns for straight and left turn lanes to Pine Ridge Road from Whippoorwill Lane are restricted. Drivers must turn right onto Pine Ridge Road from Whippoorwill Lane and proceed to new signalized intersections beyond the existing intersection to make a U-turn. Pine Ridge Road and I-75 • Diverging Diamond Interchange (DDI) • There will be no change to the traffic pattern on I-75. • The two directions of traffic on Pine Ridge Road cross to the opposite sides of the road at a traffic signal as they pass under I-75. This configuration is unusual in that it requires traffic, while under I- 75, to briefly drive on the opposite side of the road. 5. What about the potential interconnection of Whippoorwill Lane to Marbella Lakes Drive and a new traffic signal at Marbella Lakes Drive? The interconnection and new traffic signal are being considered with all options discussed above, to facilitate more convenient travel options for area residents, and is not intended to facilitate “cut-through” traffic. Improving network connectivity will reduce travel time and congestion, and provide a secondary access to residents and first responders in the event of an emergency. A new traffic signal at Marbella Lakes Drive/Livingston Road would be constructed only if the interconnection is done. 6. Where can I find more information about this study? www.Colliergov.net/PineRidgeCorridor 2/14/2018 1 Collier County Capital Project Planning, Impact Fees & Program Management Division Collier County Capital Project Planning, Impact Fees & Program Management Division Pine Ridge Road Corridor Congestion Study Pine Ridge Road Corridor Congestion Study Wyndemere Homeowners Association Meeting November 8, 2018 Wyndemere Homeowners Association Meeting November 8, 2018 Collier County Capital Project Planning, Impact Fees & Program Management Division Collier County Capital Project Planning, Impact Fees & Program Management Division Pine Ridge Road Corridor Congestion Study Pine Ridge Road Corridor Congestion Study Kensington Homeowners Association Meeting January 11, 2018 Kensington Homeowners Association Meeting January 11, 2018 Presentation Agenda 1 Project Overview2Land Use and Traffic Data3Future Conditions Analyses4Next Steps5Questions Project Overview During the season, over 55,000 vehicles pass through the Pine Ridge Road corridor each day. The segment between Livingston Road and I-75 is operating at LOS “F” (2016 AUIR) 1 Study Area & Project Limits Q1 – What Roadway Do You Live Along? A. Livingston Road B. Pine Ridge Road C.Whippoorwill Lane D. Dudley Drive E. Marbella Lakes Drive F. Other Livingston RoadPine Ridge RoadWhippoorwill LaneDudley DriveMarbella Lakes DriveOther0%0%0%0%0%0% Response Counter 2/14/2018 2 Q2 - How often do you use Pine Ridge Road Corridor to reach your driving destination? A. Daily – Year round B. Daily – Seasonally C.A few times a week D. A few time a month E. Not often Daily – Year roundDaily – SeasonallyA few times a weekA few time a monthNot often0%0%0%0%0% Response Counter Land Use and Traffic Data Collected Existing Conditions Traffic Data Identified Future Development Developed a 2040 Traffic Forecast 2 Future 2040 Traffic Growth Pine Ridge Road – Livingston Road to I-75 2016 2040 % Change 24-hour 55,100 75,200 37% PM 2-Way 4,650 5,813 25% PM Peak Direction 2,815 3,436 22% Q3 - What is the most influential factor in your driving route choice? A. Congestion B. Condition of the Road C.Number of Traffic Signals D. Safest Route E. Quickest Route CongestionCondition of the RoadNumber of Traffic SignalsSafest RouteQuickest Route0%0%0%0%0% Response Counter Q4 - What problems exist in the Pine Ridge Road Corridor that should be addressed? A. No Problems B. Safety C.Congestion D. Poor Visibility E. Speeding Vehicles F. Lack of Sidewalks/Bike Lanes G.Other Problems No ProblemsSafetyCongestionPoor VisibilitySpeeding VehiclesLack of Sidewalks/Bike L...Other Problems0%0%0%0%0%0%0% Response Counter It is important for the County to understand what level of congestion drivers are willing to accept and live with daily before improvements need to be made in the Pine Ridge Road Corridor. 2/14/2018 3 Q5 - What level of congestion are you willing to accept? A. No delays or congestion at any time B. Some delay during rush hour C. Moderate congestion/short delays even in non-rush hour D. Heavy Congestion with long traffic delays No delays or congestion ..Some delay during rush ...Moderate congestion/sh...Heavy Congestion with l...0%0%0%0% Response Counter Understanding that all projects have a cost, it is important for the County to understand what type of improvement projects should the County be investing your roadway funds in. Q6 - What type of improvements should the County be investing in? A. Additional travel lanes to existing roads B. New roads with improved connectivity C. Better bike/pedestrian and roadway street lighting D. Improve existing intersections for all modes E. Streetscape & beautification F. Transit Additional travel lanes to...New roads with improve...Better bike/pedestrian a..Improve existing intersec...Streetscape & beautifica...Transit0%0%0%0%0%0% Response Counter Future Conditions Analyses Evaluate a “Do Nothing” Alternative Develop & Evaluate Potential Solutions –Conventional Improvements –Innovative Intersections 3 Future 2040 Traffic - Do Nothing Alternative Standard Future EB WB NB SB AM Peak-Hour E F94.81.32DE FF PM Peak-Hour E F87.41.37EDFF AM Peak-Hour E E 73.6 1.12 DE F E PM Peak-Hour E F 107.0 2.22 F D FF AM Peak-Hour E E 55.9 1.31 CC F PM Peak-Hour E E 70.9 1.14 F CE AM Peak-Hour E F92.41.20C FF PM Peak-Hour E D 36.6 0.92 B E E AM Peak-Hour E E 69.4 1.74 DCE F PM Peak-Hour E C 34.7 0.98 C C E E AM Peak-Hour E n/a 50.51 0.61 F --2 C3 PM Peak-Hour E n/a 236.31 1.35 F --2 F3 Intersection Time Period Overall Intersection LOS Delay (sec/veh) Max v/c Ratio Approach LOS Pine Ridge Rd & I-75 NB Ramp Pine Ridge Rd & Napa Blvd Livingston Rd & Marbella Lakes Dr Pine Ridge Rd & Livingston Rd Pine Ridge Rd & Whippoorwill Ln Pine Ridge Rd & I-75 SB Ramp Standard Future EB WB NB SB AM Peak-Hour E F94.81.32DE FF PM Peak-Hour E F87.41.37EDFF AM Peak-Hour E E 73.6 1.12 DE F E PM Peak-Hour E F 107.0 2.22 F D FF AM Peak-Hour E E 55.9 1.31 CC F PM Peak-Hour E E 70.9 1.14 F CE AM Peak-Hour E F92.41.20C FF PM Peak-Hour E D 36.6 0.92 B E E AM Peak-Hour E E 69.4 1.74 DCE F PM Peak-Hour E C 34.7 0.98 C C E E AM Peak-Hour E n/a 50.51 0.61 F --2 C3 PM Peak-Hour E n/a 236.31 1.35 F --2 F3 Intersection Time Period Overall Intersection LOS Delay (sec/veh) Max v/c Ratio Approach LOS Pine Ridge Rd & I-75 NB Ramp Pine Ridge Rd & Napa Blvd Livingston Rd & Marbella Lakes Dr Pine Ridge Rd & Livingston Rd Pine Ridge Rd & Whippoorwill Ln Pine Ridge Rd & I-75 SB Ramp Conventional Improvements Pine Ridge Road – From West of Livingston Road thru the Northbound I-75 ramps •Widen from 6 to 8 Lanes •Acquire additional right-of-way •Reconstruct I-75 overpass Pine Ridge Road at Whippoorwill Lane •Additional Turn Lane Improvements on All Approaches •Acquire additional right-of-way 2/14/2018 4 Conventional Improvements (continued) Pine Ridge Road at Napa Boulevard •Signal Timing Improvements Livingston Road at Marbella Lakes Drive •New Traffic Signal Whippoorwill Lane - Marbella Lakes Drive •New Local Road Interconnection Future 2040 Traffic – Conventional Improvements Standard Future EB WB NB SB AM Peak-Hour E E 60.0 0.99 E D E E PM Peak-Hour E D 54.4 0.97 E C E E AM Peak-Hour E D 44.0 0.92 D D E E PM Peak-Hour E D 45.0 0.98 D C F E AM Peak-Hour E D 37.6 0.99 B D E PM Peak-Hour E C 28.9 0.96 B C D AM Peak-Hour E C 30.3 0.98 D B E PM Peak-Hour E C 24.8 0.90 B C E AM Peak-Hour E D 38.3 0.91 C D E E PM Peak-Hour E C 25.2 0.82 B C F D AM Peak-Hour E A 6.1 0.53 B A A PM Peak-Hour E A 6.4 0.51 B A A Intersection Time Period Overall Intersection LOS Delay (sec/veh) Max v/c Ratio Approach LOS Pine Ridge Rd & Livingston Rd Pine Ridge Rd & Whippoorwill Ln Pine Ridge Rd & I-75 SB Ramp Pine Ridge Rd & I-75 NB Ramp Pine Ridge Rd & Napa Blvd Livingston Rd & Marbella Lakes Dr Standard Future EB WB NB SB AM Peak-Hour E E 60.0 0.99 E D E E PM Peak-Hour E D 54.4 0.97 E C E E AM Peak-Hour E D 44.0 0.92 D D E E PM Peak-Hour E D 45.0 0.98 D C F E AM Peak-Hour E D 37.6 0.99 B D E PM Peak-Hour E C 28.9 0.96 B C D AM Peak-Hour E C 30.3 0.98 D B E PM Peak-Hour E C 24.8 0.90 B C E AM Peak-Hour E D 38.3 0.91 C D E E PM Peak-Hour E C 25.2 0.82 B C F D AM Peak-Hour E A 6.1 0.53 B A A PM Peak-Hour E A 6.4 0.51 B A A Intersection Time Period Overall Intersection LOS Delay (sec/veh) Max v/c Ratio Approach LOS Pine Ridge Rd & Livingston Rd Pine Ridge Rd & Whippoorwill Ln Pine Ridge Rd & I-75 SB Ramp Pine Ridge Rd & I-75 NB Ramp Pine Ridge Rd & Napa Blvd Livingston Rd & Marbella Lakes Dr What is an Innovative Intersection Improvement? It is an intersection design that reduces/eliminates the Left Turn Movements that steal “green time” from the major arterial Thru Movements. Traffic Signal Phasing 55 4 1 55 4 1 120 Second Cycle Length PRR E/W Green PRR Yellow/All-Red PRR All Red LR N/S Green LR Yellow LR All-Red Traffic Signal Phasing 15 4 1 35 4 1 15 41 35 4 1 120 Second Cycle Length PRR LT Green Arrows PRR LT Yellow PRR All Red PRR Green Thrus PRR Yellow PRR All Red LR LT Green Arrows LR LT Yellow LR All Red LR Green Thrus LR Yellow LR All Red Innovative Intersection Improvements Pine Ridge Road at Livingston Road •Partial Continuous Flow Intersection (CFI) •a.k.a. Displaced Left-Turn (DLT) •Jug-Handle Intersection •Single Point Urban Interchange (SPUI) •Livingston Road over/under Pine Ridge Road Pine Ridge Road at Whippoorwill Lane •Restricted Crossing U-Turn (RCUT) •a.k.a. “Superstreet” 2/14/2018 5 Innovative Intersection Improvements (continued) Pine Ridge Road at I-75 SB and NB Ramps •Diverging Diamond Interchange (DDI) Pine Ridge Road at Napa Boulevard •Signal Timing Improvements Livingston Road at Marbella Lakes Drive •New Traffic Signal Whippoorwill Lane - Marbella Lakes Drive •New Local Road Interconnection Future 2040 Traffic – Innovative Improvements Standard Future EB WB NB SB AM Peak-Hour E B 10.2 0.77 D A A PM Peak-Hour E B 11.6 0.78 D A B AM Peak-Hour E D 47.6 0.95 D D D E PM Peak-Hour E D 46.6 0.94 D D E D AM Peak-Hour E A 9.6 0.53 D B A PM Peak-Hour E B 10.5 0.82 D A A AM Peak-Hour E A 2.0 0.77 A E1 PM Peak-Hour E C 34.1 0.96 D E1 AM Peak-Hour E B 16.5 0.92 B A E E PM Peak-Hour E D 46.2 0.99 E B E E AM Peak-Hour E C 24.5 1.00 F1 C PM Peak-Hour E A 6.7 0.79 D1 A AM Peak-Hour E D 38.0 0.96 D C D PM Peak-Hour E C 29.0 0.89 C B C AM Peak-Hour E C 14.6 0.84 C B D PM Peak-Hour E D 44.2 0.90 B D C AM Peak-Hour E D 43.3 0.98 C D E E PM Peak-Hour E C 30.9 0.85 C C F D Advance CFI Int. N. of Pine Ridge Rd Approach LOSIntersection Time Period Overall Intersection LOS Delay (sec/veh) Max v/c Ratio Advance RCUT Int. W. of Whippoorwill Ln Advance RCUT Int. E. of Whippoorwill Ln Pine Ridge Rd & Whippoorwill Ln Advance CFI Int. S. of Pine Ridge Rd Pine Ridge Rd & Livingston Rd Pine Ridge Rd & Napa Blvd Pine Ridge Rd & I-75 SB Ramp Pine Ridge Rd & I-75 NB Ramp Standard Future EB WB NB SB AM Peak-Hour E B 10.2 0.77 D A A PM Peak-Hour E B 11.6 0.78 D A B AM Peak-Hour E D 47.6 0.95 