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Agenda 04/13/2021 Item #16A 5 (Interlocal Agreement w/Hacienda Lakes Community)16.A.5 04/13/2021 EXECUTIVE SUMMARY Recommendation to adopt a Resolution accepting and assuming ownership and maintenance of the Rattlesnake Hammock Road bridge over Henderson Creek for the public's perpetual use and enter into an Interlocal Agreement between Collier County and Hacienda Lakes Community Development District regarding certain decorative Bridge and Landscape Improvements. (This is a companion item to Agenda Items 16.A.2, 16.A.3, and 16.A.4. All items must be either approved or denied together on today's agenda.) OBJECTIVE: For the County to accept ownership and maintenance of the structural elements of the bridge at Rattlesnake Hammock Road and Collier Boulevard over Henderson Creek ("Bridge") to ensure safe passage for vehicles traveling on Rattlesnake Hammock Road. CONSIDERATIONS: On May 14, 2019, the Board of County Commissioners ("Board") adopted Resolution 2019-76 establishing a voluntary program encouraging the periodic inspection and maintenance of privately -owned bridges which connect two public roadways and the ability to convey ownership and ongoing structural maintenance of such bridges to the County. The Resolution requires that "The parties will then enter into a standard form agreement, in which the County will agree to accept and maintain the structural portions of the Bridge, and the Owner will agree to maintain all non-structural elements as identified within the agreement, which will be presented to the Board for final approval." The Developer Hacienda Lakes Community Development District ("District") completed the construction of the Bridge as part of the extension of Rattlesnake Hammock Road east of Collier Boulevard (CR 951) to the proposed Hacienda Boulevard. The District has requested that the County take over ownership and maintenance of the Bridge since it serves the public, and not just the individual development. The District will maintain in perpetuity various non-structural decorative finishes specific to the Bridge and landscaping improvements within the right- of-way. Following the request to transfer ownership of the Bridge, staff initiated several bridge inspections with the District's engineer who recommended repair actions, which the District satisfactorily completed. The District also provided a signed and sealed (SS) bridge inspection report inventorying the Bridge's components and the conditions. The engineers submitted other signed and sealed supporting documents such as load rating calculations and final bridge as -built plans. Staff is recommending that the Board adopt the attached Resolution, accepting and assuming ownership and maintenance obligations for the structural components of the Bridge, and enter into an Interlocal Agreement with the District for the maintenance of the other non-standard bridge elements and landscaping. FISCAL IMPACT: No immediate repairs or maintenance costs are anticipated due to the satisfactory inspection recently completed. The bridge has an estimated remaining useful life of 67 years and an estimated replacement cost of $1,340,000 in 2021 dollars. Regular maintenance, estimated at $1,000 annually, will be included as part of the annual bridge maintenance budget within Transportation Operating Fund (101), Road and Bridge Maintenance Cost Center (163620). 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 GROWTH MANAGEMENT IMPACT: Acceptance of this facility into the county system is consistent Packet Pg. 478 16.A.5 04/13/2021 with the Transportation Element of the Growth Management Plan. RECOMMENDATION: To adopt a Resolution accepting and assuming ownership and maintenance of the Bridge over Henderson Creek at Rattlesnake Hammock Road and Collier Boulevard, as depicted in Exhibit A, and enter into an Interlocal Agreement with the District for the maintenance of the other non- standard bridge elements and landscaping. Prepared by: Marlene Messam, P.E., P.M.P., Principal Project Manager, Transportation Engineering Division ATTACHMENT(S) 1. [Linked]Hacienda Lakes Bridge Ownership Transfer (PDF) 2. Resolution 2019-076 (PDF) 3. Exhibit A Interlocal Agreement -Bridge and Landscape Improvements (PDF) 4. Resolution - Hacienda Lakes bridge (PDF) Packet Pg. 479 16.A.5 04/13/2021 COLLIER COUNTY Board of County Commissioners Item Number: 16.A.5 Doe ID: 14700 Item Summary: Recommendation to adopt a Resolution accepting and assuming ownership and maintenance of the Rattlesnake Hammock Road bridge over Henderson Creek for the public's perpetual use and enter into an Interlocal Agreement between Collier County and Hacienda Lakes Community Development District regarding certain decorative Bridge and Landscape Improvements. (This is a companion item to Agenda Items 16.A.2, 16.A.3, and 16.A.4. All items must be either approved or denied together on today's agenda.) Meeting Date: 04/13/2021 Prepared by: Title: Project Manager, Principal — Transportation Engineering Name: Marlene Messam 01/11/2021 10:46 AM Submitted by: Title: Division Director - Transportation Eng — Transportation Engineering Name: Jay Ahmad 01/11/2021 10:46 AM Approved By: Review: County Attorney's Office Jeffrey A. Klatzkow Level 2 Attorney Review Engineering & Natural Resources Jack McKenna Additional Reviewer Growth Management Department Lissett DeLaRosa Level 1 Reviewer Transportation Engineering Jay Ahmad Additional Reviewer Road Maintenance Albert English Additional Reviewer Growth Management Department Matthew McLean Additional Reviewer Growth Management Operations Support Christopher Johnson Growth Management Department Gene Shue Additional Reviewer Growth Management Department Thaddeus Cohen Department Head Review County Attorney's Office Jeffrey A. Klatzkow Level 3 County Attorney's Office Review Office of Management and Budget Laura Wells Level 3 OMB Gatekeeper Review Budget and Management Office Mark Isackson Additional Reviewer County Manager's Office Dan Rodriguez Level 4 County Manager Review Board of County Commissioners MaryJo Brock Meeting Pending Completed 03/12/2021 10:23 AM Completed 01/11/2021 10:56 AM Completed 01/13/2021 8:17 AM Completed 01/13/2021 12:38 PM Completed 01/15/2021 3:56 PM Completed 02/01/2021 1:15 PM Additional Reviewer Completed Completed 02/22/2021 10:58 AM Completed 02/24/2021 1:46 PM Completed 02/24/2021 2:31 PM Completed 02/25/2021 9:10 AM Completed 03/31/2021 9:38 AM Completed 03/31/2021 5:01 PM 04/13/2021 9:00 AM Packet Pg. 480 ORIGINAL DOCUMENTS CHECKLIST & ROUTING SLIP 16.A.5.b TO ACCOMPANY ALL ORIGINAL DOCUMENTS SENT TO THE BOARD OF COUNTY COMMISSIONERS OFFICE FOR SIGNATURE Print on pink paper. Attach to original document. The completed routing slip and original documents are to be forwarded to the County Attorney Office at the time the item is placed on the agenda. All completed routing slips and original documents must be received in the County Attorney Office no later than Monday preceding the Board meeting. **NEW** ROUTING SLIP Complete routing lines # 1 through #2 as appropriate for additional signatures, dates, and/or information needed. if the document is already complete with the ,ion of the Chairman's si nature draw a line throu h routing lines # 1 through #2 complete the checklist, and forward to the Count Attorney Office. exce Route to Addressees (List in routing order) Office Initials Date 1. 2. 3. County Attorney Office County Attorney Office JAK 6/19/19 4. BCC Office Board of County Commissioners 1w1..la 5. Minutes and Records Clerk of Court's Office PRIMARY CONTACT INFORMATION Normally the primary contact is the person who created/prepared the Executive Summary. Primary contact information is needed in the event one of the addressees above may need to cnntact staff for additional or missing information. Name of Primary Staff Jay Ahmad/Transportation Engineering Contact Information 239-252-5826 r✓ Contact / Department Agenda Date Item was May 14, 2019 Agenda Item Number 16A3 ✓ Approved by the BCC Type of Document Resolution establishing a voluntary program Number of Original I Attached encouraging the periodic inspection and uments Attached maintenance of privately -owned bridges, and to allow owners of privately -owned V/r bridges which connect two public roadways to convey ownership and ongoing structural maintenance of such bridges to the Count PO number or account N/A number if document is to be recorded INSTRUCTIONS & CHECKLIST Initial the Yes column or mark "N/A" in the Not Applicable column, whichever is Yes N/A (Not appropriate. (Initial Applicable) 1. Does the document require the chairman's original signature STAMP OK JAK 2. Does the document need to be sent to another agency for additional signatures? If yes, JAK provide the Contact Information(Name; Agency; Address; Phone on an attached sheet. 3. Original document has been signed/initialed for legal sufficiency. (All documents to be JAK signed by the Chairman, with the exception of most letters, must be reviewed and signed by the Office of the County Attorney. 4. All handwritten strike -through and revisions have been initialed by the County Attorney's JAK Office and all other parties except the BCC Chairman and the Clerk to the Board 5. The Chairman's signature line date has been entered as the date of BCC approval of the JAK document or the final negotiated contract date whichever is applicable 6. "Sign here" tabs are placed on the appropriate pages indicating where the Chairman's JAK siv,nature and initials are required. 7. In most cases (some contracts are an exception), the original document and this routing slip JAK should be provided to the County Attorney Office at the time the item is input into SIRE. Some documents are time sensitive and require forwarding to Tallahassee within a certain time frame or the BCC's actions are nullified. Be aware of your deadlines! 8. The document was approved by the BCC on 05/14/2019 and all changes made during foK the meeting have been incorporated in the attached document. The County Attorne 's Office has reviewed the changes, if applicable. KPacket 9. Initials of attorney verifying that the attached document is the version approved by the BCC, all changes directed by the BCC have been made, and the document is ready for the Chairman's signature. as � �L m to c� J Trrnn' 16.A.5.b RESOLUTION NO.2019 - 7 6 A RESOLUTION OF THE BOARD OF COUNTY COMMISSIONERS OF COLLIER COUNTY, FLORIDA, ESTABLISHING A VOLUNTARY PRIVATE BRIDGE PROGRAM. WHEREAS, the Board of County Commissioners has determined that it is in the best interests of the public's health, safety, and welfare to establish a voluntary program encouraging the periodic inspection and maintenance of privately -owned bridges, and to allow owners of privately -owned bridges which connect two public roadways to convey ownership and ongoing structural maintenance of such bridges to the County. NOW, THEREFORE BE IT RESOLVED BY THE BOARD OF COUNTY COMMISSIONERS OF COLLIER COUNTY, FLORIDA, that: This Program shall be applicable only within the unincorporated areas of Collier County 2. The following words, terms and phrases shall have the meanings set forth herein: Board shall mean the Collier County Board of County Commissioners. Bridge shall mean a structure, including supports, erected over a depression or over an obstruction such as water, highway or railway, or for elevated roadway, for carrying traffic or other moving loads, and having a length, measured along the center of the roadway, of more than 20 feet between the inside faces of end supports. A multiple -span box culvert is considered a bridge, where the length between the extreme ends of the openings exceeds 20 feet. Privately -Owned Bridge shall mean a Bridge that is connected to at least one public road, including entrance bridges that lead into private developments. Bridges within private developments fall outside the scope of this program. Owner shall mean the record owner of the Privately -Owned Bridge, or the legal entity, such as a homeowner's association or community development district board, that oversees the private development served by the Privately -Owned Bridge. 3. Maintenance and Inspections of all Privately -Owned Bridges. (a) Maintenance. All Privately -Owned Bridges should be regularly and properly maintained. Maintenance should include not only the structural components of the bridge, but also decorative and nondecorative signs, landscaping, special paint color, decorative lighting, decorative railing, and pavement markings. (b) Inspection. Every Owner of a Privately -Owned Bridge should submit to the County once every six years a complete signed and sealed bridge inspection report, conducted by a licensed bridge inspector hired by the Owner. The bridge inspection report Packet Pg. 482 16.A.5.b must meet County standards as developed by staff and approved by the Board. The bridge inspection report must at a minimum contain the following information: a. Bridge identification and location b. Physical dimensions such as total length, span lengths, width, and clearances C. Information pertaining to the construction material and design type of the bridge d. Roadway functional classification and average daily traffic e. Safe load capacities and any load restrictions £ Channel conditions and profiles g. Condition descriptions and condition ratings h. Inspection notes, sketches, and photographs i. Work recommendations j. Critical inspection findings and highlight of deficiencies. The County will review the report and notify the Owner if repairs are recommended to be made at the Owner's expense. 4. County Assumption of Ownership of a Privately -Owned Bridge that connects two public roadways. (a) An Owner of a Privately -Owned Bridge that connects two public roadways may request that the County assume ownership and ongoing maintenance responsibilities of the bridge. County staff will develop an administrative procedure for the review of such a request. The procedure must include, but is not limited to, the Owner's submission of a complete signed and sealed bridge inspection report, conducted by a licensed bridge inspector hired by the Owner, in the same format as that required above. (b) County staff will review the bridge inspection report and notify the Owner if repairs are to be made at the Owner's expense. The Owner shall be responsible for correcting all deficiencies when notified by the County in a commercially reasonable manner. After the repairs are made and accepted by the County, the Owner will submit an updated inspection report. (c) The parties will then enter into a standard form agreement, in which the County will agree to accept and maintain the structural portions of the Bridge, and the Owner will agree to maintain all non-structural elements as identified within the agreement, which will be presented to the Board for final approval. (d) Board review and approval will be limited to the assurance that the provisions of this Resolution have been substantially complied with. (e) Bridges that have not been voluntarily maintained and inspected will not be eligible for this program. Packet Pg. 483 16.A.5. b 5. The County WILL NOT consider ownership requests for a Privately -Owned Bridge that only connects to one public roadway and those within private developments. Owners of these types of bridges should continue to follow the inspection and maintenance procedures as outline herein. THIS RESOLUTION ADOPTED after majority vote on the eday of M�y , 2019. ATT ,,_ BOARD OF COUNTY COMMISSIONERS CRA.� Z , CLERK COLLIER CO TY, FLORIDA .M i ,r•.� By: r� b y 1 try. it utv Clerk Wi am L. M el, r., an •signature only, Approve orm and legality: Jeffrey , County Attorney Q Packet Pg. 484 16.A.5.c After recording, return to: Gregory L. Urbaneic, Esq. Coleman, Yovanovich & Koester, P.A. 4001 Tarniami Trail North, Suite 300 Naples, Florida 34103 (239)435-3535 INTERLOCAL AGREEMENT BETWEEN COLLIER COUNTY, FLORIDA AND HACIENDA LAKES COMMUNITY DEVELOPMENT DISTRICT REGARDING BRIDGE AND LANDSCAPE IMPROVEMENTS THIS INTERLOCAL AGREEMENT (this "Agreement') is made and entered into this day of , 2021, by and between COLLIER COUNTY, a political subdivision of the State of Florida (the "Coon ') and HACIENDA LAKES COMMUNITY DEVELOPMENT DISTRICT, a community development district established and existing pursuant to Chapter 190, Florida Statutes (the "District"), pursuant to the authority set forth in Section 163.01, et seq. Florida Statutes, which is known as the Florida InterlocaI Cooperation Act of 1969. WITNESSETH; WHEREAS, Chapter 163, Florida Statutes includes the "Florida Interlocal Cooperation Act of 1969," which permits local governmental units to make the most efficient use of their powers by enabling thetas to cooperate with other localities on a basis of mutual advantage and thereby to provide services and facilities in a manner and pursuant to forms of governmental organization that will accord best with geographic, economic, population, and other factors influencing the needs and development of local communities; and WHEREAS, the District is a local unit of special-purpose government organized and existing under and pursuant to the "Uniform Community Development District Act of 1980," as amended, Chapter 190, Florida Statutes (the "Act") and is a special district according to Chapter 189, Florida Statutes; and WHEREAS, the County established the District by enactment of Ordinance No. 2012-36, effective September 19, 2012; and WHEREAS, the District was created for the purpose of financing, funding, planning, establishing, acquiring, constructing, enlarging, extending, equipping, operating and maintaining certain community development services, facilities, systems, infrastructure, projects and improvements, including without limitation the design and construction bridge and culverts, roadway systems, street lighting, landscaping and related improvements; and WHEREAS, the District funded the construction of that certain bridge on Rattlesnake Hammock Road near the intersection of Rattlesnake Hammock Road and Collier Boulevard (the "Bridge") and the extension of Rattlesnake Hammock Road east of Collier Boulevard to the proposed Hacienda Boulevard (flea. Benfield Rd) ("Road Extension"); and WHEREAS, the County has issued preliminary acceptance of these improvements and the required one year maintenance period following preliminary acceptance has expired; and Packet Pg. 485 16.A.5.c WHEREAS, the District will convey ownership of the Bridge and the Road Extension to the County concurrent with the approval of this Agreement and subject to the terms hereof; and WHEREAS, the Bridge included various non-standard decorative finishes specific to the Bridge for which the District is willing to accept the responsibility to maintain in perpetuity; and WHEREAS, the Road Extension included irrigation and landscaping improvements within the right-of-way (the "Road Extension Landscaping") for which the District is willing to accept the responsibility to maintain in perpetuity; and WHEREAS, the County agrees that said non-standard decorative finishes specific to the Bridge and the Road Extension Landscaping may be maintained as proposed by the District pursuant to the terms and conditions contained herein. NOW, THEREFORE, in consideration of the mutual promises and other considerations contained herein, the par -ties hereto agree as follows: L Recitals and Authority. The foregoing recitals are true and correct and by this reference are incorporated as a material part of this Agreement, This Agreement is entered into pursuant to the provision of Florida law, including, but not limited to, Chapters 120, 163, 189 and 190, Florida Statutes, and the Florida Constitution. 2. Bridge. The Bridge was originally constructed to include the following non-standard decorative finishes (collectively, the "Decorative Finishes") all as shown and located on the plans attached hereto and made a part hereof as Exhibit "A" (the "Plans"): a. Non-standard paint color; b. Tile and veneer items including decorative stone; C. Traffic railing finishes and coping finishes; d. Pipe chase railing finishes and coping finishes; The District, at its sole cost and expense, agrees to maintain the Decorative Finishes, to keep the same in good condition and repair in accordance with the Plans. The District shall be responsible for obtaining any and all necessary permits from the County for any such maintenance work. The District shall not materially modify any portion of the Decorative Finishes without the prior written approval of the County. The District shall maintain the Decorative Finishes until the termination of this Agreement. Except as to the Decorative Finishes, the County shall be responsible, at its sole cost and expense, for all other necessary or required repair and maintenance of the Bridge including, without limitation, any and all underlying structural components of the Bridge. 