D D D E PM Peak-Hour E D 46.6 0.94 D D E D AM Peak-Hour E A 9.6 0.53 D B A PM Peak-Hour E B 10.5 0.82 D A A AM Peak-Hour E A 2.0 0.77 A E1 PM Peak-Hour E C 34.1 0.96 D E1 AM Peak-Hour E B 16.5 0.92 B A E E PM Peak-Hour E D 46.2 0.99 E B E E AM Peak-Hour E C 24.5 1.00 F1 C PM Peak-Hour E A 6.7 0.79 D1 A AM Peak-Hour E D 38.0 0.96 D C D PM Peak-Hour E C 29.0 0.89 C B C AM Peak-Hour E C 14.6 0.84 C B D PM Peak-Hour E D 44.2 0.90 B D C AM Peak-Hour E D 43.3 0.98 C D E E PM Peak-Hour E C 30.9 0.85 C C F D Advance CFI Int. N. of Pine Ridge Rd Approach LOSIntersection Time Period Overall Intersection LOS Delay (sec/veh) Max v/c Ratio Advance RCUT Int. W. of Whippoorwill Ln Advance RCUT Int. E. of Whippoorwill Ln Pine Ridge Rd & Whippoorwill Ln Advance CFI Int. S. of Pine Ridge Rd Pine Ridge Rd & Livingston Rd Pine Ridge Rd & Napa Blvd Pine Ridge Rd & I-75 SB Ramp Pine Ridge Rd & I-75 NB Ramp Pine Ridge Road at Livingston Road Continuous Flow Intersection (CFI) or Displaced Left-Turn Intersection (DLT) Construction Cost: $6.6 Million Minimizes Right-of-Way Takes Minimizes Business Damages Advance Signals Control NB & SB Left Turns Accommodates Bike & Ped Movements Reduces Delay Increases Thru-Put Reduces Travel Time Improves Safety by Reducing Conflict Points Continuous Flow Intersection (CFI) Pine Ridge Road at Livingston Road Jug-Handle Intersection (JH) Construction Cost: $7.3 Million Minimizes Right-of-Way Takes Minimizes Business Damages Advance Signals Control NB & EB Left Turns Accommodates Bike & Ped Movements Reduces Delay Increases Thru-Put Reduces Travel Time Improves Safety by Reducing Conflict Points Jug-Handle Intersection 2/14/2018 6 Pine Ridge Road at Livingston Road Single Point Urban Interchange (SPUI) Construction Cost: $13.3 Million 4-Thru Lanes w/in Existing Right-of-Way 6-Thru Lanes – Right-of-Way Needed Adjacent Land Access Limitations Accommodates Bike & Ped Movements Reduces Delay Increase Thru-Put Reduces Travel Time Improves Safety by Reducing Conflict Points Over-Pass (or Under-Pass) Single Point Urban Interchange The County is considering three (3) potential innovative intersection improvements for Pine Ridge Road at Livingston Road. All of the proposed improvements enhance safety and traffic flow at the intersection. •CFI – $6.6 Million •Jug-Handle – $7.3 Million •Over/Under-Pass – $13.3 Million Relative Construction Costs Q7 - Which Option for the Pine Ridge Rd. - Livingston Rd. Intersection Do You Prefer? A. Continuous Flow Intersection B. Jug Handle C.Overpass (or Underpass) D. Conventional Improvements E. None of the Above Continuous Flow Intersec...Jug HandleOverpass (or Underpass)Conventional ImprovementsNone of the Above0%0%0%0%0% Response Counter Pine Ridge Road at Whippoorwill Lane Restricted Crossing U-Turn (RCUT) 2/14/2018 7 The County is considering one (1) potential innovative intersection improvement for Pine Ridge Road at Whippoorwill Lane. The proposed improvement delivers a long term solution to improve safety and traffic flow at the intersection. Q8 - Are You In Favor of the RCUT Improvement at Pine Ridge Rd. and Whippoorwill Ln? A. Yes B. No C.No Opinion YesNoNo Opinion0%0%0% Response Counter Whippoorwill Lane & Marbella Lakes Drive Q9 - Are You in Favor of Connecting Whippoorwill Ln. to Marbella Lakes Dr.? A. Yes B. No C.No Opinion YesNoNo Opinion0%0%0% Response Counter Q10 - Would You Use an Interconnected Whippoorwill Lane - Marbella Lakes Drive? A. Yes – to access Livingston Rd. B. Yes – to avoid the Pine Ridge Rd. – Livingston Rd. intersection C. Yes – Other reason D. No – I would have no need to Yes – to access Livingsto...Yes – to avoid the Pine ...Yes – Other reasonNo – I would have no ne..0%0%0%0% Response Counter Pine Ridge Road at I-75 NB & SB Ramps Diverging Diamond Interchange (DDI) 2/14/2018 8 Innovative Intersection Improvements - Benefits Improved Operational Efficiency •Making Better Use of the Existing Infrastructure •Better Level of Service in the Long Term Improved Safety •Fewer Conflict Points Reduce Crashes, and Reduced Severity of Crashes Cost •“Footprints” require less R/W; No I-75 Overpass Reconstruction; Fewer Business Damages The County has created one (1) potential innovative interchange improvement for Pine Ridge and I- 75. The proposed improvement is a viable long term solution to improve safety and traffic flow at the interchange. Q11 - Are you in Favor of the DDI (Diverging Diamond Interchange) Concept at I-75 A. Yes B. No C.No Opinion YesNoNo Opinion0%0%0% Response Counter Next Steps4 •Continue Public Outreach to Vet the Different Concepts •Pursue an Interchange Modification Report (IMR) with FDOT for the DDI & RCUT Portion of the Corridor •Pursue Funding Options for Project Development and Design Phases for Pine Ridge Road at Livingston Road Questions?5 Pine Ridge Rd. Over Livingston Rd. 2/14/2018 9 Dudley Drive Whippoorwill Lane & Marbella Lakes Drive Marquesa Plaza Interconnection Peak Hour Volumes 0 500 1000 1500 2000 2500 3000 3500 4000 4500 5000 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Pine Ridge Road – East of Livingston Road Quarterly Peak Hour 2-Way Volumes 2nd Qrt 3rd Qtr 4th Qtr 1st Qtr Land Use Data 2/14/2018 1 Collier County Capital Project Planning, Impact Fees & Program Management Division Collier County Capital Project Planning, Impact Fees & Program Management Division Pine Ridge Road Corridor Congestion Study Pine Ridge Road Corridor Congestion Study Mariposa Homeowners Association Meeting January 16, 2018 Mariposa Homeowners Association Meeting January 16, 2018 Collier County Capital Project Planning, Impact Fees & Program Management Division Collier County Capital Project Planning, Impact Fees & Program Management Division Pine Ridge Road Corridor Congestion Study Pine Ridge Road Corridor Congestion Study Marbella Lakes Homeowners Association Meeting January 18, 2018 Marbella Lakes Homeowners Association Meeting January 18, 2018 Collier County Capital Project Planning, Impact Fees & Program Management Division Collier County Capital Project Planning, Impact Fees & Program Management Division Pine Ridge Road Corridor Congestion Study Pine Ridge Road Corridor Congestion Study Andalucia Homeowners Association Meeting January 24, 2018 Andalucia Homeowners Association Meeting January 24, 2018 Collier County Capital Project Planning, Impact Fees & Program Management Division Collier County Capital Project Planning, Impact Fees & Program Management Division Pine Ridge Road Corridor Congestion Study Pine Ridge Road Corridor Congestion Study Gusto Bell Vita Homeowners Association Meeting January 30, 2018 Gusto Bell Vita Homeowners Association Meeting January 30, 2018 Collier County Capital Project Planning, Impact Fees & Program Management Division Collier County Capital Project Planning, Impact Fees & Program Management Division Pine Ridge Road Corridor Congestion Study Pine Ridge Road Corridor Congestion Study Stratford Place Homeowners Association Meeting January 31, 2018 Stratford Place Homeowners Association Meeting January 31, 2018 Collier County Capital Project Planning, Impact Fees & Program Management Division Collier County Capital Project Planning, Impact Fees & Program Management Division Pine Ridge Road Corridor Congestion Study Pine Ridge Road Corridor Congestion Study Business Stakeholders Meeting February 15, 2018 Business Stakeholders Meeting February 15, 2018 2/14/2018 2 Collier County Capital Project Planning, Impact Fees & Program Management Division Collier County Capital Project Planning, Impact Fees & Program Management Division Pine Ridge Road Corridor Congestion Study Pine Ridge Road Corridor Congestion Study Aviano Homeowners Association Meeting February 22, 2018 Aviano Homeowners Association Meeting February 22, 2018 Presentation Agenda 1 Project Overview2Land Use and Traffic Data3Future Conditions Analyses4Next Steps5Questions Project Overview During the season, over 55,000 vehicles pass through the Pine Ridge Road corridor each day. The segment between Livingston Road and I-75 is operating at LOS “F” (2016 AUIR) 1 Study Area & Project Limits Q1 – What Roadway Do You Live Along? A. Livingston Road B. Pine Ridge Road C.Whippoorwill Lane D. Dudley Drive E. Marbella Lakes Drive F. Other Livingston RoadPine Ridge RoadWhippoorwill LaneDudley DriveMarbella Lakes DriveOther0%0%1% 98% 0%1% Q2 – Do you consider yourself to be a “year round”, or “seasonal” resident? A. Year Round B. Seasonal Year RoundSeasonal30% 70% 2/14/2018 3 Land Use and Traffic Data Collected Existing Conditions Traffic Data Identified Future Development Developed a 2040 Traffic Forecast 2 Future 2040 Traffic Growth Pine Ridge Road – Livingston Road to I-75 2016 2040 % Change 24-hour 55,100 75,200 37% PM 2-Way 4,650 5,813 25% PM Peak Direction 2,815 3,436 22% Q3 - What problems exist in the Pine Ridge Road Corridor that should be addressed? A. No Problems B. Safety C.Congestion D. Poor Visibility E. Speeding Vehicles F. Lack of Sidewalks/Bike Lanes G.Other Problems No ProblemsSafetyCongestionPoor VisibilitySpeeding VehiclesLack of Sidewalks/Bike L...Other Problems17% 8% 64% 0%0% 11% 0% Understanding that all projects have a cost, it is important for the County to understand what type of improvement projects should the County be investing your roadway funds in. Q4 - What type of improvements should the County be investing in? A. Additional travel lanes to existing roads B. New roads with improved connectivity C. Better bike/pedestrian and roadway street lighting D. Improve existing intersections for all modes E. Streetscape & beautification F. Transit Additional travel lanes to...New roads with improve...Better bike/pedestrian a..Improve existing intersec...Streetscape & beautifica...Transit29% 15% 4%4% 44% 5% Future Conditions Analyses Evaluate a “Do Nothing” Alternative Develop & Evaluate Potential Solutions –Conventional Improvements –Innovative Intersections 3 2/14/2018 4 Future 2040 Traffic - Do Nothing Alternative Standard Future EB WB NB SB AM Peak-Hour E F 94.8 1.32 DE FF PM Peak-Hour E F 87.4 1.37 EDFF AM Peak-Hour E E 73.6 1.12 DE F E PM Peak-Hour E F 107.0 2.22 F D FF AM Peak-Hour E E 55.9 1.31 CC F PM Peak-Hour E E 70.9 1.14 F CE AM Peak-Hour E F 92.4 1.20 C FF PM Peak-Hour E D 36.6 0.92 B E E AM Peak-Hour E E 69.4 1.74 DCE F PM Peak-Hour E C 34.7 0.98 C C E E AM Peak-Hour E n/a 50.51 0.61 F --2 C3 PM Peak-Hour E n/a 236.31 1.35 F --2 F3 Intersection Time Period Overall Intersection LOS Delay (sec/veh) Max v/c Ratio Approach LOS Pine Ridge Rd & I-75 NB Ramp Pine Ridge Rd & Napa Blvd Livingston Rd & Marbella Lakes Dr Pine Ridge Rd & Livingston Rd Pine Ridge Rd & Whippoorwill Ln Pine Ridge Rd & I-75 SB Ramp Standard Future EB WB NB SB AM Peak-Hour E F 94.8 1.32 DE FF PM Peak-Hour E F 87.4 1.37 EDFF AM Peak-Hour E E 73.6 1.12 DE F E PM Peak-Hour E F 107.0 2.22 F D FF AM Peak-Hour E E 55.9 1.31 CC F PM Peak-Hour E E 70.9 1.14 F CE AM Peak-Hour E F 92.4 1.20 C FF PM Peak-Hour E D 36.6 0.92 B E E AM Peak-Hour E E 69.4 1.74 DCE F PM Peak-Hour E C 34.7 0.98 C C E E AM Peak-Hour E n/a 50.51 0.61 F --2 C3 PM Peak-Hour E n/a 236.31 1.35 F --2 F3 Intersection Time Period Overall Intersection LOS Delay (sec/veh) Max v/c Ratio Approach LOS Pine Ridge Rd & I-75 NB Ramp Pine Ridge Rd & Napa Blvd Livingston Rd & Marbella Lakes Dr Pine Ridge Rd & Livingston Rd Pine Ridge Rd & Whippoorwill Ln Pine Ridge Rd & I-75 SB Ramp Conventional Improvements Pine Ridge Road – From West of Livingston Road thru the Northbound I-75 ramps •Widen from 6 to 8 Lanes •Acquire additional right-of-way •Reconstruct I-75 overpass Pine Ridge Road at Whippoorwill Lane •Additional Turn Lane Improvements on All Approaches •Acquire additional right-of-way Conventional Improvements (continued) Pine Ridge Road at Napa Boulevard •Signal Timing Improvements Livingston Road at Marbella Lakes Drive •New Traffic Signal Whippoorwill Lane - Marbella Lakes Drive •New Local Road Interconnection Future 2040 Traffic – Conventional Improvements Standard Future EB WB NB SB AM Peak-Hour E E 60.0 0.99 E D E E PM Peak-Hour E D 54.4 0.97 E C E E AM Peak-Hour E D 44.0 0.92 D D E E PM Peak-Hour E D 45.0 0.98 D C F E AM Peak-Hour E D 37.6 0.99 B D E PM Peak-Hour E C 28.9 0.96 B C D AM Peak-Hour E C 30.3 0.98 D B E PM Peak-Hour E C 24.8 0.90 B C E AM Peak-Hour E D 38.3 0.91 C D E E PM Peak-Hour E C 25.2 0.82 B C F D AM Peak-Hour E A 6.1 0.53 B A A PM Peak-Hour E A 6.4 0.51 B A A Intersection Time Period Overall Intersection LOS Delay (sec/veh) Max v/c Ratio Approach LOS Pine Ridge Rd & Livingston Rd Pine Ridge Rd & Whippoorwill Ln Pine Ridge Rd & I-75 SB Ramp Pine Ridge Rd & I-75 NB Ramp Pine Ridge Rd & Napa Blvd Livingston Rd & Marbella Lakes Dr Standard Future EB WB NB SB AM Peak-Hour E E 60.0 0.99 E D E E PM Peak-Hour E D 54.4 0.97 E C E E AM Peak-Hour E D 44.0 0.92 D D E E PM Peak-Hour E D 45.0 0.98 D C F E AM Peak-Hour E D 37.6 0.99 B D E PM Peak-Hour E C 28.9 0.96 B C D AM Peak-Hour E C 30.3 0.98 D B E PM Peak-Hour E C 24.8 0.90 B C E AM Peak-Hour E D 38.3 0.91 C D E E PM Peak-Hour E C 25.2 0.82 B C F D AM Peak-Hour E A 6.1 0.53 B A A PM Peak-Hour E A 6.4 0.51 B A A Intersection Time Period Overall Intersection LOS Delay (sec/veh) Max v/c Ratio Approach LOS Pine Ridge Rd & Livingston Rd Pine Ridge Rd & Whippoorwill Ln Pine Ridge Rd & I-75 SB Ramp Pine Ridge Rd & I-75 NB Ramp Pine Ridge Rd & Napa Blvd Livingston Rd & Marbella Lakes Dr What is an Innovative Intersection Improvement? It is an intersection design that reduces/eliminates the Left Turn Movements that steal “green time” from the major arterial Thru Movements. Traffic Signal Phasing 55 4 1 55 4 1 120 Second Cycle Length PRR E/W Green PRR Yellow/All-Red PRR All Red LR N/S Green LR Yellow LR All-Red 2/14/2018 5 Traffic Signal Phasing 15 4 1 35 4 1 15 41 35 4 1 120 Second Cycle Length PRR LT Green Arrows PRR LT Yellow PRR All Red PRR Green Thrus PRR Yellow PRR All Red LR LT Green Arrows LR LT Yellow LR All Red LR Green Thrus LR Yellow LR All Red Innovative Intersection Improvements Pine Ridge Road at Livingston Road •Partial Continuous Flow Intersection (CFI) •a.k.a. Displaced Left-Turn (DLT) •Jug-Handle Intersection •Single Point Urban Interchange (SPUI) •Livingston Road over/under Pine Ridge Road Pine Ridge Road at Whippoorwill Lane •Restricted Crossing U-Turn (RCUT) •a.k.a. “Superstreet” Innovative Intersection Improvements (continued) Pine Ridge Road at I-75 SB and NB Ramps •Diverging Diamond Interchange (DDI) Pine Ridge Road at Napa Boulevard •Signal Timing Improvements Livingston Road at Marbella Lakes Drive •New Traffic Signal Whippoorwill Lane - Marbella Lakes Drive •New Local Road Interconnection Future 2040 Traffic – Innovative Improvements Standard Future EB WB NB SB AM Peak-Hour E B 10.2 0.77 D A A PM Peak-Hour E B 11.6 0.78 D A B AM Peak-Hour E D 47.6 0.95 D D D E PM Peak-Hour E D 46.6 0.94 D D E D AM Peak-Hour E A 9.6 0.53 D B A PM Peak-Hour E B 10.5 0.82 D A A AM Peak-Hour E A 2.0 0.77 A E1 PM Peak-Hour E C 34.1 0.96 D E1 AM Peak-Hour E B 16.5 0.92 B A E E PM Peak-Hour E D 46.2 0.99 E B E E AM Peak-Hour E C 24.5 1.00 F1 C PM Peak-Hour E A 6.7 0.79 D1 A AM Peak-Hour E D 38.0 0.96 D C D PM Peak-Hour E C 29.0 0.89 C B C AM Peak-Hour E C 14.6 0.84 C B D PM Peak-Hour E D 44.2 0.90 B D C AM Peak-Hour E D 43.3 0.98 C D E E PM Peak-Hour E C 30.9 0.85 C C F D Advance CFI Int. N. of Pine Ridge Rd Approach LOSIntersection Time Period Overall Intersection LOS Delay (sec/veh) Max v/c Ratio Advance RCUT Int. W. of Whippoorwill Ln Advance RCUT Int. E. of Whippoorwill Ln Pine Ridge Rd & Whippoorwill Ln Advance CFI Int. S. of Pine Ridge Rd Pine Ridge Rd & Livingston Rd Pine Ridge Rd & Napa Blvd Pine Ridge Rd & I-75 SB Ramp Pine Ridge Rd & I-75 NB Ramp Standard Future EB WB NB SB AM Peak-Hour E B 10.2 0.77 D A A PM Peak-Hour E B 11.6 0.78 D A B AM Peak-Hour E D 47.6 0.95 D D D E PM Peak-Hour E D 46.6 0.94 D D E D AM Peak-Hour E A 9.6 0.53 D B A PM Peak-Hour E B 10.5 0.82 D A A AM Peak-Hour E A 2.0 0.77 A E1 PM Peak-Hour E C 34.1 0.96 D E1 AM Peak-Hour E B 16.5 0.92 B A E E PM Peak-Hour E D 46.2 0.99 E B E E AM Peak-Hour E C 24.5 1.00 F1 C PM Peak-Hour E A 6.7 0.79 D1 A AM Peak-Hour E D 38.0 0.96 D C D PM Peak-Hour E C 29.0 0.89 C B C AM Peak-Hour E C 14.6 0.84 C B D PM Peak-Hour E D 44.2 0.90 B D C AM Peak-Hour E D 43.3 0.98 C D E E PM Peak-Hour E C 30.9 0.85 C C F D Advance CFI Int. N. of Pine Ridge Rd Approach LOSIntersection Time Period Overall Intersection LOS Delay (sec/veh) Max v/c Ratio Advance RCUT Int. W. of Whippoorwill Ln Advance RCUT Int. E. of Whippoorwill Ln Pine Ridge Rd & Whippoorwill Ln Advance CFI Int. S. of Pine Ridge Rd Pine Ridge Rd & Livingston Rd Pine Ridge Rd & Napa Blvd Pine Ridge Rd & I-75 SB Ramp Pine Ridge Rd & I-75 NB Ramp Pine Ridge Road at Livingston Road Continuous Flow Intersection (CFI) or Displaced Left-Turn Intersection (DLT) Construction Cost: $6.6 Million Minimizes Right-of-Way Takes Minimizes Business Damages Advance Signals Control NB & SB Left Turns Accommodates Bike & Ped Movements Reduces Delay Increases Thru-Put Reduces Travel Time Improves Safety by Reducing Conflict Points Continuous Flow Intersection (CFI) 2/14/2018 6 Pine Ridge Road at Livingston Road Jug-Handle Intersection (JH) Construction Cost: $7.3 Million Minimizes Right-of-Way Takes Minimizes Business Damages Advance Signals Control NB & EB Left Turns Accommodates Bike & Ped Movements Reduces Delay Increases Thru-Put Reduces Travel Time Improves Safety by Reducing Conflict Points Jug-Handle Intersection Pine Ridge Road at Livingston Road Single Point Urban Interchange (SPUI) Construction Cost: $13.3 Million 4-Thru Lanes w/in Existing Right-of-Way 6-Thru Lanes – Right-of-Way Needed Adjacent Land Access Limitations Accommodates Bike & Ped Movements Reduces Delay Increase Thru-Put Reduces Travel Time Improves Safety by Reducing Conflict Points Over-Pass (or Under-Pass) Single Point Urban Interchange The County is considering three (3) potential innovative intersection improvements for Pine Ridge Road at Livingston Road. All of the proposed improvements enhance safety and traffic flow at the intersection. •CFI – $6.6 Million •Jug-Handle – $7.3 Million •Over/Under-Pass – $13.3 Million Relative Construction Costs 2/14/2018 7 Q5 - Which Option for the Pine Ridge Rd. - Livingston Rd. Intersection Do You Prefer? A. Continuous Flow Intersection B. Jug Handle C.Overpass (or Underpass) D. Conventional Improvements E. None of the Above Continuous Flow Intersec...Jug HandleOverpass (or Underpass)Conventional ImprovementsNone of the Above39% 9% 4%2% 46% Pine Ridge Road at Whippoorwill Lane Restricted Crossing U-Turn (RCUT) The County is considering one (1) potential innovative intersection improvement for Pine Ridge Road at Whippoorwill Lane. The proposed improvement delivers a long term solution to improve safety and traffic flow at the intersection. Q6 - Are You In Favor of the RCUT Improvement at Pine Ridge Rd. and Whippoorwill Ln? A. Yes B. No C.No Opinion YesNoNo Opinion52% 13% 35% Whippoorwill Lane & Marbella Lakes Drive Marbella Lakes Blvd. & Whippoorwill Ln. Interconnection •The Pine Ridge Road Corridor Congestion Study is not intended to justify the interconnection •We had to consider what impacts an interconnection would have on the operation of the different concepts •We analyzed all the concepts with and without the interconnection 2/14/2018 8 •The interconnection would have no adverse impact on the operations of our concepts •The interconnection would provide no significant benefit in relieving future congestion on its own •Improvements to the intersections are needed to resolve existing and future congestion problems, regardless of whether an interconnection is made. Marbella Lakes Blvd. & Whippoorwill Ln. Interconnection Q7 - Are You in Favor of Connecting Whippoorwill Ln. to Marbella Lakes Dr.? A. Yes B. No C.No Opinion YesNoNo Opinion6%0% 94% Pine Ridge Road at I-75 NB & SB Ramps Diverging Diamond Interchange (DDI)Innovative Intersection Improvements - Benefits Improved Operational Efficiency •Making Better Use of the Existing Infrastructure •Better Level of Service in the Long Term Improved Safety •Fewer Conflict Points Reduce Crashes, and Reduced Severity of Crashes Cost •“Footprints” require less R/W; No I-75 Overpass Reconstruction; Fewer Business Damages The County has created one (1) potential innovative interchange improvement for Pine Ridge and I- 75. The proposed improvement is a viable long term solution to improve safety and traffic flow at the interchange. Q8 - Are you in Favor of the DDI (Diverging Diamond Interchange) Concept at I-75 A. Yes B. No C.No Opinion YesNoNo Opinion91% 3%6% 2/14/2018 9 Next Steps4 •Continue Public Outreach to Vet the Different Concepts •Pursue an Interchange Modification Report (IMR) with FDOT for the DDI & RCUT Portion of the Corridor •Pursue Funding Options for Project Development and Design Phases for Pine Ridge Road at Livingston Road Questions?5 Pine Ridge Rd. Over Livingston Rd.Dudley Drive Whippoorwill Lane & Marbella Lakes Drive Marquesa Plaza Interconnection 2/14/2018 10 Peak Hour Volumes 0 500 1000 1500 2000 2500 3000 3500 4000 4500 5000 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Pine Ridge Road – East of Livingston Road Quarterly Peak Hour 2-Way Volumes 2nd Qrt 3rd Qtr 4th Qtr 1st Qtr Land Use Data Appendix G-1 Stakeholder Meeting: Polling Results and Comment Forms Wyndemere HOA November 8, 2017 Please Print/Wrile Neatly wyndemere HoA community Information Meeting Pine Ridge Road corridor congestion study options Nov. 8,2017 S{jp*,.NAME: AFFILIATION/BUSINE SS : SUBDIVISION/IIO{(if any) ADDRESS: TELEPHONE: E-MAIL: NAME: AF'F'ILIATION/BUSINE S S : SUBDMSION/HOA/(if any) ADDRESS: TELEPHONE: E.MAIL: NAME: AF'F'ILIATION/BUSINESS : SUBDIVISION/HOA/(if any) ADDRESS: TELEPHONE: 4*,*t-., I< rt \* il Jip Code (12 :) ?