3. Road Extension Landscaping. The District, at its sole cost and expense, agrees to maintain the Road Extension Landscaping to keep the same in good condition and repair in accordance with the approved landscaping plans. The District shall be responsible for obtaining any and all necessary permits from the County for any such maintenance work. Except as to the Road Extension Landscaping, the County shall be responsible, at its sole cost and expense, for any and all other necessary or required repair and maintenance of the Road Extension, 4. Failure to Maintain. Should the District fail to maintain the Decorative Finishes or, the Road Extension Landscaping in accordance with Sections 2 and 3 above, the County may provide notice K Packet Pg. 486 16.A.5.c to the District in writing, specifying the nature of the deficiency. Within thirty (30) days following receipt of such notice, the District, at its sole cost and expense, shall cause the appropriate repairs or cure to be effected. In the event damage to, or failure to maintain by the District results in a situation where public safety is at risk, (1) the District shall effect repairs within twenty-four hours of receipt of the County's written notice, or (2) the County may, at its option, effect repairs to the Decorative Finishes, without the need for prior notice to the District, and will promptly bill the District for all actual costs incurred in effecting the repairs. The District shall reimburse the County for such costs within thirty days after receipt of the County's bill. 5. Term. Unless terminated as set forth below, this Agreement shall commence on the Effective Date (as hereinafter defined) and shall remain in full force and effect in perpetuity from the Effective Date, and shall be binding upon the parties and all their successors in interest. This Agreement may be freely terminated as of right by the District, with or without cause, upon thirty (30) days' written notice to the County. If the District exercises this right, or if the County exercises this right based upon the District's failure to timely cure a default after thirty (30) days' written notice from the County, then upon written demand by County, the District, at its sole cost and expense, shall remove the Decorative Finishes from the Bridge such that the specified components of the Plan are made standard for similar bridges in Collier County. Except for the above, neither party will be liable to the other for any damages or claims resulting from the termination of this Agreement. 6. Indemnification. To the extent permitted by Florida law, the District ("Indemnitor") shall indemnify and save harmless the County ("Indemnitee'), including all employees of the County, from any loss or damages Indemnitee may suffer as a result of claims, suits, demands, damages, losses, fines, penalties, interest, expenses, costs, or judgments, including attorneys' fees and costs of litigation, against the County arising out of Indemnitor's negligent, intentional or willful acts of the District in carrying out the responsibilities under this Agreement, including the maintenance of the Decorative Finishes. The Indemnitee shall not undertake to settle any lawsuit or threatened lawsuit that could give rise to Indemnitor's obligation hereunder without the prior consent of Indemnitor, such consent to not be unreasonably withheld, It is acknowledged that the District's liability under the foregoing indemnity shall only be to the extent the County would be liable under statutory limited waiver of immunity or limits of liability that have been adopted by the Florida Legislature in Section 768.28, Florida Statutes, or other applicable statute. Notwithstanding the foregoing, nothing in this Agreement shall be deemed as a waiver of immunity or limits of liability of the District beyond any statutory limited waiver of immunity or limits of liability that may have been adopted by the Florida Legislature in Section 768.28, Florida Statutes, or other statute, and nothing in this Agreement shall inure to the benefit of any third party for the purpose of allowing any claim that would otherwise be barred under the Doctrine of Sovereign Immunity or by operation of law. 7. Notices. Any notice, request, demand, instruction or other communication to be given to any party hereunder shall be in writing and either hand delivered, delivered by overnight courier, or sent by first class mail, postage prepaid, addressed as follows: To the County: Board of County Commissioners Attn: County Manager 3301 Tamiami Trail E. Naples, Florida 34112 With a copy to: Collier County Attorney's Office Attn: County Attorney 3299 Tamiami Trail E., #800 Naples, FL 34112 Packet Pg. 487 16.A.5.c COUNTY: BOARD OF COUNTY COMMISSIONERS OF COLLIER COUNTY, FLORIDA Attest: IN Crystal K. Kinzel, Clerk Approved as to Form: County Attorney Atte . Secretary/Assistant Secretary Penny Taylor, Chairman DISTRICT: HACIENDA LAKES COMMUNITY DEVELOPMENT District By: obert Mulhere, Chairman STATE OF FLORIDA ) ss. County OF COLLIER ) The foregoing instrument was acknowledged before me, this l of by Robert Mulhere, as Chairman of Hacienda Lakes Community Development District, on chaff of the district, who is (,�<) personally known to me or { ) has produced as evidence of identification. (SEAL) vl! �✓1 N TARY � I� ' 1 I Name: �(1 (t U KARENC.STEVENSON (Type or Print) Notarypubllc-StateofFlorlda My Commission Expires: i U j ]� COMMIS5ioq t GG 112390 ( r [ l i rMyCOMM-EXPIMSOct14,2021 °•�'Fu'n`'c, EdAdddlhfW4AHitl0iS31H41ifyANn. 0 Packet Pg. 488 16.A.5.d RESOLUTION NO. 2021 - A RESOLUTION OF THE BOARD OF COUNTY COMMISSIONERS OF COLLIER COUNTY, FLORIDA, ACCEPTING FOR OWNERSHIP AND ALL FUTURE MAINTENANCE AND REPAIR OF THE STRUCTURAL ELEMENTS OF THE BRIDGE LOCATED ON THE EAST SIDE OF THE RATTLESNAKE HAMMOCK ROAD AND COLLIER BOULEVARD INTERSECTION OVER HENDERSON CREEK FOR THE PERPETUAL USE BY THE PUBLIC IN GENERAL. WHEREAS, in conjunction with the development of the Hacienda Lakes Community Development District ("District"), the District funded the construction of a bridge on Rattlesnake Hammock Road located on the east side of the intersection of Rattlesnake Hammock Road and Collier Boulevard at the entrance of the Hacienda Lakes development ("Bridge"); and WHEREAS, the District has requested that the County accept ownership and maintenance of the structural components of the Bridge; and WHEREAS, Collier County owns the right-of-way upon which the Bridge is located; and WHEREAS, County staff has inspected the Bridge and determined it to be in overall good condition with no major defects; and WHEREAS, the Board of County Commissioners finds that the provisions of Resolution No. 2019-76 regarding County assumption of ownership of a privately -owned bridge have been complied with; and WHEREAS, the District has entered into an Interlocal Agreement with the County to maintain certain non-standard decorative finishes specific to the Bridge, and certain associated landscaping; and WHEREAS, the Board finds it in the best interest of the residents of Collier County for the County to assume ownership and maintenance responsibilities of the Bridge. NOW, THEREFORE, BE IT RESOLVED BY THE BOARD OF COUNTY COMMISSIONERS OF COLLIER COUNTY, FLORIDA, that Collier County hereby accepts and assumes ownership and all future maintenance, replacement and repair obligations of the structural elements of the Bridge, to be held for the perpetual use by the public in general. THIS RESOLUTION is adopted after motion, second and majority vote favoring adoption this day of , 2021. Page 1 of 2 Packet Pg. 489 16.A.5.d ATTEST: CRYSTAL K. KINZEL, Clerk , Deputy Clerk legality: Jeffrey A#Klatzpw, County Attorney BOARD OF COUNTY COMMISSIONERS COLLIER COUNTY, FLORIDA I0 Penny Taylor, Chair Page 2 of 2 Packet Pg. 490 HACIENDA LAKES COMMUNITY DEVELOPMENT DISTRICT CIO Real Estate Econometrics, Inc. -707 Orchid Drive, Suite 100 - Naples, FL 34102 (239) 269-1341 - rweyer@ree-i.com January 7, 2021 Ms. Marlene Messam Principal Project Manager Roadway & Bridge Project Management Transportation Engineering Department Collier County 2885 South Horseshoe Dr Naples, FL 34104 Re: Formal Request for Bridge Transfer Dear Ms. Messam, am writing in regards to the bridge located at the intersection of Rattlesnake Hammock Rd and Collier Boulevard at the entrance of the Hacienda Lakes development. The Hacienda Lakes Community Development District is the current operating entity for this bridge. Collier County ordinance 2019-076 provides for a mechanism wherein bridges connecting public roadways may be conveyed to Collier County for ownership and ongoing maintenance. The ordinance states that a formal request of transfer must be made by the contributing entity. This letter serves as our formal request that Collier County process the acceptance of this bridge transfer. Please feel free to contact me if you have any questions or concerns with regards to this request. Sincerely, G. Russell Weyer District Manager Hacienda Lakes Community Development District Bridge Inspection Report Rattlesnake Hammock Bridge over Henderson Creek Prepared For: Hacienda Lakes of Naples, LLC Prepared By: BRIDGING qW SOLUTIONS Bridging Solutions, LLC October 28, 2020 South Elevation THIS ITEM HAS BEEN DIGITALLY SIGNED AND SEALED BY RALPH VERRASTRO ON THE DATE ADJACENT TO THE SEAL. PRINTED COPIES OF THIS DOCUMENT ARE NOT CONSIDERED SIGNED AND SEALED AND THE SIGNATURE MUST BE VERIFIED ON ANY ELECTRONIC DOCUMENTS. BRIDGE INSPECTION REPORT PREPARED FOR: Hacienda Lakes of Naples, LLC SUBMITTED BY: Bridging Solutions, LLC CONTENTS OF REPORT A. Condensed Inspection Report F. Channel Profile B. Comprehensive Report of Deficiencies and Photos G. Fracture Critical Inspections C. Evaluation of Previous Corrective Action * H. Location Map * D. Recommended Maintenance Repair and Rehabilitation* I. Load Rating Analysis E. Methods, Quantities and Costs of Contract Corrective Action * J. Underwater Report * This section is not included in this report. REPORT IDENTIFICATION Bridge No. Not assigned. Bridge Name: Hacienda Lakes Entrance Bridge Location: Collier County, Florida NO YES ❑X ❑ This bridge contains fracture critical components. El❑ This bridge is scour critical. ❑X ❑ This report identifies deficiencies which require prompt corrective action. ❑ ❑ ❑X Type of Inspection: Routine Interim Special Evaluation Inspection for County Field Inspection Date: 10/28/2020 Under Water: NA Name of Inspector/Diver Initials PE Number Certified Bridge Inspector Number Ralph Verrastro, PE RV 39784 NA Rolando Corsa, PE RC 73191 00408 Reviewing Bridge Inspection Supervisor Name Ralph Verrastro, PE PE Number 39784 Initials RV Confirming Registered Professional Engineer Name Ralph Verrastro Signatiira Rattlesnake Hammock Bridge over Henderson Creek INSPECTION DATE: 10/28/2020 Collier County Condensed Bridge Inspection Report Structure Name: Rattlesnake Hammock Road over Henderson Creek Canal Location: Rattlesnake Hammock Rd at Collier Blvd (CR-951) Prepared for: Hacienda Lakes of Naples, LLC Prepared by: Bridging Solutions, LLC Overall NBI Ratings: The following ratings are based on the observations and findings of the inspection on October 28, 2020. DECK = 8 Very Good SUPERSTRUCTURE = 8 Very Good SUBSTRUCTURE = 8 Very Good CHANNEL = 8 Very Good Note: Refer to chart on next page for Numerical Condition Rating Definitions Scope: The purpose of this inspection was to evaluate the condition of the structure and to provide the County with a summary of the observed deficiencies and recent maintenance repairs. An updated load rating analysis was also performed to determine the load carrying capacity of the structure. Summary: BSLLC performed an above water inspection of the structure on October 28, 2020. An underwater inspection was deemed unnecessary because Abutment 2 was fully exposed. The water depth at Abutment 1 was greater than 3 feet but the only thing to inspect would be the front face of the steel sheet piling. This report summarizes the inspection observations and the condition of the structure compared to the inspection performed in 2015. The few minor remaining deficiencies are non-structural and no repairs are required. General Recommendations: This structure is in very good overall condition with minor cosmetic defects as noted in this report. The load rating analysis shows acceptable rating factors with no posting required for this bridge structure. Page 2 Rattlesnake Hammock Bridge over Henderson Creek INSPECTION DATE: 10/28/2020 Numerical Condition Rating Definitions Condition Rating Category Description Excellent IF - C Very Good No problems noted. Good Some minor problems. Minor maintenance may be needed. 6 Satisfactory Structural elements show some minor deterioration. Major maintenance is needed. 5 Fair All primary structural elements are sound but may have minor section loss, cracking, spalling, or scour. Minor rehabilitation may be needed. 4 Poor Advanced section loss, deterioration, spalling, or scour. Major rehabilitation may be needed. 3 Serious Loss of section, deterioration, spalling, or scour have seriously affected primary structural components. Local failures are possible. Fatigue cracks in steel or shear cracks in concrete may be present. Repair or rehabilitation required immediately. 2 Critical Advanced deterioration of primary structural elements. Fatigue cracks in steel or shear cracks in concrete may be present or scour may have removed substructure support. Unless closely monitored, it may be necessary to close the bridge until corrective action is taken. 1 Imminent Major deterioration or section loss present in critical structural components, Failure or obvious loss present in critical structural components, or obvious vertical or horizontal movement affecting structural stability. Bridge is closed to traffic, but corrective action may be sufficient to put the bridge back in light service. 0 Failed Bridge is out of service and is beyond corrective action. Replacement necessary. Page 3 Rattlesnake Hammock Bridge over Henderson Creek INSPECTION DATE: 10/28/2020 Element Deficiencies and Repair Recommendations Deck (6in. Fiber Reinforced Concrete Deck Overlay): 1. The deck top has isolated random <1/64in. wide longitudinal cracks. The median has isolated random <1/64in. wide transverse cracks. No repairs are required for these cracks per FDOT Spec Section 400-21. However, as a result of concerns expressed by the County staff, these cracks were opened up using a grinder and a methacrylate sealer was applied. See photo 1 after the sealer was applied. A copy of the maintenance repair plans are attached to this report. 2. The south sidewalk has two <1/64in. wide diagonal cracks up to 6ft. long; one over each abutment extending from the corners of the barrier wall posts. No repairs are required. 3. The prior inspection report documented the following-AtAbutment 1, the outside north face of the deck has an Sin. x 7in. x 1in. spall at the west end due to the contact with the backwall/retaining wall and the absence of an adequate expansion joint. This deficiency has been repaired — see photo 2. Expansion Joints: 1. The prior inspection report documented the following -There are isolated areas of minor adhesion loss along the expansion joints. There are intermittent edge spalls/delaminations along the expansion joints. The expansion joints for the utility slab are not sealed. These deficiencies have been repaired. See photos 3and 4. Barrier Walls: 1. There are veneer stones on both faces of the traffic barrier walls and on the north face of the utility slab barrier wall. 2. The prior inspection report documented the following - There are inadequate/no expansion joints between the bridge barrier walls and the approach barrier walls at all four corners. The report recommended - Provide adequate expansion joints between the bridge barrier walls and the approach barrier walls. Since there has been no apparent damage for over 4 years as a result of this condition, we don't recommend attempting a repair that could do more harm than good. 3. There are isolated random <1/64in. wide transverse cracks across the top of the barrier walls. No repairs are required. 4. The prior inspection report documented the following - At the outside northwest corner over Abutment 1, there is a 2ft. x Sin. x 4in. spall with exposed rebar in the bottom of the barrier wall post. At the outside northeast corner over Abutment 2, there is a 2ft. x Sin. x 4in. spall in the bottom of the barrier wall post. These deficiencies have been repaired. See photos 5 and 6. 5. The prior inspection report documented the following - The south traffic barrier outside face over Abutment 2 has an Sin. x 2in. delamination. This deficiency has been repaired. 6. The prior inspection report documented the following - The northwest approach barrier wall has some veneer stones that are displaced/buckled outward up to 7/8in. due to the absence of an adequate expansion joint between the bridge barrier wall and the approach barrier wall. This area has been repaired. There is now an area of buckled veneer stones on the outside of the barrier at the same location near the pilaster at the begin bridge pilaster. See photo 7. These stones will require repairs and butting the stones tight against the pilaster should be avoided. There are also isolated random areas Page 4 Rattlesnake Hammock Bridge over Henderson Creek INSPECTION DATE: 10/28/2020 where the veneer stones are not fully adhered to the barrier. No repairs needed at this time. Prestressed Slab Units: 1. The prior inspection report documented the following - Slab Unit 1-27 (utility slab) outside south face has a 5in. x 2in. delamination over Abutment 1 and a 52in. x 9-1/2in. x 2in. spall/delamination over Abutment 2. These deficiencies were recently repaired. See photos 8 and 9 taken prior to being painted over. AhutmPntc- The following deficiencies were documented in the prior inspection report and no repairs are required. 1. Both abutments have random <1/64in. wide vertical cracks. 2. Abutment 2 cap, near the midpoint at the bottom, has an 18in. x 15in. patch with up to 1/64in wide cracks, some with corrosion stains. 3. Abutment 2 cap at the south end has a 2ft. x 5in. unsound area. Approach Slabs: 1. Both approach slabs have random <1/64in. wide longitudinal cracks which have been sealed with a methacrylate sealer. See photo 1. 2. The east approach slab in the westbound lanes adjacent to the median has a 1/64in. wide longitudinal crack which have been sealed with a methacrylate sealer. 3. The following deficiency was documented in the prior inspection report - The east approach slab outside north face bottom edge overAbutment2 has a Sin. x 3in. delamination. This deficiency has been repaired — see photo 10. Retaining Walls: 1. The following deficiency was documented in the prior inspection report - The northeast retaining wall top face west end over Abutment 2 has an 18in. x 4in. x 1in. spall/delamination. This deficiency has been repaired — see photo 10. rhnnnoi. 1. The channel depth at Abutment 1 is greater than 3 feet deep and Abutment 2 is fully exposed. However, due to the only element in the water (steel sheet piles) it was determined that an underwater inspection was not required (same conclusion during the prior inspection). No repairs required. See photos 11 and 12. We also attached a drawing that was prepared by a surveyor that shows the approximate elevations at 3 cross sections under the bridge as requested by the County. Structure Notes: This structure currently requires no weight posting restrictions per the load rating analysis submitted with this inspection report. Page 5 Rattlesnake Hammock Bridge over Henderson Creek INSPECTION DATE: 10/28/2020 PHOTOS Photo 1 - Typical Deck Cracks Sealed Photo 2 — Repair at Abutment 1 Left Side Page 6 Rattlesnake Hammock Bridge over Henderson Creek INSPECTION DATE: 10/28/2020 PHOTOS i fi'�. i1itl� C I'll I. Photo 3 — Repair at Abutment 1 Expansion Joint Photo 4 — Repair at Expansion Joint at Abutment 1 Page 7 Rattlesnake Hammock Bridge over Henderson Creek INSPECTION DATE: 10/28/2020 PHOTOS Photo 5 — Repair at Abutment 1 on Left Fascia Photo 6 — Repair at Abutment 2 on Right Fascia Page 8 Rattlesnake Hammock Bridge over Henderson Creek INSPECTION DATE: 10/28/2020 PHOTOS Photo 7 — Abutment 1 Left Fascia — Buckled Veneer Stone Photo 8 — Abutment 1 Right Fascia — See Recent Repair Page 9 Rattlesnake Hammock Bridge over Henderson Creek INSPECTION DATE: 10/28/2020 PHOTOS Photo 9 — Abutment 2 Right Fascia — See Recent Repair Photo 10 —Abutment 2 Left Fascia (shows repair) Page 10 Rattlesnake Hammock Bridge over Henderson Creek INSPECTION DATE: 10/28/2020 PHOTOS Photo 11—Abutment 1 Photo 12 - Abutment 2 Page 11 Rattlesnake Hammock Bridge over Henderson Creek INSPECTION DATE: 10/28/2020 CHANNEL PROFILE Scour Evaluation Measured from top of left traffic barrier wall Abutment 1 CA Channel Abutment 2 0.0 2.0 4.0 6.0 v u 8.0 0 10.0 u > 12.0 14.0 16.0 18.0 0.0 2.0 4.0 v .0 6.0 N C) 8.0 v 10.0 12.0 14.0 t 9/8/2015 t 3/5/2019 Scour Evaluation Measured from top of right utility slab barrier wall Abutment 1 CA Channel t 9/8/2015 t 3/5/2019 Abutment 2 Page 12 Rattlesnake Hammock Bridge over Henderson Creek INSPECTION DATE: 10/28/2020 LEFT SIDE RIGHT SIDE 9/8/2015 10/28/2020 9/8/2015 10/28/2020 Abutment 1 15.1 15.2 Abutment 1 11.6 11.5 C/L Channel 16.1 15.2 C/L Channel 13.2 13.1 Abutment 2 10.9 10.6 Abutment 2 8.6 8.5 Page 13 September 25, 2020 Prepared for: Mr. David E. Torres Hacienda Lakes of Naples, LLC 7742 Alico Road Fort Myers, FL 33912 Prepared by: BRIDGING SOLUTIONS HACIENDA LAKES ENTRANCEIBRIDGE THIS ITEM HAS BEEN ELECTRONICALLY SIGNED AND SEALED BY RALPH VERRASTRO ON THE DATE ADJACENT TO THE SEAL. PRINTED COPIES OF THIS DOCUMENT ARE NOT CONSIDERED SIGNED AND SEALED AND THE SIGNATURE MUST BE VERIFIED ON ANY ELECTRONIC COPIES. COLLIER COUNTY, FLORIDA RALPH VERRASTRO, PE BRIDGING SOLUTIONS, LLC 15863 SECOYA RESERVE CIRCLE NAPLES, FLORIDA 34110 Bridge Maintenance Repair Specifications 1. Concrete Spall Patching Repairs —This work item includes performing concrete spall patching repairs at the 3 locations shown in the attached Exhibits A and B. The patching repairs shall be in accordance with the notes and details provided in Exhibit C and as noted below: a. For repair material, see concrete spall repair notes 1 through 6 on Exhibit C. Apply BASF Masteremaco P 124 bonding agent, or approved equal, to existing concrete surfaces prior to placing the fresh repair material. b. Use BASF Masteremaco N 425 repair mortar, or approved equal for all horizontal, vertical and overhead spalls up to 3-inches deep. c. See Exhibit E for product data sheets. d. Remove concrete behind rebars to 3/4" minimum when rebar is encountered. 