-.?":a..I I ,*t{ \rl *r Zip Code /-',} :l-.1 1 E.MAIL: Zi p Code P le as e Print/Write I,{e utly Wyndemere HOA Community Information Meeting Pine Ridge Road Corridor Congestion Study Options Nov. 8r 2017 . ir't€( L^6.i {JNAME: AFFILIATION/BUSINESS : SUBDMSION/HOA/(if any) ADDRESS: AF'FILIATION/BUSINESS : SUBDIVISION/HOA/(if any) ADDRESS: TELEPHONE: B b-S - E-MAIL: NAME: Code 3 & (K,*t 34 tts -f { TELEPHONE: E-MAIL: NAME: AF'FILIATIONiBUSINE S S : SUBDMSION/HOA/(if any) ADDRESS: TELEPHONE: C-ti rs*vt $"t f, Code )*t6t' r e. e") .2- E.MAIL: Code n Pleus e Print/Write Neatly Wyndemere HOA Community Information Meeting Pine Ridge Road Corridor Congestion Study Options Nov. 8r 2017 NAME: AFFILIATION/BUSINESS : SUBDIVISION/IIOA/(if any) ADDRESS: TELEPHONE: E.MAIL: NAME: AFF'ILIATION/BUSINE S S : SUBDIVISION/HOA/(if any) ADDRESS: \ TELEPHONE: E-MAIL: NAME: AFFILIATION/BUSINESS : SUBDIYISION/IIOA/(if any) ADDRESS: TELEPHONE: code %4 I 6\ Zip Code E.MAIL: Code Please Print/Write Neatly Wyndemere HOA Community Information Meeting Pine Ridge Road Corridor Congestion Study Options Nov. 8r 2017 NAME: AF'FILIATION/BUSINESS : SUBDMSION/HOAi(if any) ADDRESS: TELEPHONE: E.MAIL: NAME: AF'F'ILIATI ON/BUSINE S S : SUBDMSIONiHOA/(if any) ADDRESS: TELEPHONE: E.MAIL: NAME: AFFILIATION/BUSINES S : SUBDIVISION/HOA/(if any) ADDRESS: TELEPHONE: e ,</r1_ Code '? 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C 4ti, - \ vv?\ /ear.Irt ilD ,0xzcFs E.MAIL: 'z'.Q^1/ Zi p code 3 //AS- Please Print/Write Neatly Wyndemere HOA Community fnfor Pine Ridge Road Corridor Congestio Nov. 8r 2017 mation Meeting n Study Options Zi p Code NAME: AFFILIATION/BUSINESS :SUBDMSION/HO{(if any) ADDRESS: TELEPHONE: E-MAIL: NAME AT 'ILIATION/BUSINESS : SUBDIVISION/rIOA/(if any) ADDRESS: E.MAIL: NAME: AF'FILIATIONiBUSINES S : SUBDMSIONIHOA(if any) ADDRESS: TELEPHONE: /) ?t ) .< e -.L€-.) e erJ- trL Zi p Code ??tC,S TELEPHONE: 23? -%3 t- 72 W A ,ffii E.MAIL: Zi p Code Please Print/Write Neatly Wyndemere HOA Community Information Meeting Pine Ridge Road Corridor Congestion Study Options Nov. 8,2017 Ct 3.. rj'-.-C n"; l,NAME AFFILIATION/BUSINESS : SUBDIVISION/IIOA/(if any) ADDRESS: TELEPHONE: E-MAIL: NAME: AFF'ILIATION/BUSINE S S : SUBDIVISION/IIOA/(if any) ADDRESS: TELEPHONE: E.MAIL: NAME: Atr'FILIATION/BUSINE S S : SUBDIVISIONIHOA/(if any) ADDRESS: t( \/ Af Zi p Code 3 *tO; L39-z )z- O ztL CL fW -uffi ll,* At N ft'Pt-t;9 zip code 5 \ LD l/ t)Code /'l ,) TELEPHONE: 5YU 2 vy20 E-MAIL:@ .:) /2un Please Prtnt/Write Neatly Wyndemere HOA Community Information Meeting Pine Ridge Road Corridor Congestion Study Options Nov. 8r 2017 NAME: AFFILIATION/BUSINESS : SUBDIVISION/HOA/(if any) ADDRESS: zip code 37/d { TELEPHONE: E-MAIL:&( NAME: AFFILIATION/BUSINES S : SUBDIVISION/HOA/(if any) ADDRBSS:filakrOaks Zi p Code 3r{r oJ* TELEPHONE:?o:,f ya r33 f E.MAIL:(r NAME:v- (* ild ( AFFILIATION/BUSINESS : SUBDIVISION/HOA/(if any) ADDRBSS:c (-_ TELEPHOI{E: E.MAIL:foo.J< tk€, zip code 3/rc3 NAME Please Print/Write Neatly Wyndemere HOA Community Information Meeting Pine Ridge Road corridor congestion study options .Nor. 8r 2017 0o AFFILIATION/BUSINESS : SUBDIVISION/IIOA/(if any) ADDRESS: TELEPHONE:) E-MAIL: NAME: Zip Code Ja- I\J (*(l L*-',.,J*tt r,aAF'FILIATION/BUSINE S S : SUBDIVISION/HOA/(if any) ADDRESS: TELEPHONE: E.MAIL: NAME: AFFILIATION/BUSINESS : SUBDIVISION/HOA/(if any) ADDRESS: TELEPHONE: ( u''i P*\i* t -' c-l E"*6,rp\+s Fl 3{+t 6 {Code z-3 1 z-i3 aG*Z J 4rG 'J lXtf /&,, Zip Code E.MAIL: 3r ?- €* q- (. $+/CIf P le as e Print/Write Neatly Wyndemere HOA Community Information Meeting Pine Ridge Road corridor congestion study options Nov. 8,2017 NAME: AFFILIATION/BUSINESS : SUBDMSION/HOA/(if any) ADDRESS: AFFILIATION/BUSINES S : SUBDIVISION/HOA/(if any) ADDRESS: TELEPHONE: E.MAIL: NAME: AF'F'ILIATION/BUSINE S S : SUBDIVISION/HOA/(if any) ADDRESS: e +03 $or1. lla{'hs , r i- zip code 3v os TELEPHONE:3o** 88s+ E-MAIL:Ytreux^As @ Wdfua.[tot NAME:6 o z' 'frit6 ziP code '3tf t o { hc- t-tvt-.iktr p"('LL. 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Zi p Code 3-/r oj TBLEPHONE: 5?r-{t J G.rtZ E-MAIL:fu,Po^a ,/(aso.rnz@)Grnaz.-* ce*\ - Pleuse Print/Write Neatly Wyndemere HOA Community Information Meeting Pine Ridge Road Corridor Congestion Study Options Nov. 8r 2017 <*l#l\f,r<a,tcsNAME: AFFILIATION/BUSINESS : SUBDIVISION/IIOA/(if any) ADDRESS:@ Code 3(fOS TELEPHONE: 23fl-} E.MAIL: NAME: AFFILIATION/BUSINE S S : SUBDMSION/HOA/(if any) ADDRESS: TELEPHONE: E-MAIL: I{AME: AFFILIATION/BUSINESS : SUBDIVISION/IIOA/(if any) ADDRESS: L A^J 2G,, Zi p Code,{ c t2 -9 U € Zip Cod,e TELEPHoNE: e-3q - E.MAIL:/* tL q-vj q7 Please Print/Write Neatly wyndemere HOA community rnformation Meeting Pine Ridge Road corridor congestion Study options Nov. 8r 2017 lo{ter lr;r,f * NAME: AF'FILIATION/BUSINESS : SUBDIVISION/IIOA/(if any) ADDRESS: TELEPHONE: E.MAIL: NAME: AFFILIATION/BUSINE S S : SUBDIVISION/HOA/(if any) ADDRESS: E-MAIL: NAME: AF'FILIATION/BUSINE S S : SUBDIVISION/HOA/(if any) ADDRESS: TELEPHONE: Zi p Code e2) Lt LlR-A5 Zi Code 3/to{p TELEPHONE: ,33r. g 13.:- h^-azr/. 4ayc<- f. E-MAIL: z7 -'4 Zi p Code 3+to.{ P I e as e P r i n t/Writ e Ne atly wyndemere HoA community rnformation Meeting Pine Ridge Road corridor congestion study options Nov. 8r 2017 J.5oNAME: AF'F'ILIATION/BUSINESS : SUBDMSION/IIOA/(if any) ADDRESS: AF'FILIATION/BUSINE S S : SUBDIVISION/HOA/(if any) ADDRESS: Yau uu lrv Zi p code jL{( of(u-€i TELEPHONE:LG(* (}-df E.MAIL:&n^ t^ {4<q Ct e-^r* NAME: la14,* / ilo- b/ Code su//? TELEPHONE:/', o L37 c.yg" ylrT E.MAIL: NAME: AF'FILIATION/BUSINESS : SUBDIVISION/IIOA/(if any) ADDRESS: TELEPHONE: L<s c 44 tJ La' (e 'n'n ' I O-.-..* L{* (-,r'tJr'/ tL )., bro I/LE- E.MAIL: Zi p Code Session Name: New Session 11-8-2017 4-18 PM Date Created:11/8/2017 1:44:43 PM Active Participants:95 of 95 Average Score:0.00%Questions:11 Results by Question 1. Q1 – What Roadway Do You Live Along? (Multiple Choice) Question Statistics Mean 1.06 Median 1.00 Variance 0.29 Standard Deviation 0.54 Responses Percent Count Livingston Road 98.82%84 Pine Ridge Road 0%0 Whippoorwill Lane 0%0 Dudley Drive 0%0 Marbella Lakes Drive 0%0 Other 1.18%1 Totals 100%85 1/17/2018 Page 1 of 11 2. Q2 - How often do you use Pine Ridge Road Corridor to reach your driving destination? (Multiple Choice) Question Statistics Mean 1.86 Median 2.00 Variance 0.69 Standard Deviation 0.83 Responses Percent Count Daily – Year round 41.43%29 Daily – Seasonally 32.86%23 A few times a week 24.29%17 A few time a month 1.43%1 Not often 0%0 Totals 100%70 1/17/2018 Page 2 of 11 3. Q3 - What is the most influential factor in your driving route choice? (Multiple Choice) Question Statistics Mean 3.70 Median 5.00 Variance 3.32 Standard Deviation 1.82 Responses Percent Count Congestion 30%21 Condition of the Road 1.43%1 Number of Traffic Signals 1.43%1 Safest Route 2.86%2 Quickest Route 64.29%45 Totals 100%70 1/17/2018 Page 3 of 11 4. Q4 - What problems exist in the Pine Ridge Road Corridor that should be addressed? (Multiple Choice) Question Statistics Mean 3.23 Median 3.00 Variance 1.27 Standard Deviation 1.13 Responses Percent Count No Problems 7.55%4 Safety 0%0 Congestion 77.36%41 Poor Visibility 0%0 Speeding Vehicles 9.43%5 Lack of Sidewalks/Bike Lanes 3.77%2 Other Problems 1.89%1 Totals 100%53 1/17/2018 Page 4 of 11 5. Q5 - What level of congestion are you willing to accept? (Multiple Choice) Question Statistics Mean 2.47 Median 2.00 Variance 0.31 Standard Deviation 0.56 Responses Percent Count No delay or congestions at any time 1.56%1 Some delay during rush hour 51.56%33 Moderate congestion/short delays even in non - rush hour 45.31%29 Heavy Congestion with long traffic delays 1.56%1 Totals 100%64 1/17/2018 Page 5 of 11 6. Q6 - What type of improvements should the County be investing in? (Multiple Choice) Question Statistics Mean 2.96 Median 4.00 Variance 2.01 Standard Deviation 1.42 Responses Percent Count Additional travel lanes to existing roads 22.08%17 New roads with improved connectivity 22.08%17 Better bike/pedestrian and roadway street lighting 5.19%4 Improve existing intersections for all modes 41.56%32 Streetscape & beautification 6.49%5 Transit 2.6%2 Totals 100%77 1/17/2018 Page 6 of 11 7. Q7 - Which Option for the Pine Ridge Rd. - Livingston Rd. Intersection Do You Prefer? (Multiple Choice) Question Statistics Mean 2.59 Median 3.00 Variance 1.11 Standard Deviation 1.05 Responses Percent Count Continuous Flow Intersection 22.73%10 Jug Handle 9.09%4 Overpass (or Underpass) 61.36%27 Conventional Improvements 0%0 None of the Above 6.82%3 Totals 100%44 1/17/2018 Page 7 of 11 8. Q8 - Are You In Favor of the RCUT Improvement at Pine Ridge Rd. and Whippoorwill Ln? (Multiple Choice) Question Statistics Mean 1.36 Median 1.00 Variance 0.44 Standard Deviation 0.67 Responses Percent Count Yes 74.12%63 No 15.29%13 No Opinion 10.59%9 Totals 100%85 1/17/2018 Page 8 of 11 9. Q9 - Are You in Favor of Connecting Whippoorwill Ln. to Marbella Lakes Dr.? (Multiple Choice) Question Statistics Mean 1.51 Median 2.00 Variance 0.25 Standard Deviation 0.50 Responses Percent Count Yes 49.06%26 No 50.94%27 No Opinion 0%0 Totals 100%53 1/17/2018 Page 9 of 11 10. Q10 - Would You Use an Interconnected Whippoorwill Lane - Marbella Lakes Drive? (Multiple Choice) Question Statistics Mean 2.55 Median 2.00 Variance 0.88 Standard Deviation 0.94 Responses Percent Count Yes – to access Livingston Rd. 5.26%4 Yes – to avoid the Pine Ridge Rd. – Livingston Rd. intersection 60.53%46 Yes – Other reason 7.89%6 No – I would have no need to 26.32%20 Totals 100%76 1/17/2018 Page 10 of 11 11. Q11 - Are you in Favor of the DDI (Diverging Diamond Interchange) Concept at I-75 (Multiple Choice) Question Statistics Mean 1.08 Median 1.00 Variance 0.10 Standard Deviation 0.31 Responses Percent Count Yes 93.42%71 No 5.26%4 No Opinion 1.32%1 Totals 100%76 1/17/2018 Page 11 of 11 PUBLIC INFORMATION COMMENT SHEET PLEASE RETURN COMMENT SHEETS WITHIN 14 DAYS /t; 0Name Address City Comments -.-;State Zip Code Please use this comment sheet to express your opinions about this project. Drop your written comment sheetinto ihe co"mment tray tonight,mail it to the address on the back of this orfax it to the number below. /,{tlx/r- (Attach additional sheets if necessary) Thank you for taking time to participate in this pubric information meeting. Wyndemere HOA Community Information Meeting Pine Ridge Road Corridor Congestion Study Options You may also send your comments via e_mail to: conniedeane@collierqov.net Or f,'AX to 239- 252-2726 Nov. 8,2017 Appendix G-2 Stakeholder Meeting: Polling Results and Comment Forms Kensington HOA January 11, 2018 Pleus e Prin0rWrite Neatly Kensington Park HoA community Information Meeting Pine Ridge Road corridor congestion study options Jan. llr2018 [tr t* r]*)SrNAME: AF'FILIATION/BUSINES S : SUBDMS ION/HoA/(if any) ADDRESS: TELEPHONE: E.MAIL: NAME: AF'FILIATI ONIBUSINE S S : SUBDMSIONIHOA/(if any) ADDRESS: TELEPHONE: E.MAIL: NAME: AFFILIATION/BUSINES S : SUBDMSION/HOA/(if any) ADDRE,SS: TELEPHONE: t? q+l->r R Aft=d E T\ Ci- Zi p Code It-( (,1 +lr I\ Vi &L\{ tlr- n1 Zi p Code tt{ u.r Zl*?oe: $A-+{a; (i"ru I Zi p Code E-MAIL:S-r"lr l', *( /l e- P I r tlt , Cr).*r-J Ke n s in gto n p a rk H oA c o m m u nity r"rr, {iiiiid {tK{{[ Ne attv Pine Ridge Road corridor conglstion study options Jan. l1r20l8 NAME: AF'FILIATION/B USINE S S : SUBDIVISIONII{OA/(if any) ADDRESS: AFFILIATIONIBUSINES S : SUBDIYISIONIHOA/(if any) ADDRESS: AFFILIATION/BUSINESS : SUBDMSIONftIOA/(if any) ADDRESS: TELEPHONE: ${,.ry..{ f .#"s wi ,k fr, /t J,i .iI",a it TELEPHONE: ,Y#, *3Sr- 7f g'r zip code d{l**- E-MAIL:Krlllw*ss nril. f p)41 NAME:{-tw L+'1 1^1"ru '/* / (*) -,{- J code .4 /j / t'{ TELEPHONE: "-$-$,J-?3 -#1.