2. Seal Bridge Deck Cracks —This work item includes applying a methacrylate crack sealer product from the FDOT Approved Products List (APL) by gravity feed on the cracks on the bridge deck and approach slabs. The approximate location of the cracks to be sealed are shown on Exhibit B. See attached Exhibit D for a product data sheet for a product on the APL to be applied at the crack locations. There are approximately 850 linear feet of cracks to be sealed. a. The cracks shall be opened up to at least 1/8" to %" deep and cleaned using power wire brushes or grinder wheels. b. Use high pressure, oil -free compressed air to remove all loose or objectionable material from the cracks as approved by the Engineer. c. The cracks shall be visually dry before the sealer treatment is allowed to begin. d. The curing agents shall be mixed per the manufacturer's recommendations and placed in a bottle with a nozzle tip applicator. e. Mix only as much material at a time as can be easily and efficiently applied. f. Apply a generous amount of the mixed agents with the intent to overfill the crack. g. It is not required to remove roadway line striping. h. Broadcast sand over the sealed cracks before the methacrylate sets up. 3. Maintenance of Traffic— Provide for maintenance of traffic during the deck sealing operations by closing one lane of traffic at a time in accordance with FDOT Standard Plans Section 102. The contractor shall submit a traffic control plan for approval by the Engineer. Exhibit A Spall No. 1— 5'-0" x 1'-6" x 3" Spall No. 2-15"x12"x3" Spall No. 3 — 34" x 12" x 3" 0 m p, / 5 X (. 5 4 5po t © REFER TO ROADWAY PLANS THREE EXISTING I , FOR APPROACH CULVERTS (72" DIA.CMP) I GRADES (TO BE REMOVED) ( AND GUARD RAIL --— ——— — — —— —— -- — ---- `— -- — —— —-- -- I CR 864 PGL R PGL STA 1b+91.33. 2'-0" LT. BEGIN R1O I ( � FIN. EL. ttR I 4.30 4 P.T. PGL )O -- - 29_-G" RT. -- - --. T.----. --. .-- N - N I P.T. PGL R STA 10+99.38 53'-6" RT. SLO E BREAK LI 22' "PARALLEL 0 � TRAFFIC EPARA OR , R 864 PCL REF: IN Ex 3 2 ALO G BRIDGE L GTH SEE ROAD AY LANS FOR MORE FOR ATION 9" 8'-6" - 12'-0" 12'-0 10'-0" i 12'-0 12 0' 2'-0" 12'-0" -6" 8'-6" 3'-3 1'- " SHLD'R IC LANE LANE I TURNING U NI FI LANE LAN ANE LANE TURNING LD'R LANE f rl+33 �'o. i f "X PGL R STA 8, 22'-0" T. ND BRIDGE FtN. Z� ,S" I 14.4 _ W — i w SIDEWALK EXISTING 30" DIII A SIDEWAL WATER MAIN I I PLAN BEGIN BRIDGE 42'-3" END BRIDGE CONSTRUCTION� — JOINT -.�.,�,....,.....� TOP OF SIDEWALK SEE TYPICAL SPALL REPAIR NOTES SPALLED SURFACE SECTION THROUGH CONCRETE MEMBER SEE TYP. SPALL WITH EXPOSED REINFORCING STEEL REPAIR NOTES 314" MIN. CL. REFER TO TYP. SPALL WITH EXPOSED REINFORCING STEEL REPAIR CORRODED BARS CONCRETE SPALL REPAIR DETAIL APPLICABLE TO HORIZONTAL, VERTICAL AND OVERHEAD LOCATIONS EXISTING SECTION SPALL CRACKS, DELAMINATIONS, AND SPALLS (UNSOUND CONCRETE) SPALLS ICAL DELAMINATIONS AND SPALLS EXPOSED f SEGI1UN SPALLED CONCRETE _TYPICAL SPALL WITH EXPOSED REBARS LAP SPLICE TABLE REBAR SIZE LAP SPLICE LENGTH 3 4 12 16 INCHES INCHES 5 20 INCHES 6 24 INCHES 7 33 INCHES 8 43 INCHES 9 54 INCHES 10 68 INCHES 11 84 INCHES REFER TO NOTE 2 UNDER TYPICAL SPALL WITH EXPOSED REINFORCING STEEL REPAIR BELOW / PREPARED CONCRETE SURFACES TO RECEIVE IREPAIR MATERIAL Qm- 1" DEEP SAW CUT TYP. @ PERIMETER OF SPALL REPAIR AREAS PREFERRED PREFERRED SIMPLE PATCH CONFIGURATION AT CORNER LOCATIONS PROVIDE RIGHT ANGLE CUTS. PATCH CONFIGURATIONS SHALL BE KEPT AS SIMPLE AS POSSIBLE. INDIVIDUAL REPAIR AREAS WITHIN 2 FEET SHALL BE JOINED AT THE DIRECTION OF THE ENGINEER. NEW SPLICE BAR EXISTING REINFORCEMENT BAR WHERE SECTION LOSS EXISTS ON 257 OR MORE OF THE CROSS —SECTIONAL AREA OVER A 1 FT. LENGTH AND/OR MORE THAN 257. OF SECTION LOSS OCCURS AT A CONCENTRATED LOCATION EXPOSED REINFORCING STEEL NOTES 1. REMOVE RUST FROM EXPOSED REINFORCING STEEL BY ABRADING TO "WHITE METAL CONDITION" AND PREPARE SURFACES IN ACCORDANCE WITH ICRI TECHNICAL GUIDE 03730 'GUIDE FOR SURFACE PREPARATION" OF DETERIORATED CONCRETE RESULTING FROM REINFORCING STEEL CORROSION". 2. WHERE EXISTING REINFORCING STEEL HAS GREATER THAN 257. LOSS IN CROSS —SECTIONAL AREA DUE TO CORROSIVE DETERIORATION OR DAMAGE, SUPPLEMENT REINFORCING WITH ADDITIONAL REINFORCING AS SHOWN IN THE LAP LENGTH DETAIL AND MIN. SPLICE LENGTHS. CONCRETE REMOVAL AND SURFACE PREPARATION NOTES 1. REMOVE ALL UNSOUND CONCRETE AND PREPARE SURFACES FOR REPAIR IN ACCORDANCE WITH ICRI TECHNICAL GUIDELINES 03730 'GUIDE FOR SURFACE PREPARATION" OF DETERIORATED CONCRETE RESULTING FROM REINFORCING STEEL CORROSION". 2. ALL REPAIR AREAS SHALL HAVE SQUARE EDGES AROUND THE PERIMETER OF THE SPALL DEFINED BY 3/4" DEEP SAW CUT LINES. CHIP THE REPAIR EDGES CLEAN TO FORM 45 TO 90 DEGREE CORNERS ALONG THE EDGES AND CORNERS OF THE REPAIR AREA. THE DEPTH OF THE CHIPPED EDGE SHALL BE 3/4" OR GREATER. FEATHERED EDGES WILL NOT BE ACCEPTABLE. J. REMOVE UNSOUND CONCRETE USING MECHANICAL ABRASION, BUT DO NOT USE EXCESSIVE FORCE, WHICH MAY CAUSE MICRO —FRACTURING OF THE SOUND CONCRETE. REMOVE CONCRETE BEHIND BARS TO 3/4" MINIMUM. PHASED REPAIRS MAY BE NECESSARY. 4. CARE SHALL BE TAKEN TO AVOID DAMAGING THE EXISTING REINFORCEMENT. 5. PREPARED SURFACES SHALL BE INTENTIONALLY ROUGHENED TO A MINIMUM PROFILE OF 1/4" TO PROVIDE MECHANICAL LOCK FOR THE REPAIR. 6. CONCRETE SURFACES SHALL BE STRUCTURALLY SOUND AND FREE OF BOND INHIBITING SURFACES. 7. WHERE THE BOND BETWEEN EXISTING CONCRETE AND REINFORCEMENT HAS BEEN DESTROYED OR WHERE MORE THAN HALF THE DIAMETER OF THE BAR IS EXPOSED TO A DEPTH THAT WILL PERMIT THE CONCRETE MORTAR TO BOND TO THE ENTIRE PERIPHERY OF THE BAR, PROVIDE A MINIMUM DEPTH BEHIND THE REINFORCEMENT OF 3/4" FOR THIS PURPOSE. 8. APPLY A TYPE A EPDXY COMPOUND IN ACCORDANCE WITH SECTION 926 OF THE SPECIFICATION TO THE EXISTING CONCRETE SURFACES PRIOR TO PLACING THE FRESH REPAIR MATERIAL. CONCRETE SPALL REPAIR NOTES 1. RESTORE CONCRETE SURFACES USING APPROVED MATERIALS IN ACCORDANCE WITH SECTION 926 OR SECTION 930 OF THE SPECIFICATIONS. 2. FOR SPALLS WITH AN AVERAGE DEPTH OF 1" OR LESS, REPAIR USING A TYPE F-1 OR TYPE F-2 EPDXY REPAIR MORTAR, FOR SPALLS WITH AN AVERAGE DEPTH GREATER THAN 1", REPAIR USING A RAPID HARDENING CONCRETE MORTAR. J. SELECT MATERIALS SUITABLE FOR APPLICATION INCLUDING ORIENTATION (E.G. HORIZONTAL, VERTICAL OR OVERHEAD APPLICATION) AND THICKNESS. 4. MIX, PLACE AND CURE REPAIR MATERIALS IN ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS. 5. FINISH REPAIR MATERIALS FLUSH WITH THE ORIGINAL CONCRETE SURFACE (U.N.D). THE SURFACE FINISH SHALL MEET THE REQUIREMENTS FOR A GENERAL SURFACE FINISH PER SECTION 400 OF THE SPECIFICATIONS. 6. COMPLETION OF CLEANING OPERATIONS AND REPAIR SHALL OCCUR WITHIN THE SAME DAY AND SHALL NOT EXCEED THE BONDING AGENT WINDOW OF APPLICATION. 7. THE CONTRACTOR SHALL SAW —CUT 1" AT THE AREA OF THE DAMAGED CONCRETE. THE CONCRETE SHALL BE REMOVED FROM 3/4" TO 1- DEPTH BEHIND THE REINFORCING BAR BY MECHANICAL MEANS. THE CONTRACTOR SHALL NOT DAMAGE THE EXISTING REINFORCING. GENERAL NOTE IN THE PRESENCE OF THE ENGINEER, THE CONTRACTOR SHALL CLEARLY OUTLINE ALL AREAS IN NEED OF REPAIR WITH AN APPROVED PAINT OR MARKER PRIOR TO DEMOLITION. NO DEMOLITION OF ANY AREA OR MEMBER OF THE BRIDGE SHALL BE PERFORMED UNTIL THE CONTRACTOR RECEIVES APPROVAL FROM THE ENGINEER. INFORM THE ENGINEER IF A REMOVAL AREA EXCEEDS HALF THE THICKNESS OF THE SECTION. MIN. SPLICE LENGTHS (L) LAP LENGTH DETAIL BRIDGE NO. 034190 ACTIVITY INTws DATE an2CHA FORW WAY BRIDGING TA"p� F'-OR°�' Asa SOLUTIONS ROfAIWO PEMW COW CIF AU/F10MMM #3MM CLIENT: COLLIER COUNTY oz oe ,e TITLE: STANDARD CONCRETE SPALL REPAIR DETAILS DESIGNED BY: RC 02DB ,B DRANK BY: RC D2 DB ,s AS HD YN CHECKED BY: RV Dz DB ,B PRo,IECT: HACIENDA LAKES ENTRANCE BRIDGE BRIDGE REPAIRS •��••� nrav r,o. oA,c w..r om®n APPROVED BY: RV GzrDBi,a ' 3 „ 6 CASTTOMPANKYWC. Technical Data Sheet A TRANSPO INDUSTRIES High Molecular Weight Methacrylate (HMWM) Crack Sealer SealateTM SealateTM (T70 and T70 MX-30) is a specially formulated, high molecular weight methacrylate resin system that is highly effective for sealing and filling cracks in concrete structures. Application Procedure Surface Preparation: It is strongly recommended that all concrete surfaces that are to receive SealateTM be thoroughly clean and sound. Remove all surface dirt, grease, paint, rust, and other contaminates by sandblasting, shot-blasting or mechanical abrasion. Mixing: The following table lists the mixing ratios of the two curing agents. If machine applied, the resin should be mixed utilizing a two component resin system using promoted resin for one part and initiated resin for the other part. Mixing ratio of promoted/initiated resin should be 1: 1. The mixed resin should be applied to the concrete surface within 5 minutes of complete mixing. SealateTM T70 Cobalt Napthenate (ml) CHP (ml) '/z gallon 37.5 75 1 gallon 75 150 5 gallon 375 750 SealateTM T70 MX-30 Cobalt Napthenate (ml) CHP (ml) '/2 gallon 35 70 1 gallon 70 140 5 gallon 350 700 Caution: Never mix CHP initiator with Cobalt promoter. Violent reaction will result! Application: The rate of application of promoted/initiated resin should be approximately 100- 150 square feet per gallon. However, this will vary depending on the surface porosity, size, and quantity of cracks present in the area being treated. The concrete surface should be visibly dry and the temperature of the deck and air should be between 50 °F and 100 °F prior to resin application. Spray equipment, if used, should be airless, generating sufficient pressure to atomize mixed resins. If hand applied, the concrete surface should be flooded with the resin, allowing sufficient time for penetration into the surface and complete filling of all cracks. Excess material should be redistributed using squeegees or brooms within 15 minutes after application. The quantity of initiated/promoted resin mixed at one time should be limited to 5 gallons for manual application. Broadcasting of Aggregate: Broadcast sand should be applied to the entire treated area prior to cure, typically at 1-2 pounds per square yard. The sand used should be 12 x 16 mesh, #2 or #3 blasting sand, and should have a maximum moisture content no greater than 0.5%. It should placed within 15-20 minutes of the resin application and before any setting of monomer occurs. Traffic can be restored once the concrete surface is cured tack -free. ETRANSPO' b The S.. Solutions Company q ISO 9001 REGISTERED FIRM Properties* Property Unit of Measure Test SealateTM T70 SealateTM T70 MX-30 Appearance Amber Liquid Amber Liquid Viscosity 14-15 cps (MpaS) 10-25 cps (MpaS) Brookfield Density 8.6-8.8 lbs/gal (1.0-1.1 gms/ml) 8.1-8.2 lbs/gal (0.9-1.0 gms/ml) ASTM D2849 Pot Life (@ 70 OF) 35-40 min 50-60 min AASHTO T237 Tack Free Time (@ 70 OF) 4-6 hrs 5-6 hrs AASHTO T237 Flash Point >210°F (>98°C) >200°F (>93°C) ASTM D1310 Solids Content 100% 100% ASTM D1644 Tensile Strength >1600 psi (>11 MPa) >1200 psi (>8.2 MPa) ASTM D638 PCC-SSD Bond Strength >615 psi (>4.2 MPa) >615 psi (>4.2 MPa) CA Test 551 Tensile Elongation 3-5% 30% ASTM D638 Compressive Strength (24 hrs) >8150 psi (>56 MPa) >3500 psi (>24 MPa) ASTM C3986 Volatile Content i2 % 40-45% ASTM D2369 * To be used as general guidelines only Packaging SealateTM comes in 5 and 55 gallon containers. The initiator, Cumene Hydroperoxide (CHP) and the Cobalt Napthenate promoter, are provided in separate labeled containers and in pre -measured quantities to make scale mixes of Sealate. Storage SealateTM should be stored in tightly sealed containers in a dry location and at normal room temperatures (50°F - 850F). The initiator, Cumene Hydroperoxide (CHP) and the Cobalt Napthenate promoter, are provided in separate labeled containers, and should be stored in a cool shaded area separately from each other and away from the monomer. Caution Direct contact with SealateTM T70 or T70 MX-30 may produce minor skin irritations to persons prone to such reactions. It is recommended that all persons involved in mixing and application wear protective clothing such as goggles, rubber boots, rubber gloves. As with all chemicals, read MSDS prior to use. Warranty The following warranty is made in lieu of all other warranties, either expressed or implied. This product is manufactured of selected raw materials by skilled technicians. Neither seller nor manufacturer has any knowledge or control concerning the purchaser's use of either product and no warranty is made as to the results of any use. The only obligation of either seller or manufacturer shall be to replace any quantity of this product that proves to be defective. Neither seller nor manufacturer assumes any liability for injury, loss or damage resulting from use of this product. 04/01 20 Jones Street, New Rochelle, NY 10801 Tel: 914-636-1000 Fax: 914-636-1282 Web: http://www.transpo.com Email: info@transpo.com BASF We create chemistry 3 0301 00 Maintenance of Concrete Technical Data Guide MasterEmaco'P 124 Water -based epoxy-cementitious bonding agent and rebar coating FORMERLY EMACO® P24 PACKAGING 2.7 GALLON (38.4 LB) KIT: —PartA: 0.42 gal (1.6 L) epoxy resin —Part B: 0.42 gal (1.6L) epoxy hardener —Part C: 31 Ibs (14.1 kg) cementitious component 4.8-GALLON (68.0 LB) KIT —PartA: 0.74 gal (2.8 L) epoxy resin —Part B: 0.74 gal (2.8 L) epoxy hardener —Part C: 55 Ibs (24.9 kg) cementitious component YIELD The coverage is 80 ftz/gal (2.0 mz/L) at a thickness of 20 mils (0.5 mm). STORAGE Store and transport in unopened containers in a cool, clean, dry area. Keep from freezing. SHELF LIFE 1 year when properly stored VOC CONTENT 0 g/L less water and exempt solvents Master Builders Solutions by BASF www.master-builders-solutions.basf.us DESCRIPTION MasterEmaco P 124 is a water -based epoxy-cementitious bonding agent. It is also used to coat and protect rebar. PRODUCT HIGHLIGHTS • Extended open time • Integral corrosion inhibitor provides additional protection for reinforcing steel • High alkalinity; compatible with cementitious materials • Premeasured units • Blue color facilitates proper coverage APPLICATIONS • Bonding plastic concrete to hardened concrete • Coating steel rebar to protect against corrosion • Areas where short open times prevent the use of traditional epoxies SUBSTRATES • Concrete • Steel HOW TO APPLY SURFACE PREPARATION CONCRETE t.Concrete must be structurally sound and fully cured (28 days). 2.The surface to be repaired must be clean, strong, saturated surface -dry (SSD) and prepared in accordance with ICRI Guideline no. 310.2 to permit proper bond. 3.The clean substrate must be alkaline (pH above 9.5) REINFORCING STEEL Remove all oxidation and scale from the exposed reinforcing steel in accordance with ICRI Technical Guideline No. 310.1 R. MIXING 1.Precondition all components to 70 F (21 Q. Thoroughly stir each liquid component before mixing. 2.Pour contents of Part A and Part B into a clean mixing bucket and blend the two components for 2 minutes. Slowly add all of Part C. Use a Jiffy paddle and a drill to properly mix the product. MASTER° »BUILDERS ovL-UTI(jr. Technical Data Guide MasterEmaco® P 124 Technical Data Test Data Composition PROPERTY . RESULTS TEST METHOD MasterEmaco P 124 is a water -based epoxy-cementitious bonding agent. Pot life, mixed 150 g, min, 90 at 72° F (22° C) Working time, min, 30 at 72° F (22° C) Compressive strength, psi (MPa), 8,000 (55.2) ASTM C 109 28 days Flexural strength, psi (MPa), 1,000 (6.9) ASTM C 348 28 days Tensile bond strength, 14 days ACI 503R Open time, hrs Psi (MPa) 2 > 200 (1.4) 9 > 200 (1.4) 24 > 200 (1.4) Slant shear bond, 14 days ASTM 882 Open time, hrs Psi (MPa) 2 > 3,000 (20.7) 9 > 2,500 (17.2) 24 > 2,000 (13.7) Splitting tensile, psi (MPa), 28 days 1,000 (6.9) ASTM C 496 Test results are averages obtained under laboratory conditions. Expect reasonable variations. Tensile Bond Strength According to ACI 503R at 28 days, Topping applied 12 hours after MasterEmaco P 124. 250 S 200- L 150 y c 100 Ofl a 67 50 C H 0 Competitive MasterEmaco P 124 Systems Master Builders Solutions by BASF www.master-builders-solutions.basf.us APPLICATION Apply with a stiff -bristled broom or sprayer. With any method, be sure to work the bonding agent thoroughly into the substrate. Apply at a rate of 20 wet mils (0.5 mm). When applying to rebar, two coats of 10 mils (0.25 mm) will be required. Protect bonding agent from direct sunlight and temperatures above 950 F (35 °C). CLEAN UP Clean up with soap and water. Dried material must be removed mechanically. FOR BEST PERFORMANCE • Substrate and ambient temperature must be from 40 to 95' F (4 to 35° C). • When MasterEmaco P 124 is used as a bonding agent for overlays or toppings, obtain best results by topping within 6 hours of application. • Do not add solvent, water, or any other material to the product. • Precondition components to approximately 70' F (21 ° C) for 24 hours before using. • Protect from direct sunlight, wind, and other conditions that could cause rapid drying of material. • For professional use only; not for sale to or use by the general public. • Make certain the most current versions of product data sheet and SIDS are being used; visit master-builders-solutions.basf.us to verify the most current version. • Proper application is the responsibility of the user. Field visits by BASF personnel are for the purpose of making technical recommendations only and are not for supervising or providing quality control on the jobsite. HEALTH, SAFETY AND ENVIRONMENTAL Read, understand and follow all Safety Data Sheets and product label information for this product prior to use. The SIDS can be obtained by visiting www. master- builders-solutions.basf. us, e-mailing your request to basfbscst@basf.com or calling 1(800)433-9517. Use only as directed. For medical emergencies only, call ChemTrec®1(800)424-9300. LIMITED WARRANTY NOTICE BASF warrants this product to be free from manufacturing defects and to meet the technical properties on the current Technical Data Guide, if used as directed within shelf life. Satisfactory results depend not only on quality products but also upon many factors beyond our control. BASF MAKES NO OTHER WARRANTY OR GUARANTEE, EXPRESS OR IMPLIED, INCLUDING WARRANTIES OF MERCHANTABILITY OR FITNESS FOR A PARTICULAR PURPOSE WITH RESPECT TO ITS PRODUCTS. The sole and exclusive remedy of Purchaser for any claim concerning this product, including but not limited to, claims alleging breach of warranty, negligence, strict liability or otherwise, is the replacement of product or refund of the purchase price, at the sole option of BASF. Any claims concerning this product must be received in writing within one (1) year from the date of shipment and any claims not presented within that period are waived by Purchaser. BASF WILL NOT BE RESPONSIBLE FOR ANY SPECIAL, INCIDENTAL, CONSEQUENTIAL (INCLUDING LOST PROFITS) OR PUNITIVE DAMAGES OF ANY KIND. Purchaser must determine the suitability of the products for the intended use and assumes all risks and liabilities in connection therewith. This information and all further technical advice are based on BASF's present knowledge and experience. However, BASF assumes no liability for providing such information and advice including the extent to which such information and advice may relate to existing third party intellectual property rights, especially patent rights, nor shall any legal relationship be created by or arise from the provision of such information and advice. BASF reserves the right to make any changes according to technological progress or further developments. The Purchaser of the Product(s) must test the product(s) for suitability for the intended application and purpose before proceeding with a full application of the product(s). Performance of the product described herein should be verified by testing and carried out by qualified experts. a•BASF We create chemistry 3 0301 00 Maintenance of Concrete Technical Data Guide MasterEmac0 o N 425 Non -sag concrete repair mortar with integral corrosion inhibitor for vertical and overhead applications FORMERLY GEL PATCH PACKAGING 43 lb (19.5 kg) polyethylene -lined bags YIELD 0.43 ft3 per 43 lb bag (0.012 m3/19.5 kg) STORAGE Store in unopened containers in a cool, clean, dry area SHELF LIFE 12 months when properly stored VOC CONTENT 0 g/L less water and exempt solvents Master Builders Solutions by BASF www.master-builders-solutions.basf.us DESCRIPTION MasterEmaco N 425 is a trowel -grade, lightweight, polymer -modified, silica fume -enhanced repair mortar with an integral corrosion inhibitor. PRODUCT HIGHLIGHTS • Non -sag consistency able to be placed in 2" (51 mm) thick lifts • Readily sculpted, shaved, and finished to match existing substrate • Very low chloride permeability and an integral corrosion inhibitor protects reinforcing steel • Only requires the addition of potable water • Low shrinkage produces stable, durable bond • Lightweight microscopic beads improve vertical and overhead workability • Polymer modification improves adhesion and provides increased freeze/thaw stability APPLICATIONS • Interior and exterior • Vertical and overhead • Above and below grade • Spalls or holes in concrete • Deteriorated edges SUBSTRATES • Concrete • Masonry • Structural Concrete HOW TO APPLY SURFACE PREPARATION 1.Substrate must be structurally sound and fully cured (28 days). 