# E.MAIL:"Hf{',(rrr Fr*;)@6xr fi"tt. dsdl NAME p L/) Code x,'f{ (E.MAIL:l,',r--r'.t /''7 /;l,/L'')t'/ 2Y_ Ken sin gto n pa rk HoA c o m m u nity r"rrrl#rr:;fK{{; Ne attv Pine Ridge Road corridor congestion Study options Jan. 11,2018 NAME: AFF'ILIATIONIBUSINESS : SUBDIVISIONIHOA/(if any) ADDRESS: E-MAIL: NAME: AFFILIATIONIBUSINES S : SUBDIYISIONIHOA/(if any) ADDRESS: TELEPIIONE: E.MAIL: NAME: AF'F'ILIATI ON/BUSINES S : SUBDMSI ON/I{OA/(if any) ADDRESS: n,\ {. 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Kensington park HOA Community InfoPine Ridge Road Corridor Conglstion Ple as e print/Write Neatty rmation Meeting Study 0ptions NAME: TELEPHONE: E-MAIL: Jan. llr20lB 'l r*r AFF'ILIATIONIB USINE S S :SUBDIVISION/IIOA(if any) ADDRESS: f{por r ,N*oN tw lanr 5r8 {O A{5{'" tl !\ -'F\ ) L-1 /-\) ,.* )u tf{ tt {t,{6 n-tL tU ,r't ts k*Ir Zi p Code SYio r 1r Zip Code lc- ) NAME: AF'F'ILIATION/B USINESS :SUBDIVISIONTHOA/(if any) ADDRESS: TELEPHOITIE: E-MAIL: NAME: AF'F'ILIATION/BUSINES S : SUBDIVISION/HOA/(if any) ADDRESS: TELEPHONE: ri Zi p Code /?'t-, s liE-MAIL: e/ {/.t14:-Y KensingtonparkuoACommunityr"rr-I:irrr:{,ffK;:!;Neattv Pine Ridge Road corridor conglstion study op;il; Jan. llr20l9 NAME: AF'FILIATIONIBUSINE S S : S UBDIVISIONTHOA/(if any) ADDRESS:{, ?*, Zip Code ,}L1 i tr s-- TELEPHONE: .*'-t E.MAIL: fl S'z-- ,:.1 l-t t t-rJI r./t t-',ut vY-l r.t r I (-,&*)?'1 NAME:'l*L,ro r+ F{ 5( +o\\ [-fr l\r* 11&rfis AFF'ILIATIONIBUSINE S S : SUBDIVISIONTFIOA/(if any) ADDRESS: NAME: AF'FILIATIONIBUSINES S : SUBDMSIONIHOA/(if any) ADDRESS: TELEPHONE: U TELEPITONE:q*Y n trl E-MAIL: rr"Code .'1 .(0nn ilh0 rrt 4r*5 t"s , (s #1" kt {*sd s t'1)) J/<L-,? $ lrt' Ai /t.,' d /*t / r ,/*, / 1-{s"'7. Zi p Code E-MAIL: z 9'i * Ll t- * L r3 ;I .// r t* KensingtonparkHoACommunityrnfor#:ii::;1;K;y;Neuttv Pine Ridge Road corridor congestion Study options Jan. llr20lB [-.,.{t . ''-d $,,* /'1l1*. ,\,1 $Llv \1{I\AME: AFFILIATION/B USINE S S : SUBDMSIONIHOA/(if any) ADDRESS: E-MAIL: NAME: AFFILIATIONIBUSINESS : SUBDIVISION/IIOA/(if any) ADDRESS: ,ll'{n l\s.[(r""t &r ri t.---lrll^^\__r.- \u,L) J_." Code TELEPHONE:/nr-- Af,,' C(t-=..'t\ \ 'fj} ) )Il:)I-- /\{.;c:lp P1c-.r tt/.\ I (.{.r.r,Ur_- €{t^rA4-l {SZs hc,r(it c7 N/pt y'rr* Z Zi p Code TELEPH9NE: :43'i-]77-72CI.1 E.MAIL:{la f4*,4rfr #B( c lo 6* I NrT NAME: AFF'ILIATION/BUSINES S : SUBDMSION/HOA/(if any) ADDRESS: TELEPHONE: iL/-- -L-- \-./S E-MAIL:t/tL,\*./ ru]4 l*_) frc Code Ken s in gto n p a rk HoA c o m m u nity r"rr, #iiii,Pj ffK{riJ N e attv Pine Ridge Road corridor congestion study options Jan. 11,2018 \.,-. 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(] &&/l Ken sin gto n p a rk HoA c o m m u nity r"rr, {iiiii{ ffKi!{ N e uttv Pine Ridge Road corridor congestion Study options Jan. llr2018 NAME: AF'FILIATION/BUSINES S : SUBDIVISIONIHOA/(if any) ADDRESS:Y f zr Lf.&*tt L/ Zi p Code TELEPHONE:*lU,.J*-- /a{n l. d E.MAIL: NAME: AFF'ILIATIONIBUSINESS : SUBDMSION/IIOA/(if any) ADDRESS: TELEPI{ONE: E.MAIL: NAME: AF'FILIATION/BUSINESS : SUBDIVISI ON/HOA/(if any) ADDRESS: TELEPHONE: l)L"^sy,r-'7-t'yt (- f G; Zi p Code *fla:;, (r'}d) 5 trt- Code E.MAIL:s lr Lc.cq @i cLtl Ken s in gto n p a rk H oA c o m m u nity r"rr, {iitiid ffKiiJ N e a t tv Pine Ridge Road corridor congestion study options Jan. llr2018 T{AME: AFFILIATIONIBUSINESS : SUBDIVISI ONIHOA/(if any) ADDRESS: TELEPHONE: E-MAIL: d t'; Zip Code f;r etr ( r-l^ NAME: AFFILIATIONIBUSINESS : SUBDIYISIONIHOA/(if any) ADDRESS: TELEPHONE: E-MAIL: NAME: AFFILIATION/BUSINESS : SUBDMSION/IIOA/(if any) ADDRESS: TELEPHONE: Zip Code E.MAIL: Code Kensington Park HOA Community Info Pine Ridge Road Corridor Con Study Options Jan. ll,2018 cLl Pleas e Print/Write Neatly rmation Meeting NAME: AF'FILIATI ON/BUSINE S S : SUBDIVISIONIHOA/(if any) ADDRESS: TELEPHONE: E-MAIL: NAME: AFF'ILIATIONIBUSINESS : SUBDMSI ONIFIOA/(if any) ADDRESS: TELEPHONE: E.MAIL: NAME AFFILIATIONIBUSINESS : SUBDMSIONIIIO{(if any) ADDRESS: TELEPHONE: Zi p Code Zi p Code p Code E-MAIL: Zi Session Name: New Session 1-11-2018 4-43 PM Date Created:1/11/2018 3:01:48 PM Active Participants:37 of 37 Average Score:0.00%Questions:10 Results by Question 1. Q1 – What Roadway Do You Live Along? (Multiple Choice) Question Statistics Mean 1.85 Median 2.00 Variance 1.30 Standard Deviation 1.14 Responses Percent Count Livingston Road 38.24%13 Pine Ridge Road 55.88% 19 Whippoorwill Lane 0%0 Dudley Drive 0% 0 Marbella Lakes Drive 0%0 Other 5.88% 2 Totals 100%34 1/12/2018 Page 1 of 10 2. Q2 - How often do you use Pine Ridge Road Corridor to reach your driving destination? (Multiple Choice) Question Statistics Mean 1.55 Median 1.00 Variance 0.49 Standard Deviation 0.70 Responses Percent Count Daily – Year round 57.58%19 Daily – Seasonally 30.3% 10 A few times a week 12.12%4 A few time a month 0% 0 Not often 0%0 Totals 100%33 1/12/2018 Page 2 of 10 3. Q3 - What is the most influential factor in your driving route choice? (Multiple Choice) Question Statistics Mean 3.13 Median 3.00 Variance 3.48 Standard Deviation 1.87 Responses Percent Count Congestion 40.62%13 Condition of the Road 0% 0 Number of Traffic Signals 12.5%4 Safest Route 0% 0 Quickest Route 46.88%15 Totals 100%32 1/12/2018 Page 3 of 10 4. Q4 - What problems exist in the Pine Ridge Road Corridor that should be addressed? (Multiple Choice) Question Statistics Mean 3.84 Median 3.00 Variance 2.14 Standard Deviation 1.46 Responses Percent Count No Problems 0%0 Safety 12.9% 4 Congestion 48.39%15 Poor Visibility 0% 0 Speeding Vehicles 29.03%9 Lack of Sidewalks/Bike Lanes 0% 0 Other Problems 9.68%3 Totals 100%31 1/12/2018 Page 4 of 10 5. Q5 - What level of congestion are you willing to accept? (Multiple Choice) Question Statistics Mean 2.47 Median 2.50 Variance 0.31 Standard Deviation 0.55 Responses Percent Count No delays or congestion at any time 2.94%1 Some delay during rush hour 47.06% 16 Moderate congestion/short delays even in non- rush hour 50%17 Heavy Congestion with long traffic delays 0% 0 Totals 100%34 1/12/2018 Page 5 of 10 6. Q6 - What type of improvements should the County be investing in? (Multiple Choice) Question Statistics Mean 3.15 Median 4.00 Variance 1.58 Standard Deviation 1.26 Responses Percent Count Additional travel lanes to existing roads 9.09%3 New roads with improved connectivity 33.33% 11 Better bike/pedestrian and roadway street lighting 0%0 Improve existing intersections for all modes 51.52% 17 Streetscape & beautification 3.03%1 Transit 3.03% 1 Totals 100%33 1/12/2018 Page 6 of 10 7. Q7 - Which Option for the Pine Ridge Rd. - Livingston Rd. Intersection Do You Prefer? (Multiple Choice) Question Statistics Mean 2.17 Median 2.00 Variance 1.47 Standard Deviation 1.21 Responses Percent Count Continuous Flow Intersection 45.83%11 Jug Handle 8.33% 2 Overpass (or Underpass) 33.33%8 Conventional Improvements 8.33% 2 None of the Above 4.17%1 Totals 100%24 1/12/2018 Page 7 of 10 8. Q8 - Are You In Favor of the RCUT Improvement at Pine Ridge Rd. and Whippoorwill Ln? (Multiple Choice) Question Statistics Mean 1.50 Median 1.00 Variance 0.54 Standard Deviation 0.73 Responses Percent Count Yes 64.29%9 No 21.43% 3 No Opinion 14.29%2 Totals 100%14 1/12/2018 Page 8 of 10 9. Q9 - Are You in Favor of Connecting Whippoorwill Ln. to Marbella Lakes Dr.? (Multiple Choice) Question Statistics Mean 1.00 Median 1.00 Variance 0.00 Standard Deviation 0.00 Responses Percent Count Yes 100%13 No 0% 0 No Opinion 0%0 Totals 100%13 1/12/2018 Page 9 of 10 10. Q11 - Are you in Favor of the DDI (Diverging Diamond Interchange) Concept at I-75 (Multiple Choice) Question Statistics Mean 1.18 Median 1.00 Variance 0.33 Standard Deviation 0.57 Responses Percent Count Yes 90.91%10 No 0% 0 No Opinion 9.09%1 Totals 100%11 1/12/2018 Page 10 of 10 PUBLIC INFORMATION COMMENT SHEET PLEASE RETURN COMMENT SHEETS WITHIN 14 DAYS Name ln,l n t" i"t , r L ,5 r' {'l Address .$'ii tt lo* u" , tir;'''{t ti l'{ t { ft ,- City hl xfit €s"State € t-Zip Code V4rn{ Please use this comment sheet to express your opinions about this project. Drop your written comment sheet into the comment tray tonight, mail it to the address on the back of this form or fax it to the number below. Comments: r i*LT |itlL t: i-':"1 6 1)'w. t't t .:; :; ' ,,i'rd,ti ivt ar -t< "i " /i c"rt'..t. (Attach additional sheets if necessary) Thank you for taking time to participate in this public information meeting. Kensington Park HOA Community Information Meeting Pine Ridge Road Corridor Congestion Study Options Jan. 11,20L8 You may also send your comments via e-mail to: conniedeane@colliergov.net Or FAX to239-252-2726 PUBLIC INFORMATION COMMENT SIIEET PLEASERETURNCOMMENTSHEETSWITHIN14DAYS Name Address City C')mments: ' \ ..| (:) n"i State Zip Code Please use this comment sheet to express your opinions about this project' Drop your written comment sheet into the comment tray tonight, *rit it to"the aidress on the back of this form or fax it to the number below' -f i,,.\ i'i /:,i (Attach additional sheets if necessary) Thank you for taking time to participate in this public information meeting. Kensington Park HOA CommunitY Information Meeting Pine Ridge Road Corridor Congestion Study Options Jan. 11,2018 You may also send your comments via e-mail to: conniedeane@colliergov.net Or FAX to239-252-2726 PUBLIC INFORMATION COMMBNT SI{EET PLEASERETURNCOMMENTSHEETSWITHIN14DAYS Name Address City Co:nments State Please use this comment sheet to express into the comment tray tonight, mqil it to Zip Code ',}.}e. your opinions about this proiect. Drop y-our written comment sheet 'the aidress on the back'o1tt * 7or* orfax it to the number below. -. / { ..{rt (Attach additional sheets if necessary) Thank you for taking time to participate in this public information meeting. Kensington Park HO A Community Information Meeting Pine Ridge Road Corridor Congestion Study Options You may also send your comments via e-mail to: conniedeane@colliergov.net Or FAX to239-252-2726 Jan. 11,2018 PUBLIC INFORMATION COMMENT SHEET PLEASE RETURN COMMENT SHEETS WITHIN 14 DAYS Name Address q City Al irJ lr.",zip ^-'l / /./\; '" Code -)-f k' )State { Please use this comment sheet to express your opinions about this project. Drop your written comment sheet into the comment trqt tonight, mail it to the address on the back of this form or fax it to the number below. Comments a (Attach additional sheets if necessary) Thank you for taking time to participate in this public information meeting. Kensington Park HOA Community Information Meeting Pine Ridge Road Corridor Congestion Study Options Jan. 1L,2018 You may also send your comments via e-mail to: conniedeane@colliergov.net Or FAX to239-252-2726 PUBLIC INFORMATION COMMENT SHEET PLEASE RETURN COMMENT SHEETS WITHIN 14 DAYS Name I t- -/r].i I j*e'r li.,Address City Comments i.t i"c State Zip Code 4'fl s*, Please use this comment sheet to express your opinions about this project. Drop your written comment sheet into the comment tray tonight, mail it to the address on the back of this form or fax it to the number below. 'L,i-lr .t_.