2.Saw cut the perimeter of the area being repaired into a square with a minimum depth of t/4" (6 mm). 3.The surface to be repaired must be clean, free of laitance and saturated surface -dry (SSD) following ICRI Guideline no. 310.2 to permit proper bond. REINFORCING STEEL 1.Remove all oxidation and scale from the exposed reinforcing steel in accordance with ICRI Technical Guideline No. 310.1 R. 2.For additional protection from future corrosion, coat the prepared reinforcing steel with MasterProtect P 8100 AP. MASTER° »BUILDERS ovL-UTI(jr. Technical Data Guide MasterEmac& N 425 Technical Data Test Data Composition MasterEmaco N 425 is composed of crystalline PROPERTY RESULTS TEST METHODS (quartz) silica and Portland cement. Compressive strength, psi (MPa) ASTM C 109, modified` 1 day 2,150 (14.8) 7 days 5,600 (38.6) 28 days 6,750 (46.5) Modulus of elasticity, psi (MPa) 5.6 x 101(3,861) ASTM C 215 Typical Properties Splitting tensile strength, psi (MPa) ASTM C 496, modified* (wet cure) PROPERTY VALUE 1 day 310 (2.1) Working time, min 20-30 7 days 560 (3.9) at 70° F (21 ° C) 28 days 610 (4.2) Flexural strength, psi (MPa) ASTM C 348, modified* 1 day 500 (3.4) 7 days 800 (5.5) 28 days 1,110 (7.7) Bond strength, psi (MPa) ASTM C 882, modified* 1 day 900 (6.2) (mortar scrubbed into substrate) 7 days 1,900 (13.1) 28 days 2,450 (16.9) Water absorption, %, 28 days 4 ASTM C 642 Chloride permeability, Very low range AASHTO T-277 (According to coulombs ASTM C 1202, table 1) Length change, %, in/in, wet cure ASTM C 157 1 day +0.019 7 days +0.028 28 day +0.034 Length change, %, in/in, dry cure* ASTM C 157 1 day —0.026 7 days —0.11 28 days —0.15 Linear coefficient of thermal 5.3 x 10-6 ASTM C 531 expansion, in/in/° F Freeze / Thaw Resistance, % RDM 98.8% ASTM C 666 A Scaling Resistance, Ibs/ft2 (kg/m2) 0.0 (0.0) No Scaling ASTM C 672 50 Cycles *At 50% relative humidity Test results are averages obtained under laboratory conditions. Reasonable variations can be expected. Master Builders Solutions by BASF www.master-builders-solutions.basf.us MIXING 1.Precondition material to 70' F ±5° (21 ° C ±3°) before mixing. 2.Mechanically mix at slow speed with a 3/" drill and mixing paddle. 3.Add approximately 23/a quarts (2.6 L) of potable water into a clean mixing container. Gradually sift in powder'/3 at a time while mixing continuously at slow speed (high speeds may entrain air). Mix for a minimum of 3 minutes to ensure a uniform, lump -free consistency. Do not exceed a total of 3 quarts (2.8 L) of mixing water per 43 lb (19.8 kg) bag. APPLICATION 1.Dampen the surface with potable water; it must be saturated surface -dry (SSD) with no standing water. 2.With a gloved hand, scrub a small quantity of mixed material into the SSD substrate. Thoroughly key in and work the material throughout the cavity to promote bond. Do not apply more of the bond coat than can be covered with mortar before the bond coat dries. 3.Apply material in lifts of/a-2" (6-51 mm). Avoid featheredging. For optimum mechanical bond on successive lifts, thoroughly score each lift and allow to reach initial set before the next layer is applied. Placement time is 20-30 minutes at 70' F (21 ° C) and 50% relative humidity. 4.Trowel, shave or shape material to the desired finish after initial set. 5.The recommended application range of MasterEmaco N 425 is from 40 to 90' F (4 to 32' C). Follow ACI 305 and 306 for hot or cold weather guidelines. CURING Cure with an approved water based curing compound compliant with ASTM C 309 or preferably ASTM C 1315. If the repair area will receive a coating, wet curing is recommended. CLEAN UP Clean tools and equipment with clean water immediately after use. Cured material must be removed mechanically. FOR BEST PERFORMANCE • Do not bridge moving cracks or joints. • Do not overwork material • Do not add plasticizers, accelerators, retarders, or other additives. • Do not extend with aggregate. • Bonding agents are recommended for large areas as well as permanently damp areas. • Protect from freezing for 24 hours after application • For professional use only; not for sale to or use by the general public. • Make certain the most current versions of product data sheet and SIDS are being used; visit www.master-builders-solutions. BASF us to verity the most current versions. • Proper application is the responsibility of the user. Field visits by BASF personnel are for the purpose of making technical recommendations only and not for supervising or providing quality control on the jobsite. HEALTH, SAFETY AND ENVIRONMENTAL Read, understand and follow all Safety Data Sheets and product label information for this product prior to use. The SIDS can be obtained by visiting www. master- builders-solutions.basf. us, e-mailing your request to basfbscst@basf.com or calling 1(800)433-9517. Use only as directed. For medical emergencies only, call ChemTrec° 1(800)424-9300. LIMITED WARRANTY NOTICE BASF warrants this product to be free from manufacturing defects and to meet the technical properties on the current Technical Data Guide, if used as directed within shelf life. Satisfactory results depend not only on quality products but also upon many factors beyond our control. BASF MAKES NO OTHER WARRANTY OR GUARANTEE, EXPRESS OR IMPLIED, INCLUDING WARRANTIES OF MERCHANTABILITY OR FITNESS FOR A PARTICULAR PURPOSE WITH RESPECT TO ITS PRODUCTS. The sole and exclusive remedy of Purchaser for any claim concerning this product, including but not limited to, claims alleging breach of warranty, negligence, strict liability or otherwise, is the replacement of product or refund of the purchase price, at the sole option of BASF. Any claims concerning this product must be received in writing within one (1) year from the date of shipment and any claims not presented within that period are waived by Purchaser. BASF WILL NOT BE RESPONSIBLE FOR ANY SPECIAL, INCIDENTAL, CONSEQUENTIAL (INCLUDING LOST PROFITS) OR PUNITIVE DAMAGES OF ANY KIND. Purchaser must determine the suitability of the products for the intended use and assumes all risks and liabilities in connection therewith. This information and all further technical advice are based on BASF's present knowledge and experience. However, BASF assumes no liability for providing such information and advice including the extent to which such information and advice may relate to existing third party intellectual property rights, especially patent rights, nor shall any legal relationship be created by or arise from the provision of such information and advice. BASF reserves the right to make any changes according to technological progress or further developments. The Purchaser of the Product(s) must test the product(s) for suitability for the intended application and purpose before proceeding with a full application of the product(s). Performance of the product described herein should be verified by testing and carried out by qualified experts. PREPARED FOR: Hacienda Lakes of Naples, LLC 7742 Alico Road Fort Myers, FL 33912 LOAD RATING FOR: Prestressed Slab Bridge 55.25"W x 12"D x 41.58'L Beams (Type A & B) & 53.5"W x 12"D x 41.58'L Beams (Type C & D) PREPARED BY: BRIDGING SOLUTIONS Bridging Solutions, LLC 15863 Secoya Reserve Circle Naples, FL 34110 Phone: 239-216-1370 E-mail: ralph(&,,bridging- solutions. com Bridge No. N/A Analysis Method: LRFR-LRFD Location Rattlesnake Hammock Rd/Collier BLVD Intersection, Naples, FL FDOT Bridge Load Rating Summary Form (Page 1 of 1) Description (28) Single -span prestressed solid plank beams w/6" concrete deck. Gross Axle Dead Load Live Load Live Load Span No. -Girder No., Interior/Exterior, RF Weight Rating Type Rating Type Weight Moment/Shear/Service Distrib. Rating Factor (tons) Factor Factor Factor (axles) %Span Length (tons) Level Vehicle Weight Member Type Limit DC LL LLDF RF Governing Location RATING Strength, Inventory HL93 36 Reinf. Concrete 1.25/0.90 1.75 0.324 2.130 50%Span 76.7 Moment Strength, Operating HL93 36 Reinf. Concrete 1.25/0.90 1.35 0.324 2.760 50%Span 99.4 Moment Strength, Permit FL120 60 Reinf. Concrete 1.25/0.90 1.35 0.324 2.050 50%Span 123.0 Moment Permit Max FL120 60 Reinf. ConcreteStrength 1.25/0.90 1.35 0.324 2.050 50/ Span p 123.0 Moment SU2 17 Member Type Limit Test NA NA 1 SU3 33 Member Type Limit Test NA NA -1 SU4 35 Member Type Limit Test NA NA 1 Legal C3 28 Member Type Limit Test NA NA -1 C4 36.7 Member Type Limit Test NA NA 1 C5 40 Member Type Limit Test NA NA -1 ST5 40 Member Type Limit Test NA NA 1 Emergency EV2 28.75 Member Type Limit Test NA NA -1 Vehicle (EV) EV3 43 Member Type Limit Test NA NA 1 Original Design Load HL93 Performed by: SDG Date: 04/08/19 Rating Type, Analysis LRFR-LRFD Checked by: RET Date: 04/08/19 Distribution Method AASHTO Formula Sealed By: RV Date: 04/10/19 Impact Factor 133.0% (axle loading) FL P.E. No.: 39784 FL120 Gov. Span Length 40.6 (feet) Cert. Auth. No.: 30505 Minimum Span Length 40.6 (feet) Phone & email: 239-216-1370 ralph@bridging-solutions.com Recommended Posting At/Above legal loads. Posting Not Required. Company: Bridging Solutions, LLC Recommended SU Posting* 99 (tons) Address: 15863 Secoya Reserve Cir., Naples, FL 34110 Recommended C Posting 99 (tons) Recommended ST5 Posting 99 (tons) Owner 02 County Highway Agency Neither interstate traffic nor within 1 mile Location reasonable access to an interstate No. EV posting is not recommended. The EV Posting FAST Act does not apply Floor Beam Present? No Segmental Bridge? No Project No. & Reason NA Update Plans Status Built This 01-02-2019 summary follows the FDOT Bridge Load Rating Manual (BLRM), and the FDOT BMS Coding Guide. *Recommended SU Posting levels for Florida SU trucks adequately restricts AASHTO SU trucks; see BLRM Chapter 7. fdOt.gOV/maintenance/LOadRating.Shtm SMARI RD[ RITE Fs,ft-, are Designed By Engineers For Engineers Report Generated by SMART BRIDGE SUITE Rattlesnake Hammock Rd/Collier BLVD Intersection Imp. BRIDGE NUMBER N/A ( According to AASHTO LRFD 2014 Specifications with 2016 Interim ) Concrete Engineering Solutions, LLC 101 Pine View Estates Mountain Top, PA 18707 FL COA 28977 Date 4/8/2019 Report Generated by Smart Bridge Suite Ver 3.2 Group License Edition 4/9/2019 2:59 PM Licensed to Concrete Engineering Solutions, LLC Table of Contents 1 General Information 2 Material Data 1 2 3 Superstructure................................................................................................................................................................... 3 3.1 UnitModel1......................................................................................................................................................................3 3.1.1 Unit Geometry................................................................................................................................................3 3.1.2 Span 1................................................................................................................................................................... 4 3.1.2.1 Typical Cross Section................................................................................................................4 3.1.2.2 Girder Group 1-................................................................................................................................6 3.1.2.2.1 Prestressed Strand and Longitudinal Rebar............................................7 3.1.2.2.2 Shear Reinforcement....................................................................................................9 3.1.2.3 Girder Group 2..................................................................................................................................9 3.1.2.3.1 Prestressed Strand and Longitudinal Rebar....................................••.. 11 3.1.2.3.2 Shear Reinforcement.................................................................................................13 3.1.3 Barrier Details...............................................................................................................................................13 3.1.4 Analysis Setting.........................................................................................................................................14 4 Analysis..................................................................................................................................................................................15 4.1 Load Factors..............................................................................................................................................................15 4.2 Vehicles..........................................................................................................................................................................15 4.2.1 Design vehicle - LRFD Specification(HL-93)...........................................................••...15 4.2.2 Permit Vehicle.... •.. 15 4.3 UnitModel1..................................................................................................................................................................16 4.3.1 Span 1................................................................................................................................................................16 4.3.1.1 Summary............................................................................................................................................ 16 4.3.1.1.1 Beam 1..................................................................................................................................-16 4.3.1.1.2 Beam 14.................................................................................................................................24 4.3.1.1.3 Beam 16.................................................................................................................................32 4.3.1.1.4 Reaction...............................................................................................................................0 40 4.3.2 Unit Rating Summary...........................................................................................................................50 Report Generated by Smart Bridge Suite Ver 3.2 Group License Edition 4/9/2019 2:59 PM Licensed to Concrete Engineering Solutions, LLC Smart Bridge Tech, Inc,. 1 General Information Bridge Number: N/A Year Built: 2013 Location: Naples, FL Current Load Rating: LRFR Maximum Span Length (ft): 41.58 ft Total Bridge Length (ft): 41.58 ft Minimum Vertical Clearance (ft): 12.57 Design Live Load: HL-93 Number of Spans: 1 Navigation Horizontal Clearance (ft): N/A Navigation Vertical Clearance (ft): N/A ADTT: N/A page: 1 Report Generated by Smart Bridge Suite Ver 3.2 Group License Edition 4/9/2019 2:59 PM Licensed to Concrete Engineering Solutions, LLC Smart Bridge Tech, Inc,. 2 Material Data Concrete Properties ID Type We (pcf) fc' (ksi) Ec (ksi) Aggr. size (in.) Concrete5.5 Normal 150.00 5.50 4496.06 1.50 Prestress Steel Properties ID Type Dia (in.) Area (in A2) fpu (ksi) fy (ksi) E (ksi) 6/10 Low Relaxation 0.600 0.217 270 243 29000 Reinforcing Steel Properties ID Dia (in.) Area (in A2) fy (ksi) E (ksi) #4 0.500 0.200 60 29000 page: 2 Report Generated by Smart Bridge Suite Ver 3.2 Group License Edition 4/9/2019 2:59 PM Licensed to Concrete Engineering Solutions, LLC Smart Bridge Tech, Inc,. 3 Superstructure Unit Index Unit Group Unit Type Unit Length (ft) Number of Continutity Spans 1 UnitModel1 PC Girder with Deck (F) 41.58 1 Simple Supported for DL and LL 3.1 UnitModel1 3.1.1 Unit Geometry Total Length (ft): 41.58 Total Width (ft): 128.23 Condition Factor 1.00 System Factor 1.00 Wearing Surface weight (psf): 0.00 Stay -in -place form Weight (psf): 0.00 Left Overhang (ft): 2.39 Right Overhang (ft): 2.31 Left Curb Width (ft): 8.50 Right Curb Width (ft): 8.50 Lane Width (ft): 12.00 Number of Lanes 9.00 Deck Properties Concrete Type Concrete5.5 Structural Thickness (in.) 6.00 Actual Thickness (in.) 6.53 Spans Index Length (ft) Left Skew (deg) Right Skew (deg) 1 41.58 0 0 page: 3 Report Generated by Smart Bridge Suite Ver 3.2 Group License Edition 4/9/2019 2:59 PM Licensed to Concrete Engineering Solutions, LLC Smart Bridge Tech, Inc,. 3.1.2 Span 1 3.1.2.1 Typical Cross Section ® 6 3 4.65' 4.65' 4.65' 4.65' 4.65' 4.65' 4.65' 4.65' 4.65' 4.65' 4.65' 4.65' 4.65' 4.58' 4.5' 4.5' 4.5' 4.5' 4.5' 4.5' 4.5' 4.5' 4.5' 4.5' 4.5' 4.5' 4.5' i.3 ' 128.23' Girder Girder Type Spacing (ft) Bearing2Bearing (ft) Precast Length (ft) Girder1 GirderGroup1 N/A 40.58 41.58 Girder2 GirderGroup1 4.65 40.58 41.58 Girder3 GirderGroup1 4.65 40.58 41.58 Girder4 GirderGroup1 4.65 40.58 41.58 Girder5 GirderGroup1 4.65 40.58 41.58 Girder6 GirderGroup1 4.65 40.58 41.58 Girder7 GirderGroup1 4.65 40.58 41.58 Girder8 GirderGroup1 4.65 40.58 41.58 Girder9 GirderGroup1 4.65 40.58 41.58 Girder10 GirderGroup1 1 4.65 1 40.58 41.58 Girder11 GirderGroup1 4.65 40.58 i 41.58 page: 4 Report Generated by Smart Bridge Suite Ver 3.2 Group License Edition 4/9/2019 2:59 PM Licensed to Concrete Engineering Solutions, LLC Smart Bridge Tech, Inc,. Girder12 GirderGroup1 4.65 40.58 41.58 Girder13 GirderGroup1 4.65 40.58 41.58 Girder14 GirderGroup1 4.65 40.58 41.58 Girder15 GirderGroup2 4.58 40.58 41.58 Girder16 GirderGroup2 4.50 40.58 41.58 Girder17 GirderGroup2 4.50 40.58 41.58 Girder18 GirderGroup2 4.50 40.58 41.58 Girder19 GirderGroup2 4.50 40.58 41.58 Girder20 GirderGroup2 4.50 40.58 41.58 Girder21 GirderGroup2 4.50 40.58 41.58 Girder22 GirderGroup2 4.50 40.58 41.58 Girder23 GirderGroup2 4.50 40.58 41.58 Girder24 GirderGroup2 4.50 40.58 41.58 Girder25 GirderGroup2 4.50 40.58 41.58 Girder26 GirderGroup2 4.50 40.58 41.58 Girder27 GirderGroup2 4.50 40.58 41.58 Girder28 GirderGroup2 1 4.50 1 40.58 1 41.58 Min.length from inside edge of bearing to end of girder: 12.000 inch page: 5 Report Generated by Smart Bridge Suite Ver 3.2 Group License Edition 4/9/2019 2:59 PM Licensed to Concrete Engineering Solutions, LLC Smart Bridge Tech, Inc,. 3.1.2.2 Girder Group 55.25x12: 0 �, 55.25" Concrete: Area(in'2) = 663 I(in^4) = 7956 yb(in) = 6 Sb(in^3) = 1326 For Prestressed Concrete Application At transfer At service fci' 4.50 ksi Allow. tension (inv) 0.45 ksi Concrete5.5 Eci 4066.84 ksi Allow. tension (opt) 0.56 ksi Allow. comp 2.70 ksi Allow. comp. (permanent load) 2.48 ksi Allow. tension (Center 70%) 0.40 ksi Allow. comp. (0.5 permanent +LL) 2.20 ksi Allow. tension Outer 15% 0.81 ksi Allow. comp. (permanent +LL 3.30 ksi Bearing to Bearing ft 40.58 Precast Length ft 41.58 Haunch Thickness in 0.00 Concrete Age at Transfer (days) 1.00 Concrete Age at Deck Placement (days) 120.00 Concrete Age at Final Stage (days) 20000.00 Friction Factor U * 0.60 Cohesion Factor C ksi 0.08 K1 * 0.20 K2 ksi * 0.80 Min Dist.Between Longitudinal Reinforcement in 2.00 Min Side Cover Depth of Longitudinal Reinforcement in 2.00 Min Bottom Cover Depth of Longitudinal Reinforcement in 2.00 End Cover Depth of Shear Reinforcement in 2.00 `: For LRFD only page: 6 Report Generated by Smart Bridge Suite Ver 3.2 Group License Edition 4/9/2019 2:59 PM Licensed to Concrete Engineering Solutions, LLC Smart Bridge Tech, Inc,. 3.1.2.2.1 Prestressed Strand and Longitudinal Rebar Strand • Debonded(ft) A 5 Y In. No.Of Strands 3 21 9 1 • End -span View Side View Mid -span View Y In. No.Of Strands 3 21 9 1 Total 22 page: 7 Report Generated by Smart Bridge Suite Ver 3.2 Group License Edition 4/9/2019 2:59 PM Licensed to Concrete Engineering Solutions, LLC Smart Bridge Tech, Inc,. Strand type : 6/10 Initial Prestress At Jacking: 184.330 Ksi Per Strand. Multiplier K to Calculate Development Length: Bonded Strand: 1.600; Debonded Strand: 2.000. page: 8 Report Generated by Smart Bridge Suite Ver 3.2 Group License Edition 4/9/2019 2:59 PM Licensed to Concrete Engineering Solutions, LLC Smart Bridge Tech, Inc,. 3.1.2.2.2 Shear Reinforcement 4@2"4@3" 5@8" F, 3@6" 16@10" Index Start X (ft) End X (ft) Spacing (in) No. of Bars Size Type 1 0.92 1.67 3 4 #4 2-leg 2 1.92 2.92 6 3 #4 2-leg 3 3.42 6.09 8 5 #4 2-leg 4 1 6.76 1 19.26 1 10 1 16 1 #4 1 2-leg 5 1 0.17 1 0.67 1 2 1 4 1 #4 1 2-1eg * Traditional method is used in determining Vs. 3.1.2.3 Girder Group 2 53.5x12: Concrete: 53.5" Area(inA2) = 642 I(inA4) = 7704 yb(in) = 6 Sb(inA3) = 1284 page: 9 Report Generated by Smart Bridge Suite Ver 3.2 Group License Edition 4/9/2019 2:59 PM Licensed to Concrete Engineering Solutions, LLC Smart Bridge Tech, Inc,. At transfer At service Concrete5.5 fci' 4.50 ksi Eci 4066.84 ksi Allow. tension (inv) 0.45 ksi Allow. tension (opt) 0.56 ksi Allow. comp 2.70 ksi Allow. tension (Center 70%) 0.40 ksi Allow. tension Outer 15% 0.81 ksi Allow. comp. (permanent load) 2.48 ksi Allow. comp. (0.5 permanent +LL) 2.20 ksi Allow. comp. (permanent +LL 3.30 ksi Bearing to Bearing ft 40.58 Precast Length ft 41.58 Haunch Thickness in 0.00 Concrete Age at Transfer (days) 1.00 Concrete Age at Deck Placement (days) 120.00 Concrete Age at Final Stage (days) ' 20000.00 Friction Factor U * 0.60 Cohesion Factor C ksi 0.08 K1 * 0.20 K2 ksi * 0.80 Min Dist.Between Longitudinal Reinforcement in 2.00 Min Side Cover Depth of Longitudinal Reinforcement in 2.00 Min Bottom Cover Depth of Longitudinal Reinforcement in 2.00 End Cover Depth of Shear Reinforcement in 2.00 `: For LRFD only page: 10 Report Generated by Smart Bridge Suite Ver 3.2 Group License Edition 4/9/2019 2:59 PM Licensed to Concrete Engineering Solutions, LLC Smart Bridge Tech, Inc,. 3.1.2.3.1 Prestressed Strand and Longitudinal Rebar Strand • Debonded(ft) A 5 Y In. No.Of Strands 3 21 9 1 End -span View Side View • ••••••••••••••••••••• Mid -span View Y In. No.Of Strands 3 21 9 1 Total 22 page: 11 Report Generated by Smart Bridge Suite Ver 3.2 Group License Edition 4/9/2019 2:59 PM Licensed to Concrete Engineering Solutions, LLC Smart Bridge Tech, Inc,. Strand type : 6/10 Initial Prestress At Jacking: 184.330 Ksi Per Strand. Multiplier K to Calculate Development Length: Bonded Strand: 1.600; Debonded Strand: 2.000. page: 12 Report Generated by Smart Bridge Suite Ver 3.2 Group License Edition 4/9/2019 2:59 PM Licensed to Concrete Engineering Solutions, LLC Smart Bridge Tech, Inc,. 3.1.2.3.2 Shear Reinforcement 4@2"4@3" 5@8" F, 3@6" 16@10" Index Start X (ft) End X (ft) Spacing (in) No. of Bars Size Type 1 0.92 1.67 3 4 #4 2-leg 2 1.92 2.92 6 3 #4 2-leg 3 3.42 6.09 8 5 #4 2-leg 4 1 6.76 1 19.26 1 10 1 16 1 #4 1 2-leg 5 1 0.17 1 0.67 1 2 1 4 1 #4 1 2-1eg * Traditional method is used in determining Vs. 3.1.3 Barrier Details Name Type Width (inch) XLeft (ft) Weight (plf) Barrierl LEFT PARAPET 9 N/A 225 Barrier2 RIGHT PARAPET 13 N/A 675 Barrier3 INTERMEDIATE LEFT BARRIER 13 0 675 Name Weight (plf) Weight Distribution of Barriers Girded (plf) Girder2 (plf) Girder3 (plf) Girder4 (plf) Girders (plf) Girder6 (plf) Girder7 (plf) Girder8 (plf) Barrierl 225 8.03 8.03 8.03 8.03 8.03 8.03 8.03 8.03 Barrier2 675 24.10 24.10 24.10 24.10 24.10 24.10 24.10 24.10 Barrier3 675 24.10 24.10 24.10 24.10 24.10 24.10 24.10 24.10 Name Weight (plf) Weight Distribution of Barriers (Cont.) Girder9 (plf) Girder10 (plf) Girderll (plf) Girder12 (plf) Girder13 (plf) Girder14 (plf) Girder15 (plf) Girder16 (plf) Barrierl 225 8.03 8.03 8.03 8.03 8.03 8.03 8.03 8.03 Barrier2 675 24.10 24.10 24.10 24.10 24.10 24.10 24.10 24.10 Barrier3 1 675 1 24.10 1 24.10 1 24.10 1 24.10 1 24.10 1 24.10 1 24.10 24.10 Name Weight (plf) Weight Distribution of Barriers (Cont.) Girder17 (pif) Girder18 (plf) Girder19 (pif) Girder20 (plf) Girder21 (pif) Girder22 (plf) Girder23 (plf) Girder24 (plf) Barrierl 225 8.03 8.03 8.03 8.03 8.03 8.03 8.03 8.03 Barrier2 675 24.10 24.10 24.10 24.10 24.10 24.10 24.10 24.10 Barrier3 1 675 1 24.10 1 24.10 1 24.10 1 24.10 1 24.10 1 24.10 1 24.10 24.10 page: 13 Report Generated by Smart Bridge Suite Ver 3.2 Group License Edition 4/9/2019 2:59 PM Licensed to Concrete Engineering Solutions, LLC Smart Bridge Tech, Inc,. Name Weight (pif) Weight Distribution of Barriers (Cont.) Girder25 (pif) Girder26 (plf) Girder27 (pif) Girder28 (plf) Barrier1 225 8.03 8.03 8.03 8.03 Barrier2 675 24.10 24.10 24.10 24.10 Barrier3 1 675 1 24.10 1 24.10 1 24.10 1 24.10 3.1.4 Analysis Setting Camber setting: Calculation Method: Improved Multiplier Method (LRFD only). x = 0.70 Multiplier at erection Multiplier at final Initial Prestress 1+Y bid — Prestress Loss a (1+7, 111 bid) — Girder Weight 1+Y bid — Slab Weight - - Barrier and wearing surface - - Other dead load on plain beam - - Other dead load on composite beam - - * Transformed section properties are NOT used in the structural analysis. Elastic gains due to applied DL and SIDL are NOT included in prestress loss calculation. page: 14 Report Generated by Smart Bridge Suite Ver 3.2 Group License Edition 4/9/2019 2:59 PM Licensed to Concrete Engineering Solutions, LLC Smart Bridge Tech, Inc,. 4 Analysis Analysis Method: LRFD 2014 with 2016 Interim 4.1 Load Factors Bridge Type Limit State Dead Load DC Dead Load DW Design Load Le al Load g Permit Load Inventory Operating LL LL LL LL Prestressed Concrete Strength 1 1.25 1.50 1.75 1.35 1.35 - Strength II 1.25 1.50 - - - 1.35 Service III 1.00 1.00 0.80 0.80 0.80 0.70 Service 1 1.00 1.00 - 1.00 1.00 1.00 Fatigue - - 1.50* - - - " Required for design only, not for load rating. 4.2 Vehicles 4.2.1 Design vehicle - LRFD Specification (HL-93) 0 0 0 0 0 0 0 0 O N N CO M CO Truck 36 TONS _ _ _ Axle Width=6' 6' 6' 14' 14-30' �2 �2 0 0 0 0 0 0 LO LO N N Tandem 25 TONS — — — — — — — — — — — — — — — — — — — — — — — — — — - Axle Width=6' 6' 4' 4.2.2 Permit Vehicle 0 0 0 0 o O v M M M M M � LO FL120 60 TONS — — — — — — — — — — — — — — — — — — — — — — — — — — - Axle Width=6' 6' 6' 14' 14' page: 15 Report Generated by Smart Bridge Suite Ver 3.2 Group License Edition 4/9/2019 2:59 PM Licensed to Concrete Engineering Solutions, LLC Smart Bridge Tech, Inc,. *: Permit Vehicle rated using multi -lane distribution factor. 4.3 UnitModel1 4.3.1 Span 1 For each span, the analysis results are exhibited in two parts, Summary and Hand Solution. In Summary, the results of each beam are organized in tables and diagrams. If the design fails to pass certain checks, these checks will be highlighted with color. For users who wish to further investigate the analysis procedures, Hand Solution provides the convenience by printing the equations that the analysis follows. Most of the analysis procedures can be selected to print in the report. However, if too many items are selected, the report can be quite lengthy. 4.3.1.1 Summary 4.3.1.1.1 Beam 1 In this section, the dead load, live load, ultimate strength and stress at service checks are presented in tabular format followed by diagrams. In addition, miscellaneous design check results, such as camber calculation, reinforcement limit, interface shear and other checks are also included if the user selects these options when generating the report. page: 16 Report Generated by Smart Bridge Suite Ver 3.2 Group License Edition 4/9/2019 2:59 PM Licensed to Concrete Engineering Solutions, LLC Smart Bridge Tech, Inc,. 4.3.1.1.1.1 Dead Load Table (Beam 1) X-Shear I O.00L I 0.10E I 0.20E I 0.30E I 0.40E I 0.50E I 0.60E I 0.70E 1 0.80E 0.90E 1 1.00E I X-Shear X (ft) 1.63 0.00 4.06 8.12 12.17 16.23 20.29 24.35 28.41 32.46 36.52 40.58 38.96 Shear Shear due to Beam Weight (Kips) 12.89 14.01 11.21 8.41 5.61 2.80 0.00 -2.80 -5.61 -8.41 -11.21 -14.01 -12.89 Shear due to Slab and Haunch (Kips) 7.18 7.81 6.25 4.69 3.12 1.56 0.00 -1.56 -3.12 4.69 -6.25 -7.81 -7.18 Shear due to Barrier (Kips) 1.05 1.14 0.91 0.68 0.46 0.23 0.00 -0.23 -0.46 -0.68 -0.91 -1.14 -1.05 Shear due to Wearing Surface (Kips) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Shear due to Diaphragm (Kips) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Total Shear DC (Kips) 1 21.12 22.96 18.37 13.78 9.19 4.59 0.00 4.59 -9.19 -13.78 -18.37 -22.96 -21.12 DW (Kips) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Moment Moment due to Beam Weight (Kips-ft) 21.63 0.00 51.18 90.98 119.41 136.47 142.16 136.47 119.41 90.98 51.18 0.00 21.63 Moment due to Slab and Haunch (Kips-ft) 12.05 0.00 28.52 50.70 66.55 76.05 79.22 76.05 66.55 50.70 28.52 0.00 12.05 Moment due to Barrier (Kips-ft) 1.76 0.00 4.17 7.41 9.72 11.11 11.57 11.11 9.72 7.41 4.17 0.00 1.76 Moment due to Wearing Surface (Kips-ft) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Moment due to Diaphragm (Kips-ft) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Total Moment DC (Kips-ft) 1 35.45 0.00 83.86 149.09 195.68 223.64 232.95 223.64 195.68 149.09 83.86 0.00 35.45 DW (Kips-ft) 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 page: 17 Report Generated by Smart Bridge Suite Ver 3.2 Group License Edition 4/9/2019 2:59 PM Licensed to Concrete Engineering Solutions, LLC Smart Bridge Tech, Inc,. Span1-Girder1: Dead Load (Moment) Mg Ms Mb— Mws Mdiaphragm Total MDC Total MDW 300 250 ------------------r------------------r------------------ r------------------ r------------ a 200------------------ -- Y I I I I w 150-------------- -I I__________________ - r r--- r CD i100-------- ------------------ ------ ------------------I- ------ --- --------------------- 50 - -- -- ----- --r r r - -- - - - -- - -T 0 0 10 20 30 40 Distance along girder, ft. Span1-Girder1: Dead Load (Shear) Vg Vs Vb Vws Vdiaphragm - Total VDC Total VDW 30 I I I I 20 - ---------------------------------------------------------------------------- ------------ I I I I I I I a I I I Y I I I CU O I I ------1u` I I I A I I I I -30 0 10 20 30 40 Distance along girder, ft. 50 50 page: 18 Report Generated by Smart Bridge Suite Ver 3.2 Group License Edition 4/9/2019 2:59 PM Licensed to Concrete Engineering Solutions, LLC Smart Bridge Tech, Inc,. 4.3.1.1.1.2 Design Vehicle (Beam 1) Section X-Shear 0.01- 0.11- 0.21- 0.31- 0.41- 0.51- 0.61- 0.71- 0.81- 0.91- 1.01- X-Shear x (ft) 1.63 0.00 4.06 8.12 12.17 16.23 20.29 24.35 28.41 32.46 36.52 40.58 38.96 +ve M(LT)(kip-ft) 36 0 84 143 178 196 197 196 178 143 84 0 36 +ve M(LL)(kip-ft) 7 0 15 27 36 41 43 41 36 27 15 0 7 +ve V (LT)(kips) 22.658 23.836 20.790 17.639 14.594 11.880 9.699 7.565 5.384 3.251 1.371 0.000 0.543 Live Load +ve V (LL)(kips) 3.885 4.214 3.413 2.697 2.065 1.517 1.053 0.674 0.379 0.169 0.042 0.000 0.008 -ve V(LT) (kips) -0.543 0.000 -1.371 -3.251 -5.384 -7.565 -9.699 -11.880 -14.594 -17.639 -20.790 -23.836 -22.658 -ve V(LL) (kips) -0.008 0.000 -0.042 -0.169 -0.379 -0.674 -1.053 -1.517 -2.065 -2.697 -3.413 -4.214 -3.885 DFM (single lane) 0.226 0.226 0.226 0.226 0.226 0.226 0.226 0.226 0.226 0.226 0.226 0.226 0.226 DFM (multi -lane) 0.324 0.324 0.324 0.324 0.324 0.324 0.324 0.324 0.324 0.324 0.324 0.324 0.324 Distribution DFM (final) 0.324 0.324 0.324 0.324 0.324 0.324 0.324 0.324 0.324 0.324 0.324 0.324 0.324 Factor DFV (single lane) 0.226 0.226 0.226 0.226 0.226 0.226 0.226 0.226 0.226 0.226 0.226 0.226 0.226 DFV (multi -lane) 0.324 0.324 0.324 0.324 0.324 0.324 0.324 0.324 0.324 0.324 0.324 0.324 0.324 DFV (final) 0.324 0.324 0.324 0.324 0.324 0.324 0.324 0.324 0.324 0.324 0.324 0.324 0.324 Flexural +ve Mu(kip-ft) 119 - 279 485 618 694 711 694 618 485 279 - 119 Strength +ve q) Mn (kip-ft) 383 807 1058 1186 1197 1204 1197 1186 1058 807 383 Vu (kips) 72.855 - 65.318 52.810 40.633 29.185 18.816 29.185 40.633 52.810 65.318 - 72.855 Shear Strength +,#Vn (kips) 347.813 - 307.421 291.397 291.397 291.397 291.397 291.397 291.397 291.397 307.421 - 347.813 stress (ksi) 0.064 0.383 0.899 1.303 1.545 1.626 1.545 1.303 0.899 0.383 0.064 D: Girder Top allowable (ksi) 2.475 - 2.475 2.475 2.475 2.475 2.475 2.475 2.475 2.475 2.475 - 2.475 stress (ksi) 0.120 - 0.513 1.122 1.581 1.854 1.939 1.854 1.581 1.122 0.513 - 0.120 D+L: Girder Top allowable (ksi) 3.300 3.300 3.300 3.300 3.300 3.300 3.300 3.300 3.300 3.300 3.300 0.5D+L: Girder stress (ksi) -0.034 - 0.150 0.476 0.734 0.885 0.930 0.885 0.734 0.476 0.150 - -0.034 Top allowable (ksi) 2.200 - 2.200 2.200 2.200 2.200 2.200 2.200 2.200 2.200 2.200 - 2.200 stress (ksi) 0.007 0.016 0.029 0.038 0.044 0.046 0.044 0.038 0.029 0.016 0.007 D: Slab Top allowable (ksi) 2.475 - 2.475 2.475 2.475 2.475 2.475 2.475 2.475 2.475 2.475 - 2.475 stress (ksi) 0.176 0.411 0.705 0.883 0.982 0.995 0.982 0.883 0.705 0.411 0.176 D+L: Slab Top allowable (ksi) 3.300 3.300 3.300 3.300 3.300 3.300 3.300 3.300 3.300 3.300 3.300 stress (ksi) 0.171 - 0.399 0.683 0.854 0.949 0.961 0.949 0.854 0.683 0.399 - 0.171 0.5D+L: Slab Top allowable (ksi) 2.200 - 2.200 2.200 2.200 2.200 2.200 2.200 2.200 2.200 2.200 - 2.200 stress (ksi) 1.185 1.250 0.695 0.148 -0.173 -0.265 -0.173 0.148 0.695 1.250 1.185 D+0.80L: Girder BOt allowable (Inv,ksi) -0.445 -0.445 -0.445 -0.445 -0.445 -0.445 -0.445 -0.445 -0.445 -0.445 -0.445 allowable (Op,ksi) -0.556 -0.556 -0.556 -0.556 -0.556 -0.556 -0.556 -0.556 -0.556 -0.556 -0.556 STR I Flex (Inv) 4.520 4.020 2.916 2.518 2.213 2.173 2.213 2.518 2.916 4.020 4.520 STR I Flex (op) 5.860 - 5.211 3.780 3.264 2.868 2.817 2.868 3.264 3.780 5.211 - 5.860 STR I -Shear (Inv) 6.919 6.716 7.704 9.602 12.185 15.486 12.185 9.602 7.704 6.716 6.919 Load Rating STR I -Shear (op) 8.970 8.706 9.987 12.447 15.795 20.075 15.795 12.447 9.987 8.706 1 8.970 Service III (inv) 12.898 - 6.314 3.087 1.868 1.359 1.235 1.359 1.868 3.087 6.314 - 12.898 Service III (op) 13.708 6.662 3.290 2.031 1.505 1.379 1.505 2.031 3.290 6.662 13.708 Service 1 12.960 5.555 3.235 2.582 2.323 2.293 2.323 2.582 3.235 5.555 12.960 #:Based on AASHTO LRFD 4.6.2.2.3a, the values I and/or J do not comply with the limitations, so the distribution factor for shear is taken as that for moment. page: 19 Report Generated by Smart Bridge Suite Ver 3.2 Group License Edition 4/9/2019 2:59 PM Licensed to Concrete Engineering Solutions, LLC Smart Bridge Tech, Inc,. 4.3.1.1.1.3 Permit Vehicle: FL120 (Beam 1) Section X-Shear 0.01- 0.11- 0.21- 0.31- 0.41- 0.51- 0.61- 0.71- 0.81- 0.91- 1.01- X-Shear x (ft) 1.63 0.00 4.06 8.12 12.17 16.23 20.29 24.35 28.41 32.46 36.52 40.58 38.96 +ve M(LT)(kip-ft) 61 0 141 239 296 327 324 327 296 239 141 0 61 +ve M(LL) (kip-ft) 0 0 0 0 0 0 0 0 0 0 0 0 0 +ve V(LT) (kips) 37.749 39.712 34.635 29.384 24.308 19.587 14.922 10.413 6.842 4.587 2.255 0.000 0.872 Live Load +ve V(LL) (kips) 0.000 0.0001 0.000 0.0001 0.000 0.0001 0.000 0.0001 0.000 0.0001 0.000 0.0001 0.000 -ve V(LT) (kips) -0.872 0.000 -2.255 4.587 -6.842 -10.413 -14.922 -19.587 -24.308 -29.384 -34.635 -39.712 -37.749 -ve V(LL) (kips) 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 DFM (single lane) 0.226 0.226 0.226 0.226 0.226 0.226 0.226 0.226 0.226 0.226 0.226 0.226 0.226 DFM (multi -lane) 0.324 0.324 0.324 0.324 0.324 0.324 0.324 0.324 0.324 0.324 0.324 0.324 0.324 Distribution DFM (final) 0.324 0.324 0.324 0.324 0.324 0.324 0.324 0.324 0.324 0.324 0.324 0.324 0.324 Factor DFV (single lane) 0.226 0.226 0.226 0.226 0.226 0.226 0.226 0.226 0.226 0.226 0.226 0.226 0.226 DFV (multi -lane) 0.324 0.324 0.324 0.324 0.324 0.324 0.324 0.324 0.324 0.324 0.324 0.324 0.324 DFV (final) 0.324 0.324 0.324 0.324 0.324 0.324 0.324 0.324 0.324 0.324 0.324 0.324 0.324 Flexural +ve Mu(kip-ft) 126 - 295 509 644 720 728 720 644 509 295 - 126 Strength +ve q) Mn (kip-ft) 383 807 1058 1186 1197 1204 1197 1186 1058 807 383 Vu (kips) 77.366 - 69.720 56.890 44.297 32.183 20.145 32.183 44.297 56.890 69.720 - 77.366 Shear Strength +,#Vn (kips) 347.813 - 307.421 291.397 291.397 291.397 291.397 291.397 291.397 291.397 307.421 - 347.813 stress (ksi) 0.064 0.383 0.899 1.303 1.545 1.626 1.545 1.303 0.899 0.383 0.064 D: Girder Top allowable (ksi) 2.475 - 2.475 2.475 2.475 2.475 2.475 2.475 2.475 2.475 2.475 - 2.475 stress (ksi) 0.143 - 0.566 1.211 1.689 1.971 2.048 1.971 1.689 1.211 0.566 - 0.143 D+L: Girder Top allowable (ksi) 3.300 3.300 3.300 3.300 3.300 3.300 3.300 3.300 3.300 3.300 3.300 0.5D+L: Girder stress (ksi) -0.011 - 0.203 0.565 0.841 1.002 1.039 1.002 0.841 0.565 0.203 - -0.011 Top allowable (ksi) 2.200 - 2.200 2.200 2.200 2.200 2.200 2.200 2.200 2.200 2.200 - 2.200 stress (ksi) 0.007 0.016 0.029 0.038 0.044 0.046 0.044 0.038 0.029 0.016 0.007 D: Slab Top allowable (ksi) 2.475 - 2.475 2.475 2.475 2.475 2.475 2.475 2.475 2.475 2.475 - 2.475 stress (ksi) 0.246 0.572 0.974 1.209 1.335 1.327 1.335 1.209 0.974 0.572 0.246 D+L: Slab Top allowable (ksi) 3.300 3.300 3.300 3.300 3.300 3.300 3.300 3.300 3.300 3.300 3.300 stress (ksi) 0.241 - 0.560 0.952 1.180 1.302 1.293 1.302 1.180 0.952 0.560 - 0.241 0.5D+L: Slab Top allowable (ksi) 2.200 - 2.200 2.200 2.200 2.200 2.200 2.200 2.200 2.200 2.200 - 2.200 D+0.80L: Girder stress (ksi) 1.129 1.120 0.477 -0.115 -0.459 -0.533 -0.459 -0.115 0.477 1.120 1.129 Bot allowable (ksi) -0.556 - -0.556 -0.556 -0.556 -0.556 -0.556 -0.556 -0.556 -0.556 -0.556 - -0.556 STR II-Pos Flex 4.147 - 3.698 2.702 2.356 2.082 2.088 2.082 2.356 2.702 3.698 - 4.147 STR 11-Shear 6.307 6.084 6.912 8.530 10.803 14.465 10.803 8.530 6.912 6.084 6.307 Load Rating Service 1 9.172 - 3.943 2.313 1.863 1.686 1.699 1.686 1.863 2.313 3.943 - 9.172 Service III 9.701 - 4.728 2.352 1.466 1.093 1.022 1.093 1.466 2.352 4.728 - 9.701 #:Based on AASHTO LRFD 4.6.2.2.3a, the values I and/or J do not comply with the limitations, so the distribution factor for shear is taken as that for moment. page: 20 Report Generated by Smart Bridge Suite Ver 3.2 Group License Edition 4/9/2019 2:59 PM Licensed to Concrete Engineering Solutions, LLC Smart Bridge Tech, Inc,. Span1-Girder1: Live Load (+ve Mmoment) —e-- DesignVehicle FL120 400 350 - - - -------------------}-- 300------------------------------------------------ - -------------------'------------ Y250--------------- ------------------------------------- --- ---------------7--------------- 200---------------------------------------------------- ------ --------------------------- W 0 150------- ---- - -------------------- ------ --- ------'------------------ 100 ---- - - -------------------------------- ---------- 50 --------------- L------------------ L------------------ L--------------- - 0 0 10 20 30 40 Distance along girder, ft Span1-Girder1: Live Load (Shear) --e— +ve V(DesignVehicle) -ve V(DesignVehicle) f +ve V(FL120) --- 19- -ve V(FL120) 50 40 ---------------------- ------------'------------------'------------------------------- a Y 10 y L -20 -------------------------------------'------ ---------- ------------------------------- -30 -40 0 10 20 30 40 Distance along girder, ft 1400 1200 1000 a Y 800 c E 600 0 400 200 0 Span1-Girder1: Flexural Strength Check —*-- Mr --a— Mu (DesignVehicle) t Mu (FL120) ---------------- -----'----------------------- -------------------------------------- - - - - - - - - - - - - - - - - - - - - .'w -- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - ------------------------------------- 50 50 0 10 20 30 40 Distance along girder, ft page: 21 Report Generated by Smart Bridge Suite Ver 3.2 Group License Edition 4/9/2019 2:59 PM Licensed to Concrete Engineering Solutions, LLC Smart Bridge Tech, Inc,. 400 350 300 s 250 m 200 r 150 U) 100 50 0 Span1-Girder1: Shear Strength Check Vr(Positive moment region) --- (B.— Vu (DesignVehicle) 0.— Vu (FL120) r r r --- I 6 � i3 6 � I ---------------------------------------------------------------------- ------------------------ ---------------------------------------------------------------------- ---------------------- I I I -----------'------------------------'---------------------------------------------- ---------------------------------------------------------------------------------------------- ---------------- ------- 0 10 20 30 40 Distance along girder, ft Span1-Girder1: Service III Stress Check Service III Allow (Inv) Service III Allow (Op) t Service III (DesignVehicle) --- V— Service III (FL120) 1.5 I I 1.0---------- --------------------------------- J----------------------- 1---------- -- -------- W I I I 91 Y I I I Z0.0 --- ----------------=-------------- ---- I I I I -------- -I -1.0 4.0 3.5 3.0 W Y 2.5 2.0 D 1.5 1.0 0.5 0.0 0 10 20 30 40 Distance along girder, ft Span 1-Girder1: Service I Stress Check —� Service I Allow E99 Service I (DesignVehicle) Service I (FL120) r r --------------'------------------------'------ ------------------ -------- - - - - -- - I I I I I I ----------------------- L----------------------- L-----------------------'------------------------ I I ----------------- - - - - - ----- - - I I I I 0 10 20 30 40 Distance along girder, ft page: 22 Report Generated by Smart Bridge Suite Ver 3.2 Group License Edition 4/9/2019 2:59 PM Licensed to Concrete Engineering Solutions, LLC Smart Bridge Tech, Inc,. 