-. i-u.i i.'lr-t,r *4. ( (Attach additional sheets if necessary) Thank you for taking time to participate in this public information meeting. Kensington Park HOA Community Information Meeting Pine Ridge Road Corridor Congestion Study Options Jan. 11,2018 You may also send your comments via e-mail to: conniedeane@colliergov,net Or FAX to239-252-2726 PUBLIC INFORMATION COMMENT SHEET PLEASE RETURN COMMENT SHEETS WITHIN 14 DAYS Name )r,.., r.. t! i.1''r-1't'" Address lo j) City State Zip Code :1, t1 I t.rl, Please use this comment sheet to express your opinions about this project. Drop your written comment sheet into the comment tray tonight, mail it to the address on the back of this form or fax it to the number below. 7 \ I J ',, -l n \' ' ,'r 't,i-,'{n i 11 7,t: t:) Comments:l,;'f'1.,t.,.i' -".,t t1 (Attach additional sheets if necessary) Thank you for taking time to participate in this public information meeting. Kensington Park HOA Communify Information Meeting Pine Ridge Road Corridor Congestion Study Options Jan. 11,2018 You may also send your comments via e-mail to: conniedeane@colliergov.net Or FAX to 239- 252-2726 Appendix G-3 Stakeholder Meeting: Polling Results and Comment Forms Mariposa HOA January 16, 2018 Session Name: New Session 1-16-2018 6-31 PM Date Created:1/16/2018 4:31:36 PM Active Participants:39 of 39 Average Score:0.00%Questions:10 Results by Question 1. Q1 – What Roadway Do You Live Along? (Multiple Choice) Question Statistics Mean 3.00 Median 3.00 Variance 0.00 Standard Deviation 0.00 Responses Percent Count Livingston Road 0%0 Pine Ridge Road 0% 0 Whippoorwill Lane 100%35 Dudley Drive 0% 0 Marbella Lakes Drive 0%0 Other 0% 0 Totals 100%35 1/17/2018 Page 1 of 10 2. Q2 – Do you consider yourself to be a “year round”, or “seasonal” resident? (Multiple Choice) Question Statistics Mean 1.23 Median 1.00 Variance 0.18 Standard Deviation 0.42 Responses Percent Count Year Round 77.14%27 Seasonal 22.86% 8 Totals 100%35 al resident? (Multiple Choice) 1/17/2018 Page 2 of 10 3. Q3 - What problems exist in the Pine Ridge Road Corridor that should be addressed? (Multiple Choice) Question Statistics Mean 2.94 Median 3.00 Variance 0.68 Standard Deviation 0.83 Responses Percent Count No Problems 5.71%2 Safety 11.43% 4 Congestion 74.29%26 Poor Visibility 0% 0 Speeding Vehicles 8.57%3 Lack of Sidewalks/Bike Lanes 0% 0 Other Problems 0%0 Totals 100%35 1/17/2018 Page 3 of 10 4. Q4 - What type of improvements should the County be investing in? (Multiple Choice) Question Statistics Mean 3.00 Median 2.00 Variance 2.00 Standard Deviation 1.41 Responses Percent Count Additional travel lanes to existing roads 12.12%4 New roads with improved connectivity 39.39% 13 Better bike/pedestrian and roadway street lighting 3.03%1 Improve existing intersections for all modes 33.33% 11 Streetscape & beautification 6.06%2 Transit 6.06% 2 Totals 100%33 1/17/2018 Page 4 of 10 5. Q5 - Which Option for the Pine Ridge Rd. - Livingston Rd. Intersection Do You Prefer? (Multiple Choice) Question Statistics Mean 2.70 Median 3.00 Variance 1.21 Standard Deviation 1.10 Responses Percent Count Continuous Flow Intersection 25%5 Jug Handle 0% 0 Overpass (or Underpass) 60%12 Conventional Improvements 10% 2 None of the Above 5%1 Totals 100%20 1/17/2018 Page 5 of 10 6. Q5 - Which Option for the Pine Ridge Rd. - Livingston Rd. Intersection Do You Prefer? (Multiple Choice) Question Statistics Mean 2.70 Median 3.00 Variance 1.34 Standard Deviation 1.16 Responses Percent Count Continuous Flow Intersection 24.32%9 Jug Handle 5.41% 2 Overpass (or Underpass) 54.05%20 Conventional Improvements 8.11% 3 None of the Above 8.11%3 Totals 100%37 1/17/2018 Page 6 of 10 7. Q5 - Which Option for the Pine Ridge Rd. - Livingston Rd. Intersection Do You Prefer? (Multiple Choice) Question Statistics Mean 2.66 Median 3.00 Variance 1.38 Standard Deviation 1.18 Responses Percent Count Continuous Flow Intersection 26.32%10 Jug Handle 5.26% 2 Overpass (or Underpass) 52.63%20 Conventional Improvements 7.89% 3 None of the Above 7.89%3 Totals 100%38 1/17/2018 Page 7 of 10 8. Q6 - Are You In Favor of the RCUT Improvement at Pine Ridge Rd. and Whippoorwill Ln? (Multiple Choice) Question Statistics Mean 1.86 Median 2.00 Variance 0.22 Standard Deviation 0.47 Responses Percent Count Yes 18.92%7 No 75.68% 28 No Opinion 5.41%2 Totals 100%37 1/17/2018 Page 8 of 10 9. Q7 - Are You in Favor of Connecting Whippoorwill Ln. to Marbella Lakes Dr.? (Multiple Choice) Question Statistics Mean 1.49 Median 1.00 Variance 0.30 Standard Deviation 0.55 Responses Percent Count Yes 54.05%20 No 43.24% 16 No Opinion 2.7%1 Totals 100%37 1/17/2018 Page 9 of 10 10. Q8 - Are you in Favor of the DDI (Diverging Diamond Interchange) Concept at I-75 (Multiple Choice) Question Statistics Mean 1.37 Median 1.00 Variance 0.40 Standard Deviation 0.64 Responses Percent Count Yes 71.43%25 No 20% 7 No Opinion 8.57%3 Totals 100%35 1/17/2018 Page 10 of 10 PUBLIC INFORMATION COMMENT SHEET PLEASERETURNCOMMENTSHEETSWITHIN14DAYS f S ,l) Name Address City t +t Jes Please use this comment sheet to express into the comment tray tonight, mail it to ;omuents:ifl p. your opinions about this project' Drop your written comment sheet 'i, oidrus on the backZ|it it 7o'* or fm it to the number below' State 4 crl a Zip Code 34ta 5 o h n €rtc'ctQ. r Q.nS- I €v + I-) $ t D.J g (Attach additional sheets if necessary) Mariposa Thankyoufortakingtimetoparticipateinthispublicinformationmeeting. atWhippoorwill -CommunitY Information Meeting Pine Ridge Road Corridor Congestion Study Options lan #, n {J eb(,(N, nrd' You may also send your comments via e-mail to: conniedeane@colliergov.nPt OrFAX to239-252-2726 Jan. 16,2018 Appendix G-4 Stakeholder Meeting: Polling Results and Comment Forms Marbella Lakes HOA January 18, 2018 Session Name: New Session 1-18-2018 8-58 PM Date Created:1/18/2018 5:46:14 PM Active Participants:93 of 93 Average Score:0.00%Questions:8 Results by Question 1. Q1 – What Roadway Do You Live Along? (Multiple Choice) Question Statistics Mean 4.99 Median 5.00 Variance 0.06 Standard Deviation 0.24 Responses Percent Count Livingston Road 0%0 Pine Ridge Road 0%0 Whippoorwill Lane 1.16%1 Dudley Drive 0%0 Marbella Lakes Drive 97.67%84 Other 1.16%1 Totals 100%86 1/19/2018 Page 1 of 8 2. Q2 – Do you consider yourself to be a “year round”, or “seasonal” resident? (Multiple Choice) Question Statistics Mean 1.30 Median 1.00 Variance 0.21 Standard Deviation 0.46 Responses Percent Count Year Round 70%63 Seasonal 30%27 Totals 100%90 1/19/2018 Page 2 of 8 3. Q3 - What problems exist in the Pine Ridge Road Corridor that should be addressed? (Multiple Choice) Question Statistics Mean 2.81 Median 3.00 Variance 1.18 Standard Deviation 1.09 Responses Percent Count No Problems 17.05%15 Safety 7.95%7 Congestion 63.64%56 Poor Visibility 0%0 Speeding Vehicles 11.36%10 Lack of Sidewalks/Bike Lanes 0%0 Other Problems 0%0 Totals 100%88 1/19/2018 Page 3 of 8 4. Q4 - What type of improvements should the County be investing in? (Multiple Choice) Question Statistics Mean 2.87 Median 4.00 Variance 2.21 Standard Deviation 1.49 Responses Percent Count Additional travel lanes to existing roads 29.41%25 New roads with improved connectivity 15.29%13 Better bike/pedestrian and roadway street lighting 4.71%4 Improve existing intersections for all modes 43.53%37 Streetscape & beautification 3.53%3 Transit 3.53%3 Totals 100%85 1/19/2018 Page 4 of 8 5. Q5 - Which Option for the Pine Ridge Rd. - Livingston Rd. Intersection Do You Prefer? (Multiple Choice) Question Statistics Mean 2.22 Median 3.00 Variance 1.21 Standard Deviation 1.10 Responses Percent Count Continuous Flow Intersection 38.82%33 Jug Handle 9.41%8 Overpass (or Underpass) 45.88%39 Conventional Improvements 2.35%2 None of the Above 3.53%3 Totals 100%85 1/19/2018 Page 5 of 8 6. Q6 - Are You In Favor of the RCUT Improvement at Pine Ridge Rd. and Whippoorwill Ln? (Multiple Choice) Question Statistics Mean 1.61 Median 1.00 Variance 0.50 Standard Deviation 0.71 Responses Percent Count Yes 51.81%43 No 34.94%29 No Opinion 13.25%11 Totals 100%83 1/19/2018 Page 6 of 8 7. Q7 - Are You in Favor of Connecting Whippoorwill Ln. to Marbella Lakes Dr.? (Multiple Choice) Question Statistics Mean 1.94 Median 2.00 Variance 0.05 Standard Deviation 0.23 Responses Percent Count Yes 5.56%4 No 94.44%68 No Opinion 0%0 Totals 100%72 1/19/2018 Page 7 of 8 8. Q8 - Are you in Favor of the DDI (Diverging Diamond Interchange) Concept at I-75 (Multiple Choice) Question Statistics Mean 1.12 Median 1.00 Variance 0.17 Standard Deviation 0.41 Responses Percent Count Yes 90.77%59 No 6.15%4 No Opinion 3.08%2 Totals 100%65 1/19/2018 Page 8 of 8 Hebrew Home/Bonnie Lankin 1239-331-7183 p'1 PUBLIC INFOR]\{ATIONT C O]\{MEI{T SIIEE T PLEASB RETURN CO}[}.[ENTT SIIEETS \\lTHIh* 14 DAYS JIil 1v ilnt1 rLName Address Cit-v ti"ict t u Lic t[ i1+- )LL t,l. t, , tStete t^ c't/'t-Zip Corle /,4.)a,1I l.t,ritten commeruI sheet io the nunibet belov, i r.) 'T l'l (- ) ), (Attar-:h additional sheets if neces-sary) N'[arbella Lakes Pine RirIge Road C Thank you for taking time to participate in this pubric information meeting. HOA - Community fnformation Meetingorridor Congestion Studl,Options 4 l. i ) f-, Jan. 18, 201 8 You may also send your commenft via e_mail to: c onniedeane,@cpllierqov.net orFAX taa39_zW PUBLIC II{F'ORMATION COMMENT SIIEET PLEASE RETURN COMMENT SIIEETS WITHIN 14 DAYS e d al3Address City /r -r please use this comment sheet to express iryto the comment tray tonight, *oit it to your apinions,about this prof yt.- Drop your written comment sheet -the qddress on the backif ri,trnr_ .ii* iio rhe number below. H/4 State zip code 3 9/a3' Thank you for taking time to participate in this pubric information meeting. it. ti ri "*z,o You may also send your comments via e_mail to:coJrniedegne@colliergov.n et Or FAX to 239_ 252_27X; PUBLIC INF'ORMATION COMMENT SHEET PLEASE RETURN COMMENT SHEETS WITIIIN 14 DAYS Name Address {.1t 6-5 € State Zip Code use this comment sheet to express your opinions about this project. Drop your written comment sheetinto the comment tray tonight,mail it to the address on the back of thisform orfm it to the number below. Comrncnts: ,/1 { City (Attach additional sheets if necessary) Marbella Lakes HOA Pine Ridge Road Thank you for taking time to participate in this pubric information meeting. - Community Information Meeting Corridor Congestion Study Options You may also send your comments via e-mail to: conniedeane@colliergov.net OrFAX to239-252-2726 Jan. 18,2018 PUBLIC INF'ORMATION COMMENT SHEET PLEASE RETURN COMMENT SHEETS WITIIIN 14 DAYS t/,.t P Coriments: (Attach additional sheets if necessary) Marbella Lakes IfOA -Community Pine Ridge Road Corridor C ongestion Study Options Thank you for taking time to participate in this pubric information meeting. tonj-ght, fr-,, You may also send your comments via e-mail to: conniedeane@colliergov.net OrX'AX to239-252_2726 &7 State a /L. l Zip Code J ltd \< express your opinions about this project. Drop your written comrnent sheetthe address on the back of orfax it io ttie number below. zs; fnformation Meeting Name Address City /re use this comment sheet to into the comment tray mail it Jan. 18,2018 PUBLI:C INFORMATION COMMENT SHEET PLEASE RETURN COMMENT SHEETS WITHIN 14 DAYS Name Address il v,v rn A rL TE(L{L h {,{ citv N A? CU 5 fuState Zip Code 3uto5 Please use this comment sheet to