4.3.1.1.1.4 Other Design Checks (1) Camber Due to Dead Load Camber Calculation Method: Improved Multiplier Method (PCI). At Transfer At Erection At Service Before Deck Placement After Deck Placement Camber Due to Prestress (In) 2.167 4.993 4.993 Deflection Due to Girder (In) -1.436 -3.257 -3.257 Deflection Due to Slab (In) - - -0.656 Deflection Due to WS & Barrier (In) -0.028 Deflection Due to Other Load on Plain Girder (In) 0.000 Deflection Due to Other Load on Composite Girder (In) 0.000 Total Camber (In) 0.731 1.736 1.051 The deflection due to Live Load + Impact: -0.215 inch (ll) Limits of reinforcement are satisfied. (lll) Longitudinal reinforcement requirement (LRFD 5.8.3.5) At Sections Tension Steel Requirement (LRFD 5.8.3.5) X-Shear 0.1L 0.21- 0.31- 0.41- 0.51- 0.61- 0.71- 0.81- 0.91- X-Shear X (ft) 1.63 4.06 8.12 12.17 16.23 20.29 24.35 28.41 32.46 36.52 38.96 Required Tension (kips) 24.17 213.77 432.38 562.80 636.95 652.93 636.95 562.80 432.38 213.77 24.17 Provided Tension (kips) 461.08 726.22 987.59 1130.67 1143.70 1151.34 1143.70 1130.67 987.59 726.22 461.08 Needed Tension (kips) 0.00 0.00 0.00 1 0.00 0.00 1 0.00 0.00 0.00 0.00 1 0.00 0.00 At Bearing The longitudinal reinforcement requirements are satisfied at bearing. (IV) The bursting resistance is satisfied. (V) Interface shear transfer Vertical Interface Shear Reinforcement Requirement X-Shear 0.11- 0.21- 0.31- 0.41- 0.51- 0.61- 0.71- 0.81- 0.91- X-Shear X (ft) 1.63 4.06 8.12 12.17 16.23 20.29 24.35 28.41 32.46 36.52 38.96 Actural Av (inchA2/ft) 0.80 0.60 0.48 0.48 0.48 0.48 0.48 0.48 0.48 0.60 0.80 Required Av (inchA2/ft) -0.19 -0.23 -0.40 -0.58 -0.74 -0.87 -0.74 -0.58 -0.40 -0.23 -0.19 Min Av (inch A2/ft) 0.55 0.55 0.55 0.55 0.55 0.55 0.55 0.55 0.55 0.55 0.55 Max Av (inch A2/ft) 13.35 13.35 13.35 13.35 13.35 13.35 13.35 13.35 13.35 13.35 13.35 (VI) Stress check at transfer X-Shear 0.11- 0.21- 0.31- 0.41- 0.51- 0.61- 0.71- 0.81- 0.91- X-Shear X (ft) 1.63 4.06 8.12 12.17 16.23 20.29 24.35 28.41 32.46 36.52 38.96 Top Stress (ksi) -0.14 0.13 0.43 0.69 0.84 0.90 0.84 0.69 0.43 0.13 -0.14 Bot Stress (ksi) 2.42 2.15 2.07 1.82 1.66 1.61 1.66 1.82 2.07 2.15 2.42 Tension Allow. (ksi) -0.81 -0.81 -0.40 -0.40 -0.40 -0.40 -0.40 -0.40 -0.40 -0.81 -0.81 page: 23 Report Generated by Smart Bridge Suite Ver 3.2 Group License Edition 4/9/2019 2:59 PM Licensed to Concrete Engineering Solutions, LLC Smart Bridge Tech, Inc,. Comp. Allowable (k,,)T 2.70 1 2.70 2.70 2.70 1 2.70 1 2.70 2.70 2.70 1 2.70 2.70 2.70 (V11) Maximum Spacing of Transverse Reinforcement X-Shear 0.1L 0.21- 0.31- 0.4L 0.51- 0.61- 0.71L 0.81- 0.91- X-Shear X (ft) 1.63 4.06 8.12 12.17 16.23 20.29 24.35 28.41 32.46 36.52 38.96 vu 0.10 0.10 0.08 0.06 0.04 0.03 0.04 0.06 0.08 0.10 0.10 s_Max (inch) 11.51 10.90 10.80 10.80 10.80 10.80 10.80 10.80 10.80 10.90 11.51 Actual s (inch) 6.00 8.00 10.00 10.00 10.00 10.00 10.00 10.00 10.00 8.00 6.00 (Vlll) Stress check at transfer(harping and debonding sections) X (ft) 2.50 7.50 Top Stress (ksi) -0.04 0.38 Allowable (ksi) -0.81 -0.40 Bot Stress (ksi) 2.32 2.12 Allowable (ksi) 1 2.70 1 2.70 4.3.1.1.2 Beam 14 In this section, the dead load, live load, ultimate strength and stress at service checks are presented in tabular format followed by diagrams. In addition, miscellaneous design check results, such as camber calculation, reinforcement limit, interface shear and other checks are also included if the user selects these options when generating the report. page: 24 Report Generated by Smart Bridge Suite Ver 3.2 Group License Edition 4/9/2019 2:59 PM Licensed to Concrete Engineering Solutions, LLC Smart Bridge Tech, Inc,. 4.3.1.1.2.1 Dead Load Table (Beam 14) X-Shear I O.00L I 0.10E 1 0.20E 1 0.30E I 0.40E I 0.50E I 0.60E I 0.70E 1 0.80E 0.90E 1 1.00E I X-Shear X (ft) 1.63 0.00 4.06 8.12 12.17 16.23 20.29 24.35 28.41 32.46 36.52 40.58 38.96 Shear Shear due to Beam Weight (Kips) 12.89 14.01 11.21 8.41 5.61 2.80 0.00 -2.80 -5.61 -8.41 -11.21 -14.01 -12.89 Shear due to Slab and Haunch (Kips) 7.03 7.64 6.11 4.59 3.06 1.53 0.00 -1.53 -3.06 4.59 -6.11 -7.64 -7.03 Shear due to Barrier (Kips) 1.05 1.14 0.91 0.68 0.46 0.23 0.00 -0.23 -0.46 -0.68 -0.91 -1.14 -1.05 Shear due to Wearing Surface (Kips) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Shear due to Diaphragm (Kips) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Total Shear DC (Kips) 1 20.97 22.80 18.24 13.68 9.12 4.56 0.00 4.56 -9.12 -13.68 -18.24 -22.80 -20.97 DW (Kips) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Moment Moment due to Beam Weight (Kips-ft) 21.63 0.00 51.18 90.98 119.41 136.47 142.16 136.47 119.41 90.98 51.18 0.00 21.63 Moment due to Slab and Haunch (Kips-ft) 11.80 0.00 27.91 49.63 65.13 74.44 77.54 74.44 65.13 49.63 27.91 0.00 11.80 Moment due to Barrier (Kips-ft) 1.76 0.00 4.17 7.41 9.72 11.11 11.57 11.11 9.72 7.41 4.17 0.00 1.76 Moment due to Wearing Surface (Kips-ft) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Moment due to Diaphragm (Kips-ft) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Total Moment DC (Kips-ft) 1 35.19 0.00 83.26 148.02 194.27 222.02 231.27 222.02 194.27 148.02 83.26 0.00 35.19 DW (Kips-ft) 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 page: 25 Report Generated by Smart Bridge Suite Ver 3.2 Group License Edition 4/9/2019 2:59 PM Licensed to Concrete Engineering Solutions, LLC Smart Bridge Tech, Inc,. 250 200 a Y 150 vi c E 100 0 50 0 Span1-Girder14: Dead Load (Moment) Mg —dr--- Ms Mb Mws Mdiaphragm --A-- Total MDC Total MDW 0 10 20 30 40 50 Distance along girder, ft. Span1-Girder14: Dead Load (Shear) Vg —A— Vs Vb —8— Vws Vdiaphragm --IK— Total VDC Total VDW 30 20 --------------------------------- ------------------ ------------------- ------------------ I I I I a Y I I I 0 -10------------------------------------ 1--------------- ---- - - ------'------------------ �I I I I �I -------- - ------------------- I I I I I -30 0 10 20 30 40 50 Distance along girder, ft. page: 26 Report Generated by Smart Bridge Suite Ver 3.2 Group License Edition 4/9/2019 2:59 PM Licensed to Concrete Engineering Solutions, LLC Smart Bridge Tech, Inc,. 4.3.1.1.2.2 Design Vehicle (Beam 14) Section X-Shear 0.01- 0.11- 0.21- 0.31- 0.41- 0.51- 0.61- 0.71- 0.81- 0.91- 1.01- X-Shear x (ft) 1.63 0.00 4.06 8.12 12.17 16.23 20.29 24.35 28.41 32.46 36.52 40.58 38.96 +ve M(LT)(kip-ft) 36 0 84 143 178 196 197 196 178 143 84 0 36 +ve M(LL)(kip-ft) 7 0 15 27 36 41 43 41 36 27 15 0 7 +ve V (LT)(kips) 22.655 23.833 20.787 17.637 14.592 11.878 9.697 7.564 5.384 3.250 1.371 0.000 0.543 Live Load +ve V (LL)(kips) 3.884 4.213 3.413 2.696 2.064 1.517 1.053 0.674 0.379 0.169 0.042 0.000 0.008 -ve V(LT) (kips) -0.543 0.000 -1.371 -3.250 -5.384 -7.564 -9.697 -11.878 -14.592 -17.637 -20.787 -23.833 -22.655 -ve V(LL) (kips) -0.008 0.000 -0.042 -0.169 -0.379 -0.674 -1.053 -1.517 -2.064 -2.696 -3.413 -4.213 -3.884 DFM (single lane) 0.226 0.226 0.226 0.226 0.226 0.226 0.226 0.226 0.226 0.226 0.226 0.226 0.226 DFM (multi -lane) 0.324 0.324 0.324 0.324 0.324 0.324 0.324 0.324 0.324 0.324 0.324 0.324 0.324 Distribution DFM (final) 0.324 0.324 0.324 0.324 0.324 0.324 0.324 0.324 0.324 0.324 0.324 0.324 0.324 Factor DFV (single lane) 0.226 0.226 0.226 0.226 0.226 0.226 0.226 0.226 0.226 0.226 0.226 0.226 0.226 DFV (multi -lane) 0.324 0.324 0.324 0.324 0.324 0.324 0.324 0.324 0.324 0.324 0.324 0.324 0.324 DFV (final) 0.324 0.324 0.324 0.324 0.324 0.324 0.324 0.324 0.324 0.324 0.324 0.324 0.324 Flexural +ve Mu(kip-ft) 119 - 279 484 617 692 709 692 617 484 279 - 119 Strength +ve q) Mn (kip-ft) 383 805 1054 1179 1182 1183 1182 1179 1054 805 383 Vu (kips) 72.658 - 65.147 52.681 40.546 29.140 18.814 29.140 40.546 52.681 65.147 - 72.658 Shear Strength +,#Vn(kips) 347.492 - 306.756 291.397 291.397 291.397 291.397 291.397 291.397 291.397 306.756 - 347.492 stress (ksi) 0.062 0.378 0.890 1.290 1.531 1.611 1.531 1.290 0.890 0.378 0.062 D: Girder Top allowable (ksi) 2.475 - 2.475 2.475 2.475 2.475 2.475 2.475 2.475 2.475 2.475 - 2.475 stress (ksi) 0.119 - 0.511 1.118 1.576 1.848 1.932 1.848 1.576 1.118 0.511 - 0.119 D+L: Girder Top allowable (ksi) 3.300 3.300 3.300 3.300 3.300 3.300 3.300 3.300 3.300 3.300 3.300 0.5D+L: Girder stress (ksi) -0.034 - 0.150 0.477 0.734 0.886 0.930 0.886 0.734 0.477 0.150 - -0.034 Top allowable (ksi) 2.200 - 2.200 2.200 2.200 2.200 2.200 2.200 2.200 2.200 2.200 - 2.200 stress (ksi) 0.007 0.017 0.030 0.039 0.045 0.046 0.045 0.039 0.030 0.017 0.007 D: Slab Top allowable (ksi) 2.475 - 2.475 2.475 2.475 2.475 2.475 2.475 2.475 2.475 2.475 - 2.475 stress (ksi) 0.179 0.417 0.715 0.897 0.996 1.010 0.996 0.897 0.715 0.417 0.179 D+L: Slab Top allowable (ksi) 3.300 3.300 3.300 3.300 3.300 3.300 3.300 3.300 3.300 3.300 3.300 stress (ksi) 0.174 - 0.405 0.693 0.867 0.963 0.976 0.963 0.867 0.693 0.405 - 0.174 0.5D+L: Slab Top allowable (ksi) 2.200 - 2.200 2.200 2.200 2.200 2.200 2.200 2.200 2.200 2.200 - 2.200 stress (ksi) 1.187 1.253 0.701 0.156 -0.163 -0.255 -0.163 0.156 0.701 1.253 1.187 D+0.80L: Girder Bot allowable (Inv,ksi) -0.445 - -0.445 -0.445 -0.445 -0.445 -0.445 -0.445 -0.445 -0.445 -0.445 - -0.445 allowable (Op,ksi) -0.556 -0.556 -0.556 -0.556 -0.556 -0.556 -0.556 -0.556 -0.556 -0.556 -0.556 STR I Flex (Inv) 4.519 4.013 2.909 2.506 2.180 2.128 2.180 2.506 2.909 4.013 4.519 STR I Flex (op) 5.858 - 5.202 3.771 3.248 2.826 2.759 2.826 3.248 3.771 5.202 - 5.858 STR I -Shear (Inv) 6.918 6.705 7.709 9.606 12.188 15.489 12.188 9.606 7.709 6.705 6.918 Load Rating STR I -Shear (op) 8.967 1 8.692 9.993 12.452 15.799 20.078 15.799 12.452 9.993 8.692 1 8.967 Service III (inv) 12.842 - 6.295 3.087 1.876 1.369 1.247 1.369 1.876 3.087 6.295 - 12.842 Service III (op) 13.648 6.641 3.289 2.037 1.515 1.390 1.515 2.037 3.289 6.641 13.648 Service 1 12.768 5.472 3.187 2.543 2.288 2.258 2.288 2.543 3.187 5.472 12.768 #:Based on AASHTO LRFD 4.6.2.2.3a, the values I and/or J do not comply with the limitations, so the distribution factor for shear is taken as that for moment. page: 27 Report Generated by Smart Bridge Suite Ver 3.2 Group License Edition 4/9/2019 2:59 PM Licensed to Concrete Engineering Solutions, LLC Smart Bridge Tech, Inc,. 4.3.1.1.2.3 Permit Vehicle: FL120 (Beam 14) Section X-Shear 0.01- 0.11- 0.21- 0.31- 0.41- 0.51- 0.61- 0.71- 0.81- 0.91- 1.01- X-Shear x (ft) 1.63 0.00 4.06 8.12 12.17 16.23 20.29 24.35 28.41 32.46 36.52 40.58 38.96 +ve M(LT)(kip-ft) 61 0 141 239 296 326 324 326 296 239 141 0 61 +ve M(LL) (kip-ft) 0 0 0 0 0 0 0 0 0 0 0 0 0 +ve V(LT)(kips) 37.744 39.706 34.630 29.380 24.304 19.584 14.920 10.411 6.841 4.586 2.254 0.000 0.872 Live Load +ve V(LL) (kips) 0.000 0.0001 0.000 0.0001 0.000 0.0001 0.000 0.0001 0.000 0.0001 0.000 0.0001 0.000 -ve V(LT)(kips) -0.872 0.000 -2.254 4.586 -6.841 -10.411 -14.920 -19.584 -24.304 -29.380 -34.630 -39.706 -37.744 -ve V(LL) (kips) 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 DFM (single lane) 0.226 0.226 0.226 0.226 0.226 0.226 0.226 0.226 0.226 0.226 0.226 0.226 0.226 DFM (multi -lane) 0.324 0.324 0.324 0.324 0.324 0.324 0.324 0.324 0.324 0.324 0.324 0.324 0.324 Distribution DFM (final) 0.324 0.324 0.324 0.324 0.324 0.324 0.324 0.324 0.324 0.324 0.324 0.324 0.324 Factor DFV (single lane) 0.226 0.226 0.226 0.226 0.226 0.226 0.226 0.226 0.226 0.226 0.226 0.226 0.226 DFV (multi -lane) 0.324 0.324 0.324 0.324 0.324 0.324 0.324 0.324 0.324 0.324 0.324 0.324 0.324 DFV (final) 0.324 0.324 0.324 0.324 0.324 0.324 0.324 0.324 0.324 0.324 0.324 0.324 0.324 Flexural +ve Mu(kip-ft) 126 - 294 508 642 718 726 718 642 508 294 - 126 Strength +ve q) Mn (kip-ft) 383 805 1054 1179 1182 1183 1182 1179 1054 805 383 Vu (kips) 77.168 - 69.548 56.761 44.209 32.138 20.142 32.138 44.209 56.761 69.548 - 77.168 Shear Strength +,#Vn(kips) 347.492 - 306.756 291.397 291.397 291.397 291.397 291.397 291.397 291.397 306.756 - 347.492 stress (ksi) 0.062 0.378 0.890 1.290 1.531 1.611 1.531 1.290 0.890 0.378 0.062 D: Girder Top allowable (ksi) 2.475 - 2.475 2.475 2.475 2.475 2.475 2.475 2.475 2.475 2.475 - 2.475 stress (ksi) 0.143 0.566 1.209 1.686 1.967 2.044 1.967 1.686 1.209 0.566 0.143 D+L: Girder Top allowable (ksi) 3.300 3.300 3.300 3.300 3.300 3.300 3.300 3.300 3.300 3.300 3.300 0.5D+L: Girder stress (ksi) -0.010 - 0.205 0.568 0.845 1.006 1.042 1.006 0.845 0.568 0.205 - -0.010 Top allowable (ksi) 2.200 - 2.200 2.200 2.200 2.200 2.200 2.200 2.200 2.200 2.200 - 2.200 stress (ksi) 0.007 0.017 0.030 0.039 0.045 0.046 0.045 0.039 0.030 0.017 0.007 D: Slab Top allowable (ksi) 2.475 - 2.475 2.475 2.475 2.475 2.475 2.475 2.475 2.475 2.475 - 2.475 stress (ksi) 0.250 0.581 0.989 1.227 1.356 1.347 1.356 1.227 0.989 0.581 0.250 D+L: Slab Top allowable (ksi) 3.300 3.300 3.300 3.300 3.300 3.300 3.300 3.300 3.300 3.300 3.300 stress (ksi) 0.245 - 0.568 0.967 1.198 1.322 1.312 1.322 1.198 0.967 0.568 - 0.245 0.5D+L: Slab Top allowable (ksi) 2.200 - 2.200 2.200 2.200 2.200 2.200 2.200 2.200 2.200 2.200 - 2.200 D+0.80L: Girder stress (ksi) 1.130 1.122 0.482 -0.109 -0.451 -0.524 -0.451 -0.109 0.482 1.122 1.130 Bot allowable (ksi) -0.556 - -0.556 -0.556 -0.556 -0.556 -0.556 -0.556 -0.556 -0.556 -0.556 - -0.556 STR II-Pos Flex 4.146 - 3.692 2.695 2.344 2.051 2.045 2.051 2.344 2.695 3.692 - 4.146 STR 11-Shear 6.305 6.074 6.916 8.534 10.806 14.467 10.806 8.534 6.916 6.074 6.305 Load Rating Service 1 9.035 - 3.884 2.278 1.835 1.661 1.674 1.661 1.835 2.278 3.884 - 9.035 Service III 9.658 - 4.714 2.351 1.470 1.100 1.031 1.100 1.470 2.351 4.714 - 9.658 #:Based on AASHTO LRFD 4.6.2.2.3a, the values I and/or J do not comply with the limitations, so the distribution factor for shear is taken as that for moment. page: 28 Report Generated by Smart Bridge Suite Ver 3.2 Group License Edition 4/9/2019 2:59 PM Licensed to Concrete Engineering Solutions, LLC Smart Bridge Tech, Inc,. Span1-Girder14: Live Load (+ve Mmoment) DesignVehicle FL120 400 350 - - - -------------------}-- 300------------------------------------------------ - -------------------'------------ Y250--------------- ------------------------------------- --- --------------- 7--------------- 200---------------------------------------------------- ------ --------------------------- W 0 150------- ---- - -------------------- ------ --- ------'------------------ 100 ---- - - -------------------------------- ---------------- 50 --------------- L------------------ L-------------------------------- 0 0 10 20 30 40 Distance along girder, ft Span1-Girder14: Live Load (Shear) —e— +ve V(DesignVehicle) -ve V(DesignVehicle) f +ve V(FL120) --- 19- -ve V(FL120) 50 40 ---------------------- ------------'------------------'------------------------------- a Y 10 vi L -20 -------------------------------------'------ ---------- ------------------------------- -30 -40 0 10 20 30 40 Distance along girder, ft 1400 1200 1000 a Y 800 c E 600 0 400 200 0 Span1-Girder14: Flexural Strength Check —*-- Mr --a— Mu (DesignVehicle) t Mu (FL120) --------------- ---------------------------------------- -- - - - - ---------------- I---- ---------------------- 11 ------------- 50 50 0 10 20 30 40 Distance along girder, ft page: 29 Report Generated by Smart Bridge Suite Ver 3.2 Group License Edition 4/9/2019 2:59 PM Licensed to Concrete Engineering Solutions, LLC Smart Bridge Tech, Inc,. 400 350 300 s 250 m 200 r 150 U) 100 50 0 Span1-Girder14: Shear Strength Check Vr(Positive moment region) --- (B.— Vu (DesignVehicle) 0.— Vu (FL120) I I I - � I 6 � i3 6 � I � --------------------------------------------------------------------- ---------------------- --------------------------------------------------------------------- ---------------------- I I I ---------------------------------------------- ------------------------------------------------------------------------------------------- --------------- ------ 0 10 20 30 40 Distance along girder, ft Span1-Girder14: Service III Stress Check Service III Allow (Inv) --.D— Service III Allow (Op) t Service III (DesignVehicle) �— Service III (FL120) 1.5 I I I I I 1.0---------- -----------1----- --- J---------- 1-------- -- - I I f/1 I I I 2- Y 0.5 I I I � I I Z 0.0 --- ---------- -------=-------------- ----- -- I I I I 0.5 -- ---- ------- - --------It --------- - ------------- -1.0 4.0 3.5 3.0 W Y 2.5 2.0 D 1.5 1.0 0.5 0.0 0 10 20 30 Distance along girder, ft Span1-Girder14: Service I Stress Check —� Service I Allow Service I (DesignVehicle) Service I (FL120) 40 -------- ------'------------------------'------ -------------------------------- I I I I I I _______________________L_______________________L_______________________I________________________ I I I I I I 0 10 20 30 40 Distance along girder, ft page: 30 Report Generated by Smart Bridge Suite Ver 3.2 Group License Edition 4/9/2019 2:59 PM Licensed to Concrete Engineering Solutions, LLC Smart Bridge Tech, Inc,. 4.3.1.1.2.4 Other Design Checks (1) Camber Due to Dead Load Camber Calculation Method: Improved Multiplier Method (PCI). At Transfer At Erection At Service Before Deck Placement After Deck Placement Camber Due to Prestress (In) 2.167 4.993 4.993 Deflection Due to Girder (In) -1.436 -3.257 -3.257 Deflection Due to Slab (In) - - -0.643 Deflection Due to WS & Barrier (In) -0.028 Deflection Due to Other Load on Plain Girder (In) 0.000 Deflection Due to Other Load on Composite Girder (In) 0.000 Total Camber (In) 0.731 1.736 1.065 The deflection due to Live Load + Impact: -0.217 inch (ll) Limits of reinforcement are satisfied. (lll) Longitudinal reinforcement requirement (LRFD 5.8.3.5) At Sections Tension Steel Requirement (LRFD 5.8.3.5) X-Shear 0.1L 0.21- 0.31- 0.41- 0.51- 0.61- 0.71- 0.81- 0.91- X-Shear X (ft) 1.63 4.06 8.12 12.17 16.23 20.29 24.35 28.41 32.46 36.52 38.96 Required Tension (kips) 24.05 213.76 431.01 561.01 634.90 650.80 634.90 561.01 431.01 213.76 24.05 Provided Tension (kips) 460.97 726.05 987.28 1128.25 1141.23 1148.68 1141.23 1128.25 987.28 726.05 460.97 Needed Tension (kips) 0.00 0.00 0.00 1 0.00 0.00 1 0.00 0.00 0.00 0.00 1 0.00 0.00 At Bearing The longitudinal reinforcement requirements are satisfied at bearing. (IV) The bursting resistance is satisfied. (V) Interface shear transfer Vertical Interface Shear Reinforcement Requirement X-Shear 0.11- 0.21- 0.31- 0.41- 0.51- 0.61- 0.71- 0.81- 0.91- X-Shear X (ft) 1.63 4.06 8.12 12.17 16.23 20.29 24.35 28.41 32.46 36.52 38.96 Actural Av (inchA2/ft) 0.80 0.60 0.48 0.48 0.48 0.48 0.48 0.48 0.48 0.60 0.80 Required Av (inchA2/ft) -0.18 -0.23 -0.41 -0.58 -0.74 -0.87 -0.74 -0.58 -0.41 -0.23 -0.18 Min Av (inch A2/ft) 0.55 0.55 0.55 0.55 0.55 0.55 0.55 0.55 0.55 0.55 0.55 Max Av (inch A2/ft) 13.35 13.35 13.35 13.35 13.35 13.35 13.35 13.35 13.35 13.35 13.35 (VI) Stress check at transfer X-Shear 0.11- 0.21- 0.31- 0.41- 0.51- 0.61- 0.71- 0.81- 0.91- X-Shear X (ft) 1.63 4.06 8.12 12.17 16.23 20.29 24.35 28.41 32.46 36.52 38.96 Top Stress (ksi) -0.14 0.13 0.43 0.69 0.84 0.90 0.84 0.69 0.43 0.13 -0.14 Bot Stress (ksi) 2.42 2.15 2.07 1.82 1.66 1.61 1.66 1.82 2.07 2.15 2.42 Tension Allow. (ksi) -0.81 -0.81 -0.40 -0.40 -0.40 -0.40 -0.40 -0.40 -0.40 -0.81 -0.81 page: 31 Report Generated by Smart Bridge Suite Ver 3.2 Group License Edition 4/9/2019 2:59 PM Licensed to Concrete Engineering Solutions, LLC Smart Bridge Tech, Inc,. Comp. Allowable (ksi) 2.70 2.70 2.70 2.70 2.70 2.70 2.70 2.70 2.70 2.70 2.70 (V11) Maximum Spacing of Transverse Reinforcement X-Shear 0.1L 0.21- 0.31- 0.4L 0.51- 0.61- 0.71L 0.81- 0.91- X-Shear X (ft) 1.63 4.06 8.12 12.17 16.23 20.29 24.35 28.41 32.46 36.52 38.96 vu 0.10 0.10 0.08 0.06 0.04 0.03 0.04 0.06 0.08 0.10 0.10 s_Max (inch) 11.50 10.88 10.80 10.80 10.80 10.80 10.80 10.80 10.80 10.88 11.50 Actual s (inch) 6.00 8.00 10.00 10.00 10.00 10.00 10.00 10.00 10.00 8.00 6.00 (Vlll) Stress check at transfer(harping and debonding sections) X (ft) 2.50 7.50 Top Stress (ksi) -0.04 0.38 Allowable (ksi) -0.81 -0.40 Bot Stress (ksi) 2.32 2.12 Allowable (ksi) 1 2.70 1 2.70 4.3.1.1.3 Beam 16 In this section, the dead load, live load, ultimate strength and stress at service checks are presented in tabular format followed by diagrams. In addition, miscellaneous design check results, such as camber calculation, reinforcement limit, interface shear and other checks are also included if the user selects these options when generating the report. page: 32 Report Generated by Smart Bridge Suite Ver 3.2 Group License Edition 4/9/2019 2:59 PM Licensed to Concrete Engineering Solutions, LLC Smart Bridge Tech, Inc,. 4.3.1.1.3.1 Dead Load Table (Beam 16) X-Shear 1 0.001- 1 0.10E 1 0.20E I 0.30E I 0.40E I 0.50E I 0.60E I 0.70E 1 0.80E 1 0.90E 1 1.00E 1 X-Shear X (ft) 1.63 0.00 4.06 8.12 12.17 16.23 20.29 24.35 28.41 32.46 36.52 40.58 38.96 Shear Shear due to Beam Weight (Kips) 12.48 13.57 10.86 8.14 5.43 2.71 0.00 -2.71 -5.43 -8.14 -10.86 -13.57 -12.48 Shear due to Slab and Haunch (Kips) 6.86 7.45 5.96 4.47 2.98 1.49 0.00 -1.49 -2.98 -4.47 -5.96 -7.45 -6.86 Shear due to Barrier (Kips) 1.05 1.14 0.91 0.68 0.46 0.23 0.00 -0.23 -0.46 -0.68 -0.91 -1.14 -1.05 Shear due to Wearing Surface (Kips) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Shear due to Diaphragm (Kips) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Total Shear DC (Kips) 20.39 22.16 17.73 13.30 8.87 4.43 0.00 -4.43 -8.87 -13.30 -17.73 -22.16 -20.39 DW (Kips) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Moment Moment due to Beam Weight (Kips-ft) 20.95 0.00 49.56 88.10 115.63 132.15 137.66 132.15 115.63 88.10 49.56 0.00 20.95 Moment due to Slab and Haunch (Kips-ft) 11.51 0.00 27.22 48.39 63.51 72.58 75.61 72.58 63.51 48.39 27.22 0.00 11.51 Moment due to Barrier (Kips-ft) 1.76 0.00 4.17 7.41 9.72 11.11 11.57 11.11 9.72 7.41 4.17 0.00 1.76 Moment due to Wearing Surface (Kips-ft) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Moment due to Diaphragm (Kips-ft) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Total Moment DC (Kips-ft) 34.21 0.00 80.94 143.90 188.87 215.85 224.84 215.85 188.87 143.90 80.94 0.00 34.21 DW (Kips-ft) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 page: 33 Report Generated by Smart Bridge Suite Ver 3.2 Group License Edition 4/9/2019 2:59 PM Licensed to Concrete Engineering Solutions, LLC Smart Bridge Tech, Inc,. Span1-Girder16: Dead Load (Moment) Mg Ms Mb Mws Mdiaphragm Total MDC Total MDW 250 200------------------ L ------------------------L---------- a 0 50 --- - ------ -----------------------+-- ------ - 0 0 10 20 30 Distance along girder, ft. Span1-Girder16: Dead Load (Shear) Vg —A— Vs Vb Vws Vdiaphragm --II— Total VDC Total VDW 40 30 20 ---------------------------------- ------------------ ------------------- ------------------ I I I I a Y I I I 0 10------------------------------------1--------------- ----- -- ------'------------------ 20 -----------------; �- - -I------------------ r - � � � I I -30 0 10 20 30 40 Distance along girder, ft. 50 50 page: 34 Report Generated by Smart Bridge Suite Ver 3.2 Group License Edition 4/9/2019 2:59 PM Licensed to Concrete Engineering Solutions, LLC Smart Bridge Tech, Inc,. 