express your opinions about this project. Drop your written comment sheet into the comment trc*iiontght, mail it to the address on the back of this form or fax it to the number below. Comments: My primary concern is that the County will choose to construct the interconnection before the improvements to pine Ridge at Whippoorwill Drive are constructed. lnviting additional traffic to the pine Ridge at Whippoorwill Drive intersection by constructing the interconnection with Marbella Drive would be irresponsible by the county. This intersection is already a crazy mess' As told in the presentation, the interconnection has no impact on the LoS of Pine Ridge at Livingston intersection and its purpose is strictly for improved local access. common sense indicates that existing local traffic which currently uses Whippoorwill at the Pine Ridge intersection would be negatively impacted by ANY increase in volume of traffic at this intersection without improvements. A valid reason to accelerate the whippoorwillto Marbella Lakes Drive interconnection has not been made. I would be strongly opposed to this interconnection unless the proposed improvements at whippoorwill/Pine Ridge were completed prior or concurrentlY. I commend the planning Staff and Consultant for their efforts in forwarding thinking and innovative options to address the real issue of traffic at Pine Ridge and Livingston. - Thank you for taking time to participate in this public information meeting. Marbella Lakes HOA - Community Information Meeting Pine Ridge Road Corridor Congestion Study Options Jan. 18,2018 You may also send your comments via e-mail to: conniedeane@colliergov.net Or FAX to 239- 252-2726 PUBLIC IhIFOR1UATION COMMENT SI{EET PLEASE RETURN COMMENT STIEETS WTEIIN 14 DAYS Name Address 2q /*rle City state F/-.zip coae - ?tJ /ar Pleose use this comrnent sheet to a,press your opinions about this project.Drop your written comment sheetinto the tray tonight, mail itto the address on the back of thisform orfm it to themtmber below- Cor:menfs: trc (Atrach^aa,k#a"#fit""#{fu**t7olD Ae$$,oFaqe lbnahtze$ d- Thank you for taking time to participate in this public information meeting. Marbella Lakes HOA -Community Information Meeting Pine Ridge Road Corridor Congestion Study Options You may also send your cornmenls via e-mail to: conniedeane@colliergov.net Or FAX to239-252?726 Jan. 18,2018 PUBLIC INF'ORMATION COMMEI{T SHEET PLEASE RETURN COMMENT SIIEETS WITIIIN 14 DAYS Name tfr^t I A*a Sreve ^lsoJ Address LtsS mrroktu4 1r,rt€ City nlapw State F-Zip Code 34to{ Please use this comment sheet to express your opinions about this project. Drop your written comment sheet into the comment tray tonight, mail it to the address on the back of this form orfax it to ihe number below. comnenrs: Ne AaE nJ FAloo cF {l€DyrctJi /fail4le*toJ OIJ*E Pne (Lto6s O.ILTNL D (.Drsfra T+raf s Exe>l 3ra.l c,F d++r ppgr-rrt rr.r-, /15.'ro L vrJlsrorl fi). Ne hJEtEi PrsrBestu 9nJDrE+'Tr+*tr E*;e*$tJ r,rfOuub cvtPtrtr b ,ss L lFl 'r$€i Ltr 3. Dtmro t1Ja+wltt t-, L (Attach additional sheets if necessary) Mrlr.J fu€rtrJs f,n- nfor Tn CEc.,$Or 2, t) L. NOIS,E ;) s tJrd qflrs Et6r;Bnn }lDo$Ap=r136 6 r*J4* Ntrt4ssor)8r*t-gsqa tLr V lS3uEl hrril.l r€i LltG t=rrssjrorJ , Thank you for taking time to participate in this public information meeting. Marbella Lakes IfOA - Community Information Meeting Pine Ridge Road Jan. 18,2018 Corridor Congestion Study Options You may also send your comments via e-mail to: conniedeane@colliergov. net OrFAX to239-252-2726 PUBLIC MM'ORMATION COMMENT SITEET PLEASE RETURN COMMENT SIIEETS WTTIIIN 14 DAYS Name 1)ta'.ura-r{.*firw4 0a[;* /L4.1-.- Address (ntilQ lAnr.b-p Lalua City Comments: (Attach additional sheets ifnecessary) State ZipCade TWCS Please use this comment sheet to express your opinions about this project- Drop your written comment sheet into the commerfi trry tonight, mdl it to the address on the back af thisform orfm it to the mtmber below. a auh_ Thankyou for taking time to participate in this publie information meefing. Marbella Lakes IIOA - Community lnformation Meeting Pine Ridge Road Corridor Congestion Sfudy Options Jan. 18,2018 You may also send your comments via e-mail to: conniedeane@colliergov.net or x'AX to 239- 25{-2726 Appendix G-5 Stakeholder Meeting: Polling Results and Comment Forms Andalucia HOA January 24, 2018 Session Name: New Session 1-24-2018 8-18 PM Date Created:1/24/2018 5:48:33 PM Active Participants:34 of 34 Average Score:0.00%Questions:8 Results by Question 1. Q1 – What Roadway Do You Live Along? (Multiple Choice) Question Statistics Mean 3.00 Median 3.00 Variance 0.00 Standard Deviation 0.00 Responses Percent Count Livingston Road 0%0 Pine Ridge Road 0%0 Whippoorwill Lane 100%32 Dudley Drive 0%0 Marbella Lakes Drive 0%0 Other 0%0 Totals 100%32 1/25/2018 Page 1 of 8 2. Q2 – Do you consider yourself to be a “year round”, or “seasonal” resident? (Multiple Choice) Question Statistics Mean 1.29 Median 1.00 Variance 0.21 Standard Deviation 0.45 Responses Percent Count Year Round 70.97%22 Seasonal 29.03%9 Totals 100%31 1/25/2018 Page 2 of 8 3. Q3 - What problems exist in the Pine Ridge Road Corridor that should be addressed? (Multiple Choice) Question Statistics Mean 3.18 Median 3.00 Variance 1.12 Standard Deviation 1.06 Responses Percent Count No Problems 3.03%1 Safety 9.09%3 Congestion 72.73%24 Poor Visibility 6.06%2 Speeding Vehicles 3.03%1 Lack of Sidewalks/Bike Lanes 3.03%1 Other Problems 3.03%1 Totals 100%33 1/25/2018 Page 3 of 8 4. Q4 - What type of improvements should the County be investing in? (Multiple Choice) Question Statistics Mean 2.38 Median 2.00 Variance 1.82 Standard Deviation 1.35 Responses Percent Count Additional travel lanes to existing roads 31.03%9 New roads with improved connectivity 37.93%11 Better bike/pedestrian and roadway street lighting 0%0 Improve existing intersections for all modes 27.59%8 Streetscape & beautification 0%0 Transit 3.45%1 Totals 100%29 1/25/2018 Page 4 of 8 5. Q5 - Which Option for the Pine Ridge Rd. - Livingston Rd. Intersection Do You Prefer? (Multiple Choice) Question Statistics Mean 2.38 Median 3.00 Variance 0.94 Standard Deviation 0.97 Responses Percent Count Continuous Flow Intersection 29.41%10 Jug Handle 8.82%3 Overpass (or Underpass) 55.88%19 Conventional Improvements 5.88%2 None of the Above 0%0 Totals 100%34 1/25/2018 Page 5 of 8 6. Q6 - Are You In Favor of the RCUT Improvement at Pine Ridge Rd. and Whippoorwill Ln? (Multiple Choice) Question Statistics Mean 1.69 Median 2.00 Variance 0.21 Standard Deviation 0.46 Responses Percent Count Yes 31.25%10 No 68.75%22 No Opinion 0%0 Totals 100%32 1/25/2018 Page 6 of 8 7. Q7 - Are You in Favor of Connecting Whippoorwill Ln. to Marbella Lakes Dr.? (Multiple Choice) Question Statistics Mean 1.19 Median 1.00 Variance 0.15 Standard Deviation 0.39 Responses Percent Count Yes 81.25%26 No 18.75%6 No Opinion 0%0 Totals 100%32 1/25/2018 Page 7 of 8 8. Q8 - Are you in Favor of the DDI (Diverging Diamond Interchange) Concept at I-75 (Multiple Choice) Question Statistics Mean 1.19 Median 1.00 Variance 0.29 Standard Deviation 0.53 Responses Percent Count Yes 87.1%27 No 6.45%2 No Opinion 6.45%2 Totals 100%31 1/25/2018 Page 8 of 8 PUBLIC I]\FORMATION COMMENT SHEET PLEASE RETURN COMMENT SHEETS WITHIN 14 DAYS Name Address IL{ G q Scrr-o^C;ro\C: City Comments: State FL Zip Code tc< Please use this con'tment sheet to express your opinions about this project. Drop your written comment sheet into the comruent tray tonight, mail it to the address on the back of this form or fax it to the number below. 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(-) _9!o'h!No .(oL {E(-) . r>r '.(s-)rE,18 E'ic PI]BLIC TNFORMATIOI{ COMMENT SHEET PLEASE RETURN COMMENT SHEETS WITHIN 14 DAYS Name Address City q Please into t State Zip Code use comment sheet to express your opinions about this project. Drop your written comntent sheethecommentmto the on the back of thisfornt cirfax it to below. o c hi{- (Attach W)sheets Thank you for taking time to participate in this public information meeting. '- ,ln n l',- , I t ofkt Andalucfa HOA Pine Ridge Road Jan.24,20L8 - Community Information Meeting Corridor Congestion Study Options You may also send your comments via e-mail to: connied eane@colliergov.net Or FAX to 239- 252-2726 Appendix G-6 Stakeholder Meeting: Polling Results and Comment Forms Gusto Bella Vita HOA January 30, 2018 Session Name: New Session 1-30-2018 7-44 PM Date Created:1/30/2018 6:31:15 PM Active Participants:8 of 8 Average Score:0.00%Questions:8 Results by Question 1. Q1 – What Roadway Do You Live Along? (Multiple Choice) Question Statistics Mean 3.00 Median 3.00 Variance 0.00 Standard Deviation 0.00 Responses Percent Count Livingston Road 0%0 Pine Ridge Road 0%0 Whippoorwill Lane 100%8 Dudley Drive 0%0 Marbella Lakes Drive 0%0 Other 0%0 Totals 100%8 1/31/2018 Page 1 of 8 2. Q2 – Do you consider yourself to be a “year round”, or “seasonal” resident? (Multiple Choice) Question Statistics Mean 1.25 Median 1.00 Variance 0.19 Standard Deviation 0.43 Responses Percent Count Year Round 75%6 Seasonal 25%2 Totals 100%8 1/31/2018 Page 2 of 8 3. Q3 - What problems exist in the Pine Ridge Road Corridor that should be addressed? (Multiple Choice) Question Statistics Mean 3.25 Median 3.00 Variance 0.44 Standard Deviation 0.66 Responses Percent Count No Problems 0%0 Safety 0%0 Congestion 87.5%7 Poor Visibility 0%0 Speeding Vehicles 12.5%1 Lack of Sidewalks/Bike Lanes 0%0 Other Problems 0%0 Totals 100%8 1/31/2018 Page 3 of 8 4. Q4 - What type of improvements should the County be investing in? (Multiple Choice) Question Statistics Mean 2.88 Median 2.00 Variance 3.36 Standard Deviation 1.83 Responses Percent Count Additional travel lanes to existing roads 12.5%1 New roads with improved connectivity 62.5%5 Better bike/pedestrian and roadway street lighting 0%0 Improve existing intersections for all modes 0%0 Streetscape & beautification 0%0 Transit 25%2 Totals 100%8 1/31/2018 Page 4 of 8 5. Q5 - Which Option for the Pine Ridge Rd. - Livingston Rd. Intersection Do You Prefer? (Multiple Choice) Question Statistics Mean 2.50 Median 3.00 Variance 1.25 Standard Deviation 1.12 Responses Percent Count Continuous Flow Intersection 33.33%2 Jug Handle 0%0 Overpass (or Underpass) 50%3 Conventional Improvements 16.67%1 None of the Above 0%0 Totals 100%6 1/31/2018 Page 5 of 8 6. Q6 - Are You In Favor of the RCUT Improvement at Pine Ridge Rd. and Whippoorwill Ln? (Multiple Choice) Question Statistics Mean 1.71 Median 2.00 Variance 0.49 Standard Deviation 0.70 Responses Percent Count Yes 42.86%3 No 42.86%3 No Opinion 14.29%1 Totals 100%7 1/31/2018 Page 6 of 8 7. Q7 - Are You in Favor of Connecting Whippoorwill Ln. to Marbella Lakes Dr.? (Multiple Choice) Question Statistics Mean 1.14 Median 1.00 Variance 0.12 Standard Deviation 0.35 Responses Percent Count Yes 85.71%6 No 14.29%1 No Opinion 0%0 Totals 100%7 1/31/2018 Page 7 of 8 8. Q8 - Are you in Favor of the DDI (Diverging Diamond Interchange) Concept at I-75 (Multiple Choice) Question Statistics Mean 1.00 Median 1.00 Variance 0.00 Standard Deviation 0.00 Responses Percent Count Yes 100%8 No 0%0 No Opinion 0%0 Totals 100%8 1/31/2018 Page 