4.3.1.1.3.2 Design Vehicle (Beam 16) Section X-Shear 0.01- 0.11- 0.21- 0.31- 0.41- 0.51- 0.61- 0.71- 0.81- 0.91- 1.01- X-Shear x (ft) 1.63 0.00 4.06 8.12 12.17 16.23 20.29 24.35 28.41 32.46 36.52 40.58 38.96 +ve M(LT)(kip-ft) 35 0 82 140 173 191 192 191 173 140 82 0 35 +ve M(LL) (kip-ft) 6 0 15 27 35 40 42 40 35 27 15 0 6 +ve V (LT)(kips) 22.089 23.237 20.267 17.196 14.227 11.581 9.455 7.375 5.249 3.169 1.337 0.000 0.529 Live Load +ve V (LL)(kips) 3.787 4.108 1 3.327 2.629 1 2.013 1.479 1 1.027 0.657 1 0.370 0.164 1 0.041 0.0001 0.008 -ve V(LT) (kips) -0.529 0.000 -1.337 -3.169 -5.249 -7.375 -9.455 -11.581 -14.227 -17.196 -20.267 -23.237 -22.089 -ve V(LL) (kips) -0.008 0.000 -0.041 -0.164 -0.370 -0.657 -1.027 -1.479 -2.013 -2.629 -3.327 -4.108 -3.787 DFM (single lane) 0.223 0.223 0.223 0.223 0.223 0.223 0.223 0.223 0.223 0.223 0.223 0.223 0.223 DFM (multi -lane) 0.316 0.316 0.316 0.316 0.316 0.316 0.316 0.316 0.316 0.316 0.316 0.316 0.316 Distribution DFM (final) 0.316 0.316 0.316 0.316 0.316 0.316 0.316 0.316 0.316 0.316 0.316 0.316 0.316 Factor DFV (single lane) 0.223 0.223 0.223 0.223 0.223 0.223 0.223 0.223 0.223 0.223 0.223 0.223 0.223 DFV (multi -lane) 0.316 0.316 0.316 0.316 0.316 0.316 0.316 0.316 0.316 0.316 0.316 0.316 0.316 DFV (final) 0.316 0.316 0.316 0.316 0.316 0.316 0.316 0.316 0.316 0.316 0.316 0.316 0.316 Flexural +ve Mu(kip-ft) 116 - 271 471 600 674 691 674 600 471 271 - 116 Strength +ve q) Mn (kip-ft) 380 799 1047 1154 1156 1158 1156 1154 1047 799 380 Vu (kips) 70.767 - 63.453 51.315 39.500 28.395 18.343 28.395 39.500 51.315 63.453 - 70.767 Shear Strength +,#Vn (kips) 339.147 - 298.501 283.834 283.834 283.834 283.834 283.834 283.834 283.834 298.501 - 339.147 stress (ksi) 0.056 0.370 0.883 1.284 1.525 1.606 1.525 1.284 0.883 0.370 0.056 D: Girder Top allowable (ksi) 2.475 - 2.475 2.475 2.475 2.475 2.475 2.475 2.475 2.475 2.475 - 2.475 stress (ksi) 0.113 - 0.504 1.111 1.570 1.842 1.926 1.842 1.570 1.111 0.504 - 0.113 D+L: Girder Top allowable (ksi) 3.300 3.300 3.300 3.300 3.300 3.300 3.300 3.300 3.300 3.300 3.300 0.5D+L: Girder stress (ksi) -0.040 - 0.142 0.468 0.726 0.878 0.922 0.878 0.726 0.468 0.142 - -0.040 Top allowable (ksi) 2.200 - 2.200 2.200 2.200 2.200 2.200 2.200 2.200 2.200 2.200 - 2.200 stress (ksi) 0.007 0.017 0.031 0.040 0.046 0.048 0.046 0.040 0.031 0.017 0.007 D: Slab Top allowable (ksi) 2.475 - 2.475 2.475 2.475 2.475 2.475 2.475 2.475 2.475 2.475 - 2.475 stress (ksi) 0.180 0.418 0.718 0.899 0.999 1.014 0.999 0.899 0.718 0.418 0.180 D+L: Slab Top allowable (ksi) 3.300 3.300 3.300 3.300 3.300 3.300 3.300 3.300 3.300 3.300 3.300 stress (ksi) 0.174 - 0.406 0.695 0.869 0.965 0.978 0.965 0.869 0.695 0.406 - 0.174 0.5D+L: Slab Top allowable (ksi) 2.200 - 2.200 2.200 2.200 2.200 2.200 2.200 2.200 2.200 2.200 - 2.200 stress (ksi) 1.229 1.311 0.762 0.216 -0.105 -0.196 -0.105 0.216 0.762 1.311 1.229 D+0.80L: Girder BOt allowable (Inv,ksi) -0.445 -0.445 -0.445 -0.445 -0.445 -0.445 -0.445 -0.445 -0.445 -0.445 -0.445 allowable (Op,ksi) -0.556 -0.556 -0.556 -0.556 -0.556 -0.556 -0.556 -0.556 -0.556 -0.556 -0.556 STR I Flex (Inv) 4.617 4.100 2.977 2.519 2.192 2.140 2.192 2.519 2.977 4.100 4.617 STR I Flex (op) 5.986 - 5.315 3.859 3.265 2.842 2.775 2.842 3.265 3.859 5.315 - 5.986 STR I -Shear (Inv) 6.927 - 6.693 7.702 9.598 12.177 15.474 12.177 9.598 7.702 6.693 - 6.927 Load Rating STR I -Shear (op) 8.979 1 8.676 9.984 12.441 15.785 20.058 15.785 12.441 9.984 8.676 1 8.979 Service III (inv) 13.087 - 6.448 3.188 1.957 1.444 1.320 1.444 1.957 3.188 6.448 - 13.087 Service III (op) 13.888 6.793 3.389 2.118 1.589 1.463 1.589 2.118 3.389 6.793 13.888 Service 1 12.742 5.461 3.180 2.537 2.283 2.253 2.283 2.537 3.180 5.461 12.742 #:Based on AASHTO LRFD 4.6.2.2.3a, the values I and/or J do not comply with the limitations, so the distribution factor for shear is taken as that for moment. page: 35 Report Generated by Smart Bridge Suite Ver 3.2 Group License Edition 4/9/2019 2:59 PM Licensed to Concrete Engineering Solutions, LLC Smart Bridge Tech, Inc,. 4.3.1.1.3.3 Permit Vehicle: FL120 (Beam 16) Section X-Shear 0.01- 0.11- 0.21- 0.31- 0.41- 0.51- 0.61- 0.71- 0.81- 0.91- 1.01- X-Shear x (ft) 1.63 0.00 4.06 8.12 12.17 16.23 20.29 24.35 28.41 32.46 36.52 40.58 38.96 +ve M(LT)(kip-ft) 59 0 137 233 288 318 316 318 288 233 137 0 59 +ve M(LL) (kip-ft) 0 0 0 0 0 0 0 0 0 0 0 0 0 +ve V(LT) (kips) 36.800 38.713 33.764 28.645 23.697 19.095 14.547 10.151 6.670 4.472 2.198 0.000 0.850 Live Load +ve V(LL) (kips) 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 -ve V(LT) (kips) -0.850 0.000 -2.198 4.472 -6.670 -10.151 -14.547 -19.095 -23.697 -28.645 -33.764 -38.713 -36.800 -ve V(LL) (kips) 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 DFM (single lane) 0.223 0.223 0.223 0.223 0.223 0.223 0.223 0.223 0.223 0.223 0.223 0.223 0.223 DFM (multi -lane) 0.316 0.316 0.316 0.316 0.316 0.316 0.316 0.316 0.316 0.316 0.316 0.316 0.316 Distribution DFM (final) 0.316 0.316 0.316 0.316 0.316 0.316 0.316 0.316 0.316 0.316 0.316 0.316 0.316 Factor DFV (single lane) 0.223 0.223 0.223 0.223 0.223 0.223 0.223 0.223 0.223 0.223 0.223 0.223 0.223 DFV (multi -lane) 0.316 0.316 0.316 0.316 0.316 0.316 0.316 0.316 0.316 0.316 0.316 0.316 0.316 DFV (final) 0.316 0.316 0.316 0.316 0.316 0.316 0.316 0.316 0.316 0.316 0.316 0.316 0.316 Flexural +ve Mu(kip-ft) 122 - 286 494 626 700 707 700 626 494 286 - 122 Strength +ve q) Mn (kip-ft) 380 799 1047 1154 1156 1158 1156 1154 1047 799 380 Vu (kips) 75.164 - 67.745 55.293 43.072 31.318 19.638 31.318 43.072 55.293 67.745 - 75.164 Shear Strength +,#Vn (kips) 339.147 - 298.501 283.834 283.834 283.834 283.834 283.834 283.834 283.834 298.501 - 339.147 stress (ksi) 0.056 0.370 0.883 1.284 1.525 1.606 1.525 1.284 0.883 0.370 0.056 D: Girder Top allowable (ksi) 2.475 - 2.475 2.475 2.475 2.475 2.475 2.475 2.475 2.475 2.475 - 2.475 stress (ksi) 0.137 0.558 1.202 1.680 1.962 2.038 1.962 1.680 1.202 0.558 0.137 D+L: Girder Top allowable (ksi) 3.300 3.300 3.300 3.300 3.300 3.300 3.300 3.300 3.300 3.300 3.300 0.5D+L: Girder stress (ksi) -0.016 - 0.197 0.559 0.836 0.997 1.034 0.997 0.836 0.559 0.197 - -0.016 Top allowable (ksi) 2.200 - 2.200 2.200 2.200 2.200 2.200 2.200 2.200 2.200 2.200 - 2.200 stress (ksi) 0.007 0.017 0.031 0.040 0.046 0.048 0.046 0.040 0.031 0.017 0.007 D: Slab Top allowable (ksi) 2.475 - 2.475 2.475 2.475 2.475 2.475 2.475 2.475 2.475 2.475 - 2.475 stress (ksi) 0.251 0.583 0.992 1.231 1.359 1.351 1.359 1.231 0.992 0.583 0.251 D+L: Slab Top allowable (ksi) 3.300 1 3.300 3.300 3.300 3.300 3.300 3.300 3.300 3.300 3.300 3.300 stress (ksi) 0.245 - 0.570 0.969 1.200 1.325 1.315 1.325 1.200 0.969 0.570 - 0.245 0.5D+L: Slab Top allowable (ksi) 2.200 - 2.200 2.200 2.200 2.200 2.200 2.200 2.200 2.200 2.200 - 2.200 D+0.80L: Girder stress (ksi) 1.171 1.180 0.542 -0.050 -0.394 -0.467 -0.394 -0.050 0.542 1.180 1.171 Bot allowable (ksi) -0.556 - -0.556 -0.556 -0.556 -0.556 -0.556 -0.556 -0.556 -0.556 -0.556 - -0.556 STR II-Pos Flex 4.236 - 3.772 2.759 1 2.357 2.063 2.057 2.063 2.357 2.759 3.772 - 4.236 STR 11-Shear 6.314 6.062 6.910 8.526 10.796 14.453 10.796 8.526 6.910 6.062 6.314 Load Rating Service 1 9.017 - 3.876 2.273 1.831 1.657 1.670 1.657 1.831 2.273 3.876 - 9.017 Service III 9.828 - 4.821 2.422 1.529 1.153 1.085 1.153 1.529 2.422 4.821 - 9.828 #:Based on AASHTO LRFD 4.6.2.2.3a, the values I and/or J do not comply with the limitations, so the distribution factor for shear is taken as that for moment. page: 36 Report Generated by Smart Bridge Suite Ver 3.2 Group License Edition 4/9/2019 2:59 PM Licensed to Concrete Engineering Solutions, LLC Smart Bridge Tech, Inc,. Span1-Girder16: Live Load (+ve Mmoment) DesignVehicle FL120 350 300------------------ ---------------*----------- ------------- 250 ---------------- ---------------------- a 7I " 200----------- -----I------- N I I C 0 100 ---- - ---------------------------------------- 50 0 0 10 20 30 40 Distance along girder, ft Span1-Girder16: Live Load (Shear) --G.— +ve V(DesignVehicle) -ve V(DesignVehicle) f +ve V(FL120) --- 19— -ve V(FL120) 50 40 -------------------------------------'------------------'-------------------I------------ I I I I 30----------- r I a I I Y 10 y L I I I -20 -------------------------------------'------- ---------- ------------------------------ I I I I -30 I I I -40 0 10 20 30 40 Distance along girder, ft 1400 1200 1000 a Y 800 c E 600 0 400 200 0 0 Span1-Girder16: Flexural Strength Check —� Mr --a— Mu (DesignVehicle) t Mu (FL120) 50 50 ---------------------- ----------------- ---------------------------- I I I ________________I_______ I I I - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - I I I I I I I I I I I I I I I I I I I I 10 20 30 Distance along girder, ft 40 page: 37 Report Generated by Smart Bridge Suite Ver 3.2 Group License Edition 4/9/2019 2:59 PM Licensed to Concrete Engineering Solutions, LLC Smart Bridge Tech, Inc,. 400 350 300 s 250 In 200 m r 150 rn 100 50 0 1.5 1.0 -0.5 4.0 3.5 3.0 W Y 2.5 2.0 1.5 1.0 0.5 0.0 0 0 Span 1-Girder16: Shear Strength Check Vr(Positive moment region) --- (B.— Vu (DesignVehicle) 0.— Vu (FL120) ' I I b b b b b b dr ---------------------------------------------------------------------- ---------------------- ---------------------------------------------------------------------- ---------------------- I I ---------------------------------------------- - ---------------------- --------------------------------------------------------------- 10 20 Distance along girder, ft Span1-Girder16: Service III Stress Check Service III Allow (Inv) —&— Service III Allow (Op) t Service III (DesignVehicle) --- IP— Service III (FL120) 30 10 20 30 Distance along girder, ft Span1-Girder16: Service I Stress Check —� Service I Allow Service I (DesignVehicle) Service I (FL120) I I I -------- ------'------------ '------ ------------------'-------------- I I I I I � _______________________L_______________________L_______________________I_______________________ ----------------------- I I I 10 20 Distance along girder, ft 30 40 40 40 page: 38 Report Generated by Smart Bridge Suite Ver 3.2 Group License Edition 4/9/2019 2:59 PM Licensed to Concrete Engineering Solutions, LLC Smart Bridge Tech, Inc,. 4.3.1.1.3.4 Other Design Checks (1) Camber Due to Dead Load Camber Calculation Method: Improved Multiplier Method (PCI). At Transfer At Erection At Service Before Deck Placement After Deck Placement Camber Due to Prestress (In) 2.232 5.147 5.147 Deflection Due to Girder (In) -1.436 -3.257 -3.257 Deflection Due to Slab (In) - - -0.647 Deflection Due to WS & Barrier (In) -0.029 Deflection Due to Other Load on Plain Girder (In) 0.000 Deflection Due to Other Load on Composite Girder (In) 0.000 Total Camber (In) 0.796 1.890 1.214 The deflection due to Live Load + Impact: -0.218 inch (ll) Limits of reinforcement are satisfied. (lll) Longitudinal reinforcement requirement (LRFD 5.8.3.5) At Sections Tension Steel Requirement (LRFD 5.8.3.5) X-Shear 0.1L 0.21- 0.31- 0.41- 0.51- 0.61- 0.71- 0.81- 0.91- X-Shear X (ft) 1.63 4.06 8.12 12.17 16.23 20.29 24.35 28.41 32.46 36.52 38.96 Required Tension (kips) 21.18 207.18 418.40 544.98 616.94 632.40 616.94 544.98 418.40 207.18 21.18 Provided Tension (kips) 458.34 722.55 984.02 1125.08 1138.07 1145.50 1138.07 1125.08 984.02 722.55 458.34 Needed Tension (kips) 0.00 0.00 0.00 1 0.00 0.00 1 0.00 0.00 0.00 0.00 0.00 0.00 At Bearing The longitudinal reinforcement requirements are satisfied at bearing. (IV) The bursting resistance is satisfied. (V) Interface shear transfer Vertical Interface Shear Reinforcement Requirement X-Shear 0.11- 0.21- 0.31- 0.41- 0.51- 0.61- 0.71- 0.81- 0.91- X-Shear X (ft) 1.63 4.06 8.12 12.17 16.23 20.29 24.35 28.41 32.46 36.52 38.96 Actural Av (inchA2/ft) 0.80 0.60 0.48 0.48 0.48 0.48 0.48 0.48 0.48 0.60 0.80 Required Av (inchA2/ft) -0.17 -0.21 -0.39 -0.56 -0.71 -0.83 -0.71 -0.56 -0.39 -0.21 -0.17 Min Av (inch A2/ft) 0.54 0.54 0.54 0.54 0.54 0.54 0.54 0.54 0.54 0.54 0.54 Max Av (inch A2/ft) 12.93 12.93 12.93 12.93 12.93 12.93 12.93 12.93 12.93 12.93 12.93 (VI) Stress check at transfer X-Shear 0.11- 0.21- 0.31- 0.41- 0.51- 0.61- 0.71- 0.81- 0.91- X-Shear X (ft) 1.63 4.06 8.12 12.17 16.23 20.29 24.35 28.41 32.46 36.52 38.96 Top Stress (ksi) -0.15 0.12 0.42 0.68 0.83 0.88 0.83 0.68 0.42 0.12 -0.15 Bot Stress (ksi) 2.50 2.23 2.16 1.91 1.75 1.70 1.75 1.91 2.16 2.23 2.50 Tension Allow. (ksi) -0.81 -0.81 -0.40 -0.40 -0.40 -0.40 -0.40 -0.40 -0.40 -0.81 -0.81 page: 39 Report Generated by Smart Bridge Suite Ver 3.2 Group License Edition 4/9/2019 2:59 PM Licensed to Concrete Engineering Solutions, LLC Smart Bridge Tech, Inc,. Comp. Allowable (k,,)T 2.70 1 2.70 2.70 2.70 1 2.70 1 2.70 2.70 2.70 1 2.70 2.70 2.70 (VII) Maximum Spacing of Transverse Reinforcement X-Shear 0.1L 0.21- 0.31- 0.4L 0.51- 0.61- 0.71L 0.81- 0.91- X-Shear X (ft) 1.63 4.06 8.12 12.17 16.23 20.29 24.35 28.41 32.46 36.52 38.96 vu 0.10 0.10 0.08 0.06 0.04 0.03 0.04 0.06 0.08 0.10 0.10 s_Max (inch) 11.49 10.86 10.80 10.80 10.80 10.80 10.80 10.80 10.80 10.86 11.49 Actual s (inch) 6.00 8.00 10.00 10.00 10.00 10.00 10.00 10.00 10.00 8.00 6.00 (VIII) Stress check at transfer(harping and debonding sections) X (ft) 2.50 7.50 Top Stress (ksi) -0.05 0.37 Allowable (ksi) -0.81 -0.40 Bot Stress (ksi) 2.40 2.21 Allowable (ksi) 1 2.70 1 2.70 4.3.1.1.4 Reaction page: 40 Report Generated by Smart Bridge Suite Ver 3.2 Group License Edition 4/9/2019 2:59 PM Licensed to Concrete Engineering Solutions, LLC Smart Bridge Tech, Inc,. Reactions at the start and end of each girder are summarized in the following tables. DesignVehicle Girder 1 Girder 2 Girder 3 Start End Start End Start End Factor dead load reaction(kips) 28.70 28.70 28.57 28.57 28.57 28.57 Factor live load reaction(kips) 49.09 49.09 49.08 49.08 49.08 49.08 Factor total reaction(kips) 77.79 77.79 77.65 77.65 77.65 77.65 Serviced dead load reaction(kips) 22.96 22.96 22.85 22.85 22.85 22.85 Serviced live load reaction(kips) 28.05 28.05 28.05 28.05 28.05 28.05 Serviced total reaction(kips) 51.01 51.01 50.90 50.90 50.90 50.90 DesignVehicle Girder 4 Girder 5 Girder 6 Start End Start End Start End Factor dead load reaction(kips) 28.57 28.57 28.57 28.57 28.57 28.57 Factor live load reaction(kips) 49.08 49.08 49.08 49.08 49.08 49.08 Factor total reaction(kips) 77.65 77.65 77.65 77.65 77.65 77.65 Serviced dead load reaction(kips) 22.85 22.85 22.85 22.85 22.85 22.85 Serviced live load reaction(kips) 28.05 28.05 28.05 28.05 28.05 28.05 Serviced total reaction(kips) 50.90 50.90 50.90 50.90 50.90 50.90 DesignVehicle Girder 7 Girder 8 Girder 9 Start End Start End Start End Factor dead load reaction(kips) 28.57 28.57 28.57 28.57 28.57 28.57 Factor live load reaction(kips) 49.08 1 49.08 1 49.08 1 49.08 1 49.08 49.08 page: 41 Report Generated by Smart Bridge Suite Ver 3.2 Group License Edition 4/9/2019 2:59 PM Licensed to Concrete Engineering Solutions, LLC Smart Bridge Tech, Inc,. Factor total reaction(kips) 77.65 77.65 77.65 77.65 77.65 77.65 Serviced dead load reaction(kips) 22.85 22.85 22.85 22.85 22.85 22.85 Serviced live load reaction(kips) 28.05 28.05 28.05 28.05 28.05 28.05 Serviced total reaction(kips) 50.90 50.90 50.90 50.90 50.90 50.90 DesignVehicle Girder 10 Girder 11 Girder 12 Start End Start End Start End Factor dead load reaction(kips) 28.57 28.57 28.57 28.57 28.57 28.57 Factor live load reaction(kips) 49.08 49.08 49.08 49.08 49.08 49.08 Factor total reaction(kips) 77.65 77.65 77.65 77.65 77.65 77.65 Serviced dead load reaction(kips) 22.85 22.85 22.85 22.85 22.85 22.85 Serviced live load reaction(kips) 28.05 28.05 28.05 28.05 28.05 28.05 Serviced total reaction(kips) 50.90 50.90 50.90 50.90 50.90 50.90 DesignVehicle Girder 13 Girder 14 Girder 15 Start End Start End Start End Factor dead load reaction(kips) 28.57 28.57 28.50 28.50 27.79 27.79 Factor live load reaction(kips) 49.08 49.08 49.08 49.08 47.86 47.86 Factor total reaction(kips) 77.65 77.65 77.58 77.58 75.64 75.64 Serviced dead load reaction(kips) 22.85 22.85 22.80 22.80 22.23 22.23 Serviced live load reaction(kips) 28.05 28.05 28.05 28.05 27.35 27.35 Serviced total reaction(kips) 50.90 50.90 50.84 50.84 49.57 49.57 page: 42 Report Generated by Smart Bridge Suite Ver 3.2 Group License Edition 4/9/2019 2:59 PM Licensed to Concrete Engineering Solutions, LLC Smart Bridge Tech, Inc,. DesignVehicle Girder 16 Girder 17 Girder 18 Start End Start End Start End Factor dead load reaction(kips) 27.70 27.70 27.70 27.70 27.70 27.70 Factor live load reaction(kips) 47.85 47.85 47.85 47.85 47.85 47.85 Factor total reaction(kips) 75.56 75.56 75.56 75.56 75.56 75.56 Serviced dead load reaction(kips) 22.16 22.16 22.16 22.16 22.16 22.16 Serviced live load reaction(kips) 27.34 27.34 27.34 27.34 27.34 27.34 Serviced total reaction(kips) 49.51 49.51 49.51 49.51 49.51 49.51 DesignVehicle Girder 19 Girder 20 Girder 21 Start End Start End Start End Factor dead load reaction(kips) 27.70 27.70 27.70 27.70 27.70 27.70 Factor live load reaction(kips) 47.85 47.85 47.85 47.85 47.85 47.85 Factor total reaction(kips) 75.56 75.56 75.56 75.56 75.56 75.56 Serviced dead load reaction(kips) 22.16 22.16 22.16 22.16 22.16 22.16 Serviced live load reaction(kips) 27.34 27.34 27.34 27.34 27.34 27.34 Serviced total reaction(kips) 49.51 49.51 49.51 49.51 49.51 49.51 DesignVehicle Girder 22 Girder 23 Girder 24 Start End Start End Start End Factor dead load reaction(kips) 27.70 27.70 27.70 27.70 27.70 27.70 Factor live load reaction(kips) 47.85 47.85 1 47.85 1 47.85 1 47.85 47.85 Factor total reaction(kips) page: 43 Report Generated by Smart Bridge Suite Ver 3.2 Group License Edition 4/9/2019 2:59 PM Licensed to Concrete Engineering Solutions, LLC Smart Bridge Tech, Inc,. 75.56 75.56 75.56 75.56 75.56 75.56 Serviced dead load reaction(kips) 22.16 22.16 22.16 22.16 22.16 22.16 Serviced live load reaction(kips) 27.34 27.34 27.34 27.34 27.34 27.34 Serviced total reaction(kips) 49.51 49.51 49.51 49.51 49.51 49.51 DesignVehicle Girder 25 Girder 26 Girder 27 Start End Start End Start End Factor dead load reaction(kips) 27.70 27.70 27.70 27.70 27.70 27.70 Factor live load reaction(kips) 47.85 47.85 47.85 47.85 47.85 47.85 Factor total reaction(kips) 75.56 75.56 75.56 75.56 75.56 75.56 Serviced dead load reaction(kips) 22.16 22.16 22.16 22.16 22.16 22.16 Serviced live load reaction(kips) 27.34 27.34 27.34 27.34 27.34 27.34 Serviced total reaction(kips) 49.51 49.51 49.51 49.51 49.51 49.51 DesignVehicle Girder 28 - - Start End - - Factor dead load reaction(kips) 27.83 27.83 Factor live load reaction(kips) 47.86 47.86 Factor total reaction(kips) 75.68 75.68 Serviced dead load reaction(kips) 22.26 22.26 Serviced live load reaction(kips) 27.35 27.35 Serviced total reaction(kips) 49.61 49.61 page: 44 Report Generated by Smart Bridge Suite Ver 3.2 Group License Edition 4/9/2019 2:59 PM Licensed to Concrete Engineering Solutions, LLC Smart Bridge Tech, Inc,. FL120 Girder 1 Girder 2 Girder 3 Start End Start End Start End Factor dead load reaction(kips) 28.70 28.70 28.57 28.57 28.57 28.57 Factor live load reaction(kips) 53.61 53.61 53.61 53.61 53.61 53.61 Factor total reaction(kips) 82.31 82.31 82.17 82.17 82.17 82.17 Serviced dead load reaction(kips) 22.96 22.96 22.85 22.85 22.85 22.85 Serviced live load reaction(kips) 39.71 39.71 39.71 39.71 39.71 39.71 Serviced total reaction(kips) 62.67 62.67 62.56 62.56 62.56 62.56 FL120 Girder 4 Girder 5 Girder 6 Start End Start End Start End Factor dead load reaction(kips) 28.57 28.57 28.57 28.57 28.57 28.57 Factor live load reaction(kips) 53.61 53.61 53.61 53.61 53.61 53.61 Factor total reaction(kips) 82.17 82.17 82.17 82.17 82.17 82.17 Serviced dead load reaction(kips) 22.85 22.85 22.85 22.85 22.85 22.85 Serviced live load reaction(kips) 39.71 39.71 39.71 39.71 39.71 39.71 Serviced total reaction(kips) 62.56 62.56 62.56 62.56 62.56 62.56 FL120 Girder 7 Girder 8 Girder 9 Start End Start End Start End Factor dead load reaction(kips) 28.57 28.57 28.57 28.57 28.57 28.57 Factor live load reaction(kips) 53.61 53.61 1 53.61 1 53.61 1 53.61 53.61 Factor total reaction(kips) page: 45 Report Generated by Smart Bridge Suite Ver 3.2 Group License Edition 4/9/2019 2:59 PM Licensed to Concrete Engineering Solutions, LLC Smart Bridge Tech, Inc,. 