8 of 8 Appendix G-7 Stakeholder Meeting: Polling Results and Comment Forms Stratford Place HOA January 31, 2018 Session Name: New Session 1-31-2018 7-55 PM Date Created:1/31/2018 5:01:02 PM Active Participants:36 of 36 Average Score:0.00%Questions:8 Results by Question 1. Q1 – What Roadway Do You Live Along? (Multiple Choice) Question Statistics Mean 2.97 Median 3.00 Variance 0.03 Standard Deviation 0.17 Responses Percent Count Livingston Road 0%0 Pine Ridge Road 3.12%1 Whippoorwill Lane 96.88%31 Dudley Drive 0%0 Marbella Lakes Drive 0%0 Other 0%0 Totals 100%32 2/1/2018 Page 1 of 8 2. Q2 – Do you consider yourself to be a “year round”, or “seasonal” resident? (Multiple Choice) Question Statistics Mean 1.34 Median 1.00 Variance 0.23 Standard Deviation 0.47 Responses Percent Count Year Round 65.62%21 Seasonal 34.38%11 Totals 100%32 2/1/2018 Page 2 of 8 3. Q3 - What problems exist in the Pine Ridge Road Corridor that should be addressed? (Multiple Choice) Question Statistics Mean 3.25 Median 3.00 Variance 2.63 Standard Deviation 1.62 Responses Percent Count No Problems 18.75%6 Safety 6.25%2 Congestion 46.88%15 Poor Visibility 0%0 Speeding Vehicles 21.88%7 Lack of Sidewalks/Bike Lanes 0%0 Other Problems 6.25%2 Totals 100%32 2/1/2018 Page 3 of 8 4. Q4 - What type of improvements should the County be investing in? (Multiple Choice) Question Statistics Mean 2.87 Median 2.00 Variance 2.43 Standard Deviation 1.56 Responses Percent Count Additional travel lanes to existing roads 19.35%6 New roads with improved connectivity 38.71%12 Better bike/pedestrian and roadway street lighting 0%0 Improve existing intersections for all modes 29.03%9 Streetscape & beautification 3.23%1 Transit 9.68%3 Totals 100%31 2/1/2018 Page 4 of 8 5. Q5 - Which Option for the Pine Ridge Rd. - Livingston Rd. Intersection Do You Prefer? (Multiple Choice) Question Statistics Mean 2.46 Median 3.00 Variance 1.45 Standard Deviation 1.20 Responses Percent Count Continuous Flow Intersection 37.14%13 Jug Handle 0%0 Overpass (or Underpass) 45.71%16 Conventional Improvements 14.29%5 None of the Above 2.86%1 Totals 100%35 2/1/2018 Page 5 of 8 6. Q6 - Are You In Favor of the RCUT Improvement at Pine Ridge Rd. and Whippoorwill Ln? (Multiple Choice) Question Statistics Mean 1.83 Median 2.00 Variance 0.26 Standard Deviation 0.51 Responses Percent Count Yes 22.86%8 No 71.43%25 No Opinion 5.71%2 Totals 100%35 2/1/2018 Page 6 of 8 7. Q7 - Are You in Favor of Connecting Whippoorwill Ln. to Marbella Lakes Dr.? (Multiple Choice) Question Statistics Mean 1.69 Median 2.00 Variance 0.22 Standard Deviation 0.46 Responses Percent Count Yes 31.43%11 No 68.57%24 No Opinion 0%0 Totals 100%35 2/1/2018 Page 7 of 8 8. Q8 - Are you in Favor of the DDI (Diverging Diamond Interchange) Concept at I-75 (Multiple Choice) Question Statistics Mean 1.06 Median 1.00 Variance 0.06 Standard Deviation 0.24 Responses Percent Count Yes 93.94%31 No 6.06%2 No Opinion 0%0 Totals 100%33 2/1/2018 Page 8 of 8 Stratford HOA - Community lnformation Meeting Pine Ridge Road Corridor Congestion Study Options January 31, 2018 I think the options presented at our meeting for the Pine Ridge Road intersections in questions are all good options whatever ones are selected. But, the one item that I would like to comment on concerns the extension of whippoorwlll Lane because even though this is not part of the Pine Ridge Rcad Congestion Study, it continues to be included as a possibility to be voted on by the County Commissioners. I realize that the study concludes that extending Whippoorwill will not help the congestion on Pine Ridge, but it was presented as being considered as a 'convenience' for residents along WhiPPoorwill. The price for this 'convenience' could easily negatively impact us. I have found studies that suggest adding or extending a busy road could reduce our property values by 6%to 2o%' one study reports that property values go down .4%foreach rise of one decibel level due to inreased traffic noise' while the Pine Ridge Road congestion study takes into account traffic volume, flow, wait times, etc' it did not use these same criteria when it was suggested that whippoorwill be extended. The three things that affect property values, i.e. noise, pollution, and safety have not been considered' only 'convenience' seems to be the concern. lt also did not factor in the loss of greenspace, our school bus stops, and creating a cut- through for traffic bent on avoiding the Pine Ridse/whippoorwill intersection' please DO NOT extend Whippoorwill Lane as I believe that doing so will not add 'convenience' for us Iocal residents, but merely serve outside individuals and their interests' t Ss$*) PUBLIC INFORMATTON COMMEI\T SHEET PLEASE RETURN COMMENT SHEETS WITHTN 14 DAYS oName Address s 2L/City State Zip Code Please use this comment sheet to express your opinions about this project. Drop your written comment sheet into the comment tray tonight, mail it to the address on the back of this form or fm it to the number below. Comments: (Attach additional sheets if necessary) Thank you for taking time to participate in this public information meeting. I Stratford HOA - Community Information Meeting Pine Ridge Road Corridor Congestion Study Options Jan. 31,20L8 You may also send your comments via e-mail to: conniedeane@colliergov.net Or FAX to239-252-2726 Appendix G-8 Stakeholder Meeting: Polling Results and Comment Forms Business Representatives February 15, 2018 Session Name: New Session 2-15-2018 7-49 PM Date Created:2/15/2018 5:31:30 PM Active Participants:8 of 8 Average Score:0.00%Questions:8 Results by Question 1. Q1 – What Roadway Do You Live Along? (Multiple Choice) Question Statistics Mean 2.00 Median 2.00 Variance 0.00 Standard Deviation 0.00 Responses Percent Count Livingston Road 0%0 Pine Ridge Road 100%4 Whippoorwill Lane 0%0 Dudley Drive 0%0 Marbella Lakes Drive 0%0 Other 0%0 Totals 100%4 2/16/2018 Page 1 of 8 2. Q2 – Do you consider yourself to be a “year round”, or “seasonal” resident? (Multiple Choice) Question Statistics Mean 1.00 Median 1.00 Variance 0.00 Standard Deviation 0.00 Responses Percent Count Year Round 100%4 Seasonal 0%0 Totals 100%4 2/16/2018 Page 2 of 8 3. Q3 - What problems exist in the Pine Ridge Road Corridor that should be addressed? (Multiple Choice) Question Statistics Mean 3.00 Median 3.00 Variance 0.00 Standard Deviation 0.00 Responses Percent Count No Problems 0%0 Safety 0%0 Congestion 100%4 Poor Visibility 0%0 Speeding Vehicles 0%0 Lack of Sidewalks/Bike Lanes 0%0 Other Problems 0%0 Totals 100%4 2/16/2018 Page 3 of 8 4. Q4 - What type of improvements should the County be investing in? (Multiple Choice) Question Statistics Mean 2.50 Median 2.00 Variance 0.75 Standard Deviation 0.87 Responses Percent Count Additional travel lanes to existing roads 0%0 New roads with improved connectivity 75%3 Better bike/pedestrian and roadway street lighting 0%0 Improve existing intersections for all modes 25%1 Streetscape & beautification 0%0 Transit 0%0 Totals 100%4 2/16/2018 Page 4 of 8 5. Q5 - Which Option for the Pine Ridge Rd. - Livingston Rd. Intersection Do You Prefer? (Multiple Choice) Question Statistics Mean 2.00 Median 1.00 Variance 2.00 Standard Deviation 1.41 Responses Percent Count Continuous Flow Intersection 66.67%4 Jug Handle 0%0 Overpass (or Underpass) 0%0 Conventional Improvements 33.33%2 None of the Above 0%0 Totals 100%6 2/16/2018 Page 5 of 8 6. Q6 - Are You In Favor of the RCUT Improvement at Pine Ridge Rd. and Whippoorwill Ln? (Multiple Choice) Question Statistics Mean 2.14 Median 2.00 Variance 0.12 Standard Deviation 0.35 Responses Percent Count Yes 0%0 No 85.71%6 No Opinion 14.29%1 Totals 100%7 2/16/2018 Page 6 of 8 7. Q7 - Are You in Favor of Connecting Whippoorwill Ln. to Marbella Lakes Dr.? (Multiple Choice) Question Statistics Mean 1.50 Median 1.00 Variance 0.75 Standard Deviation 0.87 Responses Percent Count Yes 75%6 No 0%0 No Opinion 25%2 Totals 100%8 2/16/2018 Page 7 of 8 8. Q8 - Are you in Favor of the DDI (Diverging Diamond Interchange) Concept at I-75 (Multiple Choice) Question Statistics Mean 1.38 Median 1.00 Variance 0.48 Standard Deviation 0.70 Responses Percent Count Yes 75%6 No 12.5%1 No Opinion 12.5%1 Totals 100%8 2/16/2018 Page 8 of 8 Appendix G-9 Stakeholder Meeting: Polling Results and Comment Forms Aviano HOA February 22, 2018 Session Name: New Session 2-22-2018 5-44 PM Date Created:2/22/2018 4:29:40 PM Active Participants:33 of 33 Average Score:0.00%Questions:8 Results by Question 1. Q1 – What Roadway Do You Live Along? (Multiple Choice) Question Statistics Mean 1.07 Median 1.00 Variance 0.13 Standard Deviation 0.36 Responses Percent Count Livingston Road 96.55%28 Pine Ridge Road 0%0 Whippoorwill Lane 3.45%1 Dudley Drive 0%0 Marbella Lakes Drive 0%0 Other 0%0 Totals 100%29 2/23/2018 Page 1 of 8 2. Q2 – Do you consider yourself to be a “year round”, or “seasonal” resident? (Multiple Choice) Question Statistics Mean 1.43 Median 1.00 Variance 0.24 Standard Deviation 0.49 Responses Percent Count Year Round 57.14%16 Seasonal 42.86%12 Totals 100%28 2/23/2018 Page 2 of 8 3. Q3 - What problems exist in the Pine Ridge Road Corridor that should be addressed? (Multiple Choice) Question Statistics Mean 3.14 Median 3.00 Variance 2.26 Standard Deviation 1.50 Responses Percent Count No Problems 13.79%4 Safety 17.24%5 Congestion 44.83%13 Poor Visibility 0%0 Speeding Vehicles 17.24%5 Lack of Sidewalks/Bike Lanes 3.45%1 Other Problems 3.45%1 Totals 100%29 2/23/2018 Page 3 of 8 4. Q4 - What type of improvements should the County be investing in? (Multiple Choice) Question Statistics Mean 3.00 Median 3.00 Variance 2.74 Standard Deviation 1.66 Responses Percent Count Additional travel lanes to existing roads 22.22%6 New roads with improved connectivity 25.93%7 Better bike/pedestrian and roadway street lighting 11.11%3 Improve existing intersections for all modes 25.93%7 Streetscape & beautification 0%0 Transit 14.81%4 Totals 100%27 2/23/2018 Page 4 of 8 5. Q5 - Which Option for the Pine Ridge Rd. - Livingston Rd. Intersection Do You Prefer? (Multiple Choice) Question Statistics Mean 2.61 Median 3.00 Variance 2.04 Standard Deviation 1.43 Responses Percent Count Continuous Flow Intersection 38.71%12 Jug Handle 3.23%1 Overpass (or Underpass) 25.81%8 Conventional Improvements 22.58%7 None of the Above 9.68%3 Totals 100%31 2/23/2018 Page 5 of 8 6. Q6 - Are You In Favor of the RCUT Improvement at Pine Ridge Rd. and Whippoorwill Ln? (Multiple Choice) Question Statistics Mean 1.60 Median 1.00 Variance 0.64 Standard Deviation 0.80 Responses Percent Count Yes 60%18 No 20%6 No Opinion 20%6 Totals 100%30 2/23/2018 Page 6 of 8 7. Q7 - Are You in Favor of Connecting Whippoorwill Ln. to Marbella Lakes Dr.? (Multiple Choice) Question Statistics Mean 1.90 Median 2.00 Variance 0.16 Standard Deviation 0.40 Responses Percent Count Yes 13.79%4 No 82.76%24 No Opinion 3.45%1 Totals 100%29 2/23/2018 Page 7 of 8 8. Q8 - Are you in Favor of the DDI (Diverging Diamond Interchange) Concept at I-75 (Multiple Choice) Question Statistics Mean 1.36 Median 1.00 Variance 0.37 Standard Deviation 0.61 Responses Percent Count Yes 71.43%20 No 21.43%6 No Opinion 7.14%2 Totals 100%28 2/23/2018 Page 8 of 8