82.17 82.17 82.17 82.17 82.17 82.17 Serviced dead load reaction(kips) 22.85 22.85 22.85 22.85 22.85 22.85 Serviced live load reaction(kips) 39.71 39.71 39.71 39.71 39.71 39.71 Serviced total reaction(kips) 62.56 62.56 62.56 62.56 62.56 62.56 FL120 Girder 10 Girder 11 Girder 12 Start End Start End Start End Factor dead load reaction(kips) 28.57 28.57 28.57 28.57 28.57 28.57 Factor live load reaction(kips) 53.61 53.61 53.61 53.61 53.61 53.61 Factor total reaction(kips) 82.17 82.17 82.17 82.17 82.17 82.17 Serviced dead load reaction(kips) 22.85 22.85 22.85 22.85 22.85 22.85 Serviced live load reaction(kips) 39.71 39.71 39.71 39.71 39.71 39.71 Serviced total reaction(kips) 62.56 62.56 62.56 62.56 62.56 62.56 FL120 Girder 13 Girder 14 Girder 15 Start End Start End Start End Factor dead load reaction(kips) 28.57 28.57 28.50 28.50 27.79 27.79 Factor live load reaction(kips) 53.61 53.61 53.60 53.60 52.27 52.27 Factor total reaction(kips) 82.17 82.17 82.10 82.10 80.05 80.05 Serviced dead load reaction(kips) 22.85 22.85 22.80 22.80 22.23 22.23 Serviced live load reaction(kips) 39.71 39.71 39.71 39.71 38.72 38.72 Serviced total reaction(kips) 62.56 62.56 62.50 62.50 60.94 60.94 page: 46 Report Generated by Smart Bridge Suite Ver 3.2 Group License Edition 4/9/2019 2:59 PM Licensed to Concrete Engineering Solutions, LLC Smart Bridge Tech, Inc,. FL120 Girder 16 Girder 17 Girder 18 Start End Start End Start End Factor dead load reaction(kips) 27.70 27.70 27.70 27.70 27.70 27.70 Factor live load reaction(kips) 52.26 52.26 52.26 52.26 52.26 52.26 Factor total reaction(kips) 79.97 79.97 79.97 79.97 79.97 79.97 Serviced dead load reaction(kips) 22.16 22.16 22.16 22.16 22.16 22.16 Serviced live load reaction(kips) 38.71 38.71 38.71 38.71 38.71 38.71 Serviced total reaction(kips) 60.88 60.88 60.88 60.88 60.88 60.88 FL120 Girder 19 Girder 20 Girder 21 Start End Start End Start End Factor dead load reaction(kips) 27.70 27.70 27.70 27.70 27.70 27.70 Factor live load reaction(kips) 52.26 52.26 52.26 52.26 52.26 52.26 Factor total reaction(kips) 79.97 79.97 79.97 79.97 79.97 79.97 Serviced dead load reaction(kips) 22.16 22.16 22.16 22.16 22.16 22.16 Serviced live load reaction(kips) 38.71 38.71 38.71 38.71 38.71 38.71 Serviced total reaction(kips) 60.88 60.88 60.88 60.88 60.88 60.88 FL120 Girder 22 Girder 23 Girder 24 Start End Start End Start End Factor dead load reaction(kips) 27.70 27.70 27.70 27.70 27.70 27.70 Factor live load reaction(kips) 52.26 52.26 1 52.26 1 52.26 1 52.26 52.26 Factor total reaction(kips) page: 47 Report Generated by Smart Bridge Suite Ver 3.2 Group License Edition 4/9/2019 2:59 PM Licensed to Concrete Engineering Solutions, LLC Smart Bridge Tech, Inc,. 79.97 79.97 79.97 79.97 79.97 79.97 Serviced dead load reaction(kips) 22.16 22.16 22.16 22.16 22.16 22.16 Serviced live load reaction(kips) 38.71 38.71 38.71 38.71 38.71 38.71 Serviced total reaction(kips) 60.88 60.88 60.88 60.88 60.88 60.88 FL120 Girder 25 Girder 26 Girder 27 Start End Start End Start End Factor dead load reaction(kips) 27.70 27.70 27.70 27.70 27.70 27.70 Factor live load reaction(kips) 52.26 52.26 52.26 52.26 52.26 52.26 Factor total reaction(kips) 79.97 79.97 79.97 79.97 79.97 79.97 Serviced dead load reaction(kips) 22.16 22.16 22.16 22.16 22.16 22.16 Serviced live load reaction(kips) 38.71 38.71 38.71 38.71 38.71 38.71 Serviced total reaction(kips) 60.88 60.88 60.88 60.88 60.88 60.88 FL120 Girder 28 - - Start End - - Factor dead load reaction(kips) 27.83 27.83 Factor live load reaction(kips) 52.27 52.27 Factor total reaction(kips) 80.09 80.09 Serviced dead load reaction(kips) 22.26 22.26 Serviced live load reaction(kips) 38.72 38.72 Serviced total reaction(kips) 60.98 60.98 page: 48 Report Generated by Smart Bridge Suite Ver 3.2 Group License Edition 4/9/2019 2:59 PM Licensed to Concrete Engineering Solutions, LLC Smart Bridge Tech, Inc,. page: 49 Report Generated by Smart Bridge Suite Ver 3.2 Group License Edition 4/9/2019 2:59 PM Licensed to Concrete Engineering Solutions, LLC Smart Bridge Tech, Inc,. 4.3.2 Unit Rating Summary Level Limit State Vehicle Weight (Tons) Load Factors Moment (Strength) or Stress (Service) Shear (Strength) LL DC DW DF Rating Tons Location Dim (ft) DF Rating Tons Location Dim (ft) Strength I (Inv) Truck 36.000 1.750 1.250 1.500 0.324 2.128 76.610 Span 1 Beam 14 20.290 0.316 6.693 240.931 Span 1 Beam 16 36.522 Strength I (Op) Truck 36.000 1.350 1.250 1.500 0.324 2.759 99.309 Span 1 Beam 14 20.290 0.316 8.676 312.318 Span 1 Beam 16 36.522 Design Service III (Inv) Truck 36.000 0.800 1.000 1.000 0.324 1.235 44.449 Span 1 Beam 1 20.290 N/A N/A N/A N/A N/A Service III (Op) Truck 36.000 0.800 1.000 1.000 0.324 1.379 49.654 Span 1 Beam 1 20.290 N/A N/A N/A N/A N/A Service I Truck 36.000 1.000 1.000 1.000 0.316 2.253 81.114 Span 1 Beam 16 20.290 N/A N/A N/A N/A N/A Strength II FL120 60.000 1.350 1.250 1.500 0.324 2.045 122.687 Span 1 Beam 14 20.290 0.316 6.062 363.747 Span 1 Beam 16 36.522 Permit Service I FL120 60.000 1.000 1.000 1.000 0.316 1.657 99.444 Span 1 Beam 16 16.232 N/A N/A N/A N/A N/A Service III FL120 60.000 0.800 1.000 1.000 0.324 1.022 1 61.343 Span 1 Beam 1 1 20.290 1 N/A N/A I N/A N/A N/A # Anchorage at Face of Bearing Requirement is Satisfied. page: 50 Report Generated by Smart Bridge Suite Ver 3.2 Group License Edition 4/9/2019 2:59 PM Licensed to Concrete Engineering Solutions, LLC Smart Bridge Tech, Inc,. page: 51 Report Generated by Smart Bridge Suite Ver 3.2 Group License Edition 4/9/2019 2:59 PM Licensed to Concrete Engineering Solutions, LLC Load Rating Summary Details for Prestressed Concrete Bridges (Flat Slab and Deck/Girder) Table Date 07-01-15 Table 2 - LRFR Load Factors Moment (Strength) or Stress (Service) Shear (Strength) Comments o Q k o a a' Limit State Vehicleo�s) 2 o ° c o ° o ° z o Interior/exterior beam J LL DC DW � � g ° �' a � 9 0 ° DF method if other o o, i° o o o, c ti than LRFD. m o O a rY o J O O o a Q:: o J E O Other appropriate comments. Strength I (Inv) HL-93 N/A 1.75 1.25 1.50 0.324 2.13 N/A "A" 20.29' 0.516 6.69 N/A "B" 56.52' LOC "A"BEAM 14, LOC "B" BEAM 16 Strength I (Op) HL-93 N/A 1.35 1.25 1.50 0.324 2.76 N/A "A" 20.29' 0.316 8.68 N/A "B" 36.52, LOC "A ":BEAM 14, LOC "B" BEAM 16 a Service III (Inv. HL -93 N/A 0.80 1.00 1.00 0.324 1.24 N/A "A" 20.29' N/A N/A N/A N/A N/A LOG "A" BEAM I 0o 0 C) Service III (Op) HL-93 N/A 0.80 1.00 1.00 0.324 1.38 N/A "A" 20.29' N/A N/A N/A N/A N/A LOG "A"BEAM 1 o, Strength II FL120 60.0 1.35 1.25 1.50 0.324 2.05 122.69 "A" 20.29' 0.316 6,06 363.75 "B" 36.52' LOG "A"BEAM 14, LOC "B" BEAM 16 Eoc 0 ° 0 J Service III FL120 60.0 0.7 1.00 1.00 0.324 1.02 61.34 "A" 20.29' N/A N/A N/A N/A N/A LOG "A" BEAM I Abbreviations General Notes 1. This table is based on the requirements established in the January 2019 "Structures Manual". Table 2 Notes 1. Permit capacity is determined by using the permit vehicle in all lanes. 2. Service III Design Inventory tensile stress limits = 3*SQRT(f'c) or 6SQRT(f'c) Service III Design Operating, Legal, and Permit tensile stress 1imits=7.5SQRT(f'c) 3. Has the AASHTO LRFD Specifications Article 5.8.3.5 longitudinal reinforcement been satisfied? Ye® NF) I Software used to complete Load Rating Smart Bridge Suite, Version 3.2, 2019 DL - Dead Load (LFH or ASH) ABUTMENT - c ABUTMENT c 0 0 DC - Component Dead Load (LRFR) o Controlling Load Rating 0 0 RATING LOCATIONS 00 DW - Wearing Surface & Utility Z o J Limit State Vehicle Weight Rating Dead Load (LRFR) w (Tons) Factor Up(n II LL - Live Load _~CLIn SERVICE III FL-120 61.34 1.02 w o oQ Inv - Inventory o a of LO LO Op - Operating w N 0 ao EST. TOP OF EST. TOP OF BEAM PRIOR BEAM UPON PREPARED FOR: TO DECK POUR � � � - - � DECK POUR HACIENDA LAKES of NAPLES, LLC 4 BEARING E BEARING 7742 ALICO ROAD v~i m I FORT MYERS, FL 33912 w s +/ REV.NO. DATE REVISION �J MIDSPAN BEAM SHEET ME BRIDGE BEAM PROVIDED BY: LOAD RATING Z PRa'E�: COLLIER COUNTY, FL ESTIMATED MIN. BEAM CAMBER (BEAMS 4 & 14) & AM BRIDGING SUPERIMPOSED DEADLOAD DEFLECTION YW SOLUTIONS RATTLESNAKE HAMMOCK RD/ COLLIER BLVD. INTERSECTION IMP. PLANS 15863 SECOYA RESERVE CIRCLE NAPLES, FL 34110 SCALE. N.T.S. DATE: 4/8/19 DRWN BY: SDG DWG. I.D. LR-01 FL C.O.A. #30505 PROJECT #: 19-82.01 CHK BY: RET SHT. NO. 1 OF 1 CITY OF NAPLES COLLIER COUNTY, FLORIDA PROJECT NO. - PLANS OF PROPOSED RATTLESNAKE HAMMOCK RD./ COLLIER BLVD. INTERSECTION IMPROVEMENT PLANS STRUCTURAL PLANS: F'IN ^' !SSYE AS BUILT PLANS MARCH 17,2014 ... b. LENGTH OF PROJECT INDEX OF SHEETS 1 KEY SHEET PLANS ACCEPTED BY: DATE: :ff� 2 B1 PLAN, ELEVATION AND GENERAL NOTES 3 B2 FOUNDATION DATA 4 B3 SHEET PILE DETAILS 5 B4 ABUTMENT NO. 1 6 B5 ABUTMENT NO. 2 7 B6 PILE PLAN GENERAL NOTES 8 B7 FRAMING PLAN AND CROSS SECTION 9 B8 SLAB DETAILS AND PIPE CHASE 10 B9 PRESTRESSED BEAM DETAILS 11 B10 APPROACH SLABS ,��,`•`��0 cA. , 12 B11 RAILING AND PEDESTAL DETAILS % 13 B12 LOAD RATINGS _ 0 71111 y} REFERENCE DRAWINGS 14 D20350 PRESTRESSED SLAB UNITS (3 SHEETS) 15 D20353 12" CUSTOM WIDTH PRESTRESSED SLAB STD. DETAILS. 16 D20354 12"X48" PRESTRESSED SLAB UNIT STD. DETAILS 17 D20355 12"X60" PRESTRESSED SLAB UNIT STD. DETAILS STATE OF 0� 'c�ORiDP :- FIELD CHANGE SHEETS N® BRIDGE PLANS PREPARED BY: U BR1-1 REVISED RAIL AND SIDEWALK DIMENSION - NORTH SIDE w BR1-2 REVISED RAIL AND SIDEWALK DIMENSION - SOUTH SIDE W - Z BR2-1 SIDEWALK AND SLAB GEOMETRY - NORTH SIDE B3-A SHEET PILE & CAP REVISIONS WORLDWIDE ENGINEERING I B4-A SHEET PILE & CAP REVISIONS RATTLESNAKE HAMMOCK ROAP.A MIDDLE BRIDGE CERTIFICATE OF AUTHORIZATION NO. 27? 2 35-A SHEET PILE & CAP REVISIONS 12550 Professional Park Drive, Suite 7 FORT MYERS, FL. 33913 B6—A SHEET PILE PLAN REVISIONS PHONE: (239) 939-1414 FAX: (239) 2711-4289 whw.trcx«.c7 1 OF 1 REVISED LOAD RATING BY CONIC, ENG SOLUTIONS FILE No 128RN23 2 TO 5 REVISED SLAB UNIT DETAILS BY CONIC, ENG. SOLUTIONS R-1 REINFORCEMENT SHOP DRAWINGS R-2 REINFORCEMENT SHOP DRAWINGS LOCATION OF PROJECT APPROVED BY: DATE: TRC WORLDWIDE ENGINEERING, INC. NINFORD A. PETRONE, P.E. NO. 71111 O° REFER TO ROADWAY PLANS MIN. CLEARANCE REQUIRED = 2.00' MIN CLEARANCE PROVIDED = 2.07' QE DENOTES EXPANSION GENERAL NOTES CONSTRUCTION SPECIFICATIONS: 1. ALL MATERIALS, CONSTRUCTION, AND CONSTRUCTION METHODS SHALL CONFORM WITH THE 2013 FLORIDA DEPARTMENT OF TRANSPORTATION STANDARD SPECIFICATIONS FOR ROAD AND BRIDGE CONSTRUCTION AND THE 2012 FOOT DESIGN GUIDELINES FOR THIS PROJECT. DESIGN SPECIFICATIONS: 2. DESIGN IS IN ACCORDANCE WITH THE 2012 AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS FOR HIGHWAY BRIDGES. ALSO DESIGN IS IN GENERAL CONFORMANCE WITH CURRENT FOOT LRFD STRUCTURES DESIGN GUIDELINES. DESIGN LOADING: 3. DESIGN LIVE LOAD IS AASHTO HL93. 4, DESIGN INCLUDES ADDITIONAL 15 PSF FOR FUTURE PAVING. MATERIAL DESIGN STRESSES: 5. THE FOLLOWING CRITERIA APPLY: CONCRETE CLASSIFICATIONS: SUBSTRUCTURE CLASS IV Vc = 5,500 psi APPROACH SLABS CLASS II(BRIDGE DECK) f'c = 4.500 psi 6" CONCRETE OVERLAY CLASS IV —FIBER REINFORCED f'c = 5.500 psi (TO BE IN ACCORDANCE WITH SPECIAL PROVISION EGUARDING FIBER REINF. CONCRETE DEV 346FRC —TYPE I POLYMERIC FIBERS) BRIDGERAIL & SIDEWALK CLASS IV f'c = 5.500 psi PILES CLASS V (SPECIAL) f'c = 6.000 psi PRECAST CONCRETE CLASS IV Fc = 5500 psi REINFORCING STEEL fy = 60,000 psi STEEL SHEET PILING fy min. = 38.500 psi ALL DIMENSIONS SHOWN ARE EITHER HORIZONTAL OR VERTICAL UNLESS OTHERWISE NOTED. AN AMBIENT TEMPERATURE OF 70 DEGREES IS ASSUMED FOR ALL MEASUREMENTS, 7. THE CONTRACTOR WILL INSURE THAT NO INTERRUPTION OF UTILITY COMPANIES TO PERMIT ACCESS TO THEIR WORK AS REOUIRED. NO EQUIPMENT OR MACHINES SHALL BE OPERATED CLOSER THAN 12 FEET TO THE EXISTING POWER LINES AND NO EXCAVATION SHALL BE PERMITTED WITHIN 5 FEET OF POWER POLE FACILITIES. 8. FOR VERTICAL ELEVATION CONTROL, REFER TO ROADWAY PLANS. AND GRADE SKETCH THIS SHEET. 9. UNLESS OTHERWISE NOTED THE CONTRACTOR SHALL APPLY A CLASS 5 FINISH TO THE FASCIA ON BOTH SIDES OF THE BRIDGE WHICH SHALL INCLUDE THE SLAB, SIDEWALK AND THE BARRIER RAIL. THE TOP AND INSIDE FACES OF THE BARRIER RAIL AND ALL EXPOSED SURFACES OF THE WING AND CHASE WALLS SHALL ALSO RECIEVE A CLASS 5 FINIISH.. THIS WORK SHALL BE INCIDENTAL TO THE COST OF THE RESPECTIVE ITEMS INVOLVED. SEE SHEET B11 FOR LOCATIONS OF SPECIAL FORM LINER FINISH. 10. ENVIRONMENTAL CLASSIFICATION: SUBSTRUCTURE = MODERATELY AGGRESSIVE SUPERSTRUCTURE = MODERATELY AGGRESSIVE 11. SHOP DRAWING FOR ALL REINFORCING STEEL SHALL BE SUBMITTED BY THE CONTRACTOR TO THE ENGINEER FOR APPROVAL BEFORE PLACEMENT OF ANY REINFORCEMENT. VERTICAL CONTROL DATA i -"** �E�XCAVATED7)A.P)') WORLDWIDE ENGINEERINGNOTE: THE VERTICAL CONTROL DATA SHOWN IS FOR BRIDGE CONSTRUCTION AND CONCURS WITH THE GRADING CEFITIFCATEOFAUr lu'ONNO21M ROCKPLAN ON SHEET 5 OF THE ROADWAY PLANS.12550 Suite 7 FORT MYERS, FL. 33913 39 -4' FOR APPROACH PAVEMENT TOP OF SLAB ELEVATIONS REFER PHONE: (239) 939-1414 TO SHEET 5 OF ROADWAY PLANS. FAX: (239)278-4239 ELEVATION B ETV',1�� FILE No. 126MJ]2J NO. REVISION DATE DATE: MAY 23, 2013 INC. PRDJ. N0: RATTLESNAKE HAMMOCK RD./ SHEET nning 1542 Corson Street DRAWN BY: JCP STRUCTURES PLANS PLAN, ELEVATION uoliiotion Ft. Myers, Flcrido 33901 APPD. BY: WAP r COLLIER BLVD. INTERSECTION g WAP!,eying lt & Hg Phone: 39) 8-541924 r INAL ISSUE & GENERAL NOTES & MODDi^9 FAX: (239) 276-5419 DRAW, N0: CONSULTING SCALE: IMPROVEMENT PLANS OF B12 DEPTH IN FEET B1 B2 0 N N ,9 22 14 1 - BROWN FINE SAND WITH / WITHOUT -5 6_2 _13 LIMESTONE FRAGMENTS (SP) 12/28/07 12/21/07 -10 7 ........ ........ ........ ........ 2 - GREY LIMESTONE -15 ........ ........ -20 3 - LIGHT GRAY FINE SAND WITH LIMESTONE -25 LENSES / LAYERS (SP/SP-SM) -30 -35 -40 4 NOTES: 1. N="BLOWS PER FOOT" IS THE NUMBER OF BLOWS OF A 140j HAMMER, FREELY —45 FALLING 30 INCHES, REQUIRED TO DRIVE 2" SAMPLER 1'-0". 2. GEOTECHNICAL INVESTIGATION PERFORMED BY PROFESSIONAL SERVICE INDUSTRIES INC. ON 01/15/07 (PROJECT NO. 772-75019-2 (NCG 888-75096). —50 4 BORINGS TAKEN BY PROFESSIONAL SERVICE INDUSTRIES INC. ON 12/26/07. - 55 16 - 6 0 14 :..:.:.:..:.:. BORINGS TERM. @ 60 EN o 71111 '0 ��.�0bx STATE OF 7RE.`�` FCORIDP WORLDWIDE ENGINEERING /ONAL1l, ! — .._..._....._......... -- - - "� ��`,, Park FIDNN Suite 12550Professio al FORT MYERS, FL. 33913 PHONE. (239) 939-1414 FAX: (239) 278-4289 1r FILE W 12814723 NU. REVISION DATE Pimning 1542 Corson Street RWA INC. Ci" En �a+ Ft. Myers, Florido 33901 Sur eyinoineening g&Mopping FAxe: (23939) 27B7545224 CONSULTING DATE: MAY 23. 2013 PROD. N0: DRAWN BY: JCP AppD. BY; wAP DRAW. NO: DRAt E. STRUCTURES PLANS FINAL ISSUE FOUNDATION DATA RATTLESNAKE HAMMOCK RD./ COLLIER BLVD. INTERSECTION IMPROVEMENT PLANS SHEET g 2 of B12 no s4ewnK roe ecvc. os-w-u o 23-U y e SILICONE JT. SEALER 5�" DIA. BACKER ROD 112" X 1" DEE� i �v 122" PREMOLDED i12" SILICONE EXP. EXP. MATE AL FORM LINES JOINT MATERIAL, SEE MATCHING CHA`. DETAIL THIS SHEET WALL (2)y5X3'-O" 316 S-S- DOWELS W/ ONE 1�2" C " END WRAPPED IN PIPE INSULATION CONCF ------ - TOP DECK SHEET PILE 0 ABUTMENT PRESTRESS CAP REINF. CONCRETE ELEVATION OF CAP EXPANSION JOINT DETAIL AT ABUTMENTS (CAP TO CAP JOINTS SIMILAR) NOTES: 1- COST OF FILTER FABRIC, CONCRETE CAPS, AND REINFORCING STEEL SHALL BE INCLUDED IN THE COST OF SHEET PILING. 2. SHEET PILE WALLS ARE DESIGNED TO BE SELF SUPPORTING AND STABLE AFTER COMPLETION. IT IS THE CONTRACTORS SOLE RESPONSIBILITY TO DETERMINE ERECTION PROCEDURES AND SEQUENCE TO INSURE THE SAFETY OF THE WALLS AND THEIR COMPONENTS DURING ERECTION. THIS INCLUDES THE ADDITION OF NECESSARY SHORING, SHEETING, GUYS OR TIEDOWNS. 3. SHOP DRAWINGS MUST BE APPROVED BY THE ENGINEER BEFORE ANY SHEET PILING IS PLACED. 4. PLACE SHEET PILE CAP CONSTRUCTION JOINTS A MAXIMUM OF 30 FEET APART. ALIGN SHEET PILE JOINTS WITH CAP JOINTS. 5. PROVIDE EIGHT EXPANSION JOINTS AT ABUTMENTS AND AT ANGLE BREAKS IN THE CAPS AS SHOWN. 6. DO NOT PLACE THE CAP UNTIL BACKFILL IS IN PLACE BEHIND THE WALL. 7. MAKE ALLOWANCE FOR APPROXIMATELY 2 INCHES OF DEFLECTION AT THE TOP OF THE SHEET PILING PRIOR TO PLACING THE CAPS. PILE C EXTERIOR COATED n P127 SHEET PILE CAP EXP. ItJOINT �.. A r^ J F NW=45° DO' SW=45' DO' `` NE=30° 00' J �l SE=30° 00' CAP EXPANSION JOINT DETAIL CH PRIEST CONCF PART ELEVATION BEGINNING OF BRIDGE LOOKING SOUTH END OF RRIDGF 7'-0" WING (NEAR SIDE) PART ELEVATION END OF BRIDGE LOOKING NORTH 1 LINES ;RING CHASE E WALK APPROACH PAVEMENT EWALK 4 SHEET PILE WALL SEE FIELD CHANGE SHEET B3A �p A. P SCE ` A No 71111 * = -o STATE OF Q "mill 111111\\\\ i WORLDWIDE ENGINEERING CERTIFICATE OF AUTHORIZATION NO.273P 12550 Prolessb`I Park Drive, Suite 7 FORT MYERS, FL. 33943 PHONE. (239) 939-1414 FAX (239)278-4289 FILE 1. ' �Q.Z23 IVV. MLVINUN UAIt. DATE: MAY 23.2013 R W A INC Myers.RATTLESNACK HAMMOCK RD./sHEET q_p}_,y PROD. "B STRUCTURES PLANS N S x MK �eSUE m-xs-Ts Plonnlnq 1542 Corson Street DRAWN BY: JCP B 3 Wsuellxotron F1. n Fl) 27 3390t AppD. BY: WAP SHEET PILE DETAILS COLLIER BLVD. INTERSECTION Civil Engineering Phone: 39) 2 8-541924 FINAL ISSUE IMPROVEMENT PLANS � Surveying & MopD�9 FAX; (239) 278-Sa19 DRAW, N0: 6 CONSULTING SCALE: OF B12 V I v£Z WING NO. 2 ` I rSLOPE BREAK LINE A 94Ta EL. 15,07 EL. n.53 EL. 11.00 PILE CAP-/ 2 6". 2'-6- I(IYP.) - a¢ BENT CAP 00 BEGIN BRIDGE STA 10,91.33 is" X is" PRESTRESSED 5' . 129'-2' EL ASTOMERIC - e8 I FIN. GR. EL. 14.37 PILE (TYP.) BEARING PAD kFULET (1/2" THICK) �,—�— —r1 1 — �=+I•— I=J.— +I L_, +1� F+ F+ F+ F+ F+ -�+1.� — — — — —•; I — — —�1— — JAL —.I L �.I- �, —1. —— —J• 4{' = E BEARING I COATED PZ27 SHEET PILE 4R(4' - 65'-1" I (TYP.) 64'-B" 129'-9' PLAN WING NO. 1 RJi •, r0" t. b 2'-5'i(e CSHEETS SIONS ON FIELD CHANGE 4A AND R1 SLOPE BREAK 1ABO1018" LINE 6-IA601 G.PT. 6-IA601 6-1A601 EL. 12.82 6-IA601 r 3. �" 1 5-IA 2 5-tA602 1A602 5-fA60 — - - _ — _ _ — — — — - !1 IA502 2'-6' 1 I IA503 IA5O3 I 1 I I I I I 1A502 I I I I I I I I I I I IA502 I I 1 I I I u50z I I 1A501 1 l I I I I I I I 1 I I I I A50'I I A504 I I 1 1 I I I 1 I U.N.O. a I -79(s SHEET PILING I 2 SPA. 0 6'-0'-12'-O' I 2 SPA. O 6'-0"=12'-D 14 SPA. 0 7'-3-=101'-6" 2'-Olt, 19- 18'.18" PRESTRESSED CONCRETE PILES 1A401 STIRRUPS 0 12' AND IA402 6•_ t 11�. 2•-0" BEG. OF BRIDGE STA. 10+91.33 h I 9- 2W501 0 9 '4" F.F. W403 0 9 14 N.F. 8•-Ii�" WING 2/(WING 4 MIRROR IMAGE) SECTION K A B4 2w40 0 3a Nw v7 U 3 - 2w403 0 9 'k' N.F. d N_ 0 0 9 1/z' F.F. 3 2" CLR, (TYP,) 0 u 9 - 2w501 SECTION B B4 ELEVATION LOOKING BACK ABUTMENT NOA NOTES: 1. ALL EXPOSED EDGES OF CONCRETE SHALL BE CHAMFERED 1•'xt". 2. CONCRETE SURFACES SHALL BE FINISHED IN STRICT ACCORDANCE WITH ARTICLE 400-15 OF THE SPECIFICATIONS. 3. CONCRETE SHALL BE CURED IN ACCORDANCE WITH ARTICLE 400-16. 4. THE CONTRACTOR SHALL CAST THE SLAB AND APPROACH SLAB ANCHOR RODS IN PLACE, 5. NO WING CONCRETE SHALL BE PLACED ABOVE THE CONSTRUCTION JOINT UNTIL AFTER THE SUPERSTRUCTURE HAS BEEN PLACED 5016" AND FINAL FINISHED GRADE HAS BEEN ESTABLISHED, 6. REINFORCING IN WING NO. 4 IS SIMILAR TO THAT IN WING NO. 2. 7. ABUTMENT REINFORCING STEEL SHALL NOT BE ORDERED UNTIL PILES ARE IN PLACE AND TOLERANCES HAVE BEEN CHECKED AND ®W AND APPROVED BY ENGINEER, 5- 2W ,• FF. 9' v4p309i1 I4F. . 2w SECTION C B4 BEGIN BRIDGE IA80109" 1 / 3"CLR. TYP. I A502 18.18 PREST. ``%%%0 1UIun111Np1111'' ,,``Rp E PFT90.,,,,,- EL. 13.73 ,� \ \ �. i F EL, 1T00 _ * No 71111 `PILE CAP * b� STATE OF Q IV 1j1j111111111111►j1j11 1 '/'l.� SILICONE JT. SEALER11F I/2".1" DEEP A 5/8' BACKER �" 5" NEOPRENE It BEARING PAD PREMOLDED EXP. MATERIAL CONCRETE DECK PRESTRESSED CONCRETE BEAM T1 AQ2012" IA4D1012" IA502 i - IA501 OR IA503 PILING 40'-0" FACE TO FACE SHEET PILES SECTION D B4 PREMOLDED MATERIAL 7 R WORLDWIDE ENGINEERING CERTIFICATE CF AUTHORZATION NO. V322 12550 Professional Park Drive, Suite 7 FORT MYERS, FL. 33913 PHONE: (239) 939-1414 FAX: (239) 278-4289 oonl FILE No. 128RW723 rvV.I N11VIJIVIN UA It 'Nc. P."oli g Ft. Myers. Fl scree, Ywo6zotion Ft. Myers, Floritlo 33901Civil Engineering Pnone: (239) 278-5224 WA & Mopping FAX: (239) 278-5419 CONSULTING DATE: MAY 23. 2013 DRAWNB DRAWN BY: JCP APPD. BY: WAP DRAW, NO:IMPROVEMENT SCALE: STRUCTURES PLANS EINAL ISSUE ABUTMENT NO. 1 RATTLESNAKE HAMMOCK RDJSHEET COLLIER BLVD. INTERSECTIONSurveying PLANS B 4 OF B12 �KS7}1SIR I WING NO, 3 >�OTi WING N0. 4 C EL. 13.89 EL. n.68 EL. 11.00 PILE CAP 1 PLAN 1 64'-2" 65,-I" 2ABO1O18 6-2A601 HIGH PT. 6-2A601 El. /2.96 6-2A601 I 1 5-2A60 5-2A602 5-2A60 5-2A — — — — — — — — — — — — —— ----- ---- ---- — -- — I I I � I zASDzI I D I I I�! I 2a5021 I I I I �--- 1 I I 2A5g3 I 2A503 I I I I 2A501I I I 2A502 2A504 2A50z1 I I I I I I 1 z1A5o41 I I I I I I I I I 54' I I I I I I I I I I I I U.N.0.1 I I I I I I I 10'¢" I 2 SPA. O 6'-0"=12'-0' I SNEET PILING 14 SPA, O 7'-3'-101'-6" 2 SPA. O 6'-0's 12'-0' I 1'-10' I 19- 18".18' PRESTRESSED CONCRETE PILES Iff 2A401 S71RRUPS O 12" AND 2A402 -- 9 - 3W501 0 9 W F.F. 9 - 3W403 0 9 14" N.F. 8'-11 h' ELEVATION LOOKING FORWARD ABUTMENT NO. 2 NOTES: 1. ALL EXPOSED EDGES OF CONCRETE SHALL BE CHAMFERED 1"xt". 2. CONCRETE SURFACES SHALL BE FINISHED IN STRICT ACCORDANCE WITH ARTICLE 400-15 OF THE SPECIFICATIONS. 3. CONCRETE SHALL BE CURED IN ACCORDANCE WITH ARTICLE 400-16. 4. THE CONTRACTOR SHALL CAST THE SLAB AND APPROACH SLAB ANCHOR RODS IN PLACE. 5. NO WING CONCRETE SHALL BE PLACED ABOVE THE CONSTRUCTION JOINT UNTIL AFTER THE SUPERSTRUCTURE HAS BEEN PLACED AND FINAL FINISHED GRADE HAS BEEN ESTABLISHED. 6 REINFORCING IN WING NO. 3 IS SIMILAR TO THAT IN WING NO.1. 7. ABUTMENT REINFORCING STEEL SHALL NOT BE ORDERED UNTIL PILES ARE IN PLACE AND TOLERANCES HAVE BEEN CHECKED AND AND APPROVED BY ENGINEER. 9 - 3W501 O 9 14" F.F. 9 - 3W403 O 9 If" N.F. w 3 CLR. (TYP,) WING 3/(WING 1 MIRROR IMAGE) i'-1" SECTION A SECTION B B5 B5 NO. REVISION DATF DATE: MAY 23. 2013 U w /AV - WAV _ INC. PROD. NO: WAS—e>inq Plonning 1542 Corson Street DRAWN BY: JCPwo Ylizolion Ft. Myers, Florida 33901 AppD. 6Y: WAP CivilEngineering Phone: (239) 278-5224 DRAW. N0: & Mopping FAX: (239) 278-5419 CONSULTING SCALE' 5 - 3W404 I V-4 - 3W501 0 9 17�" F.F. 3W403 0 9 k N.F. SECTION C B5 STRUCTURES PLANS FINAL ISSUE END OF BRIDGE 2A8010 9" 2A402012" 6- 2A60t I1 �" 5-2A602 2A401012" 2A502 v 2A502 2A501 RZA503 1'-6" 1'-J"T SHEET PILING 18.18 PREST. PILES 40'-0' FACE TO FACE SHEET PILES SECTION D B5 ABUTMENT NO. 2 NOTE: SEE REVISIONS ON FIELD CHANGE SHEETS B5A AND R2 EL. 15.20 EL. 11.66 EL. 11,00 `PILE CAP SILICONE JT. SEALER 1/2".1" DEEP A 5/8" DIA_/ 1 BACKER ROD 1/2_ PREMOLDED / EXP. MATERIAL o. �D A. PET /III �" 5" NEOPRENE BEAR PAD \�� L��ENS v RE EXP. MATERIAL NO 71111 —' CONCRETE DECK _ PRESTRESSED CONCRETE BEAM 9 STATE OF 0.�` /ANAL E I _WORLDWIDE ENGINEERING CERTIFICATE OF AUTHORI7ATION NO. V7 12550 Professional Park Drive, Suite 7 FORT MYERS, FL. 33913 PHONE: (239) 939-1414 FAX: (239) 278-4289 xxw.lrc 2BR FILE W. 12BRrN]23 RATTLESNAKE HAMMOCK RD./ COLLIER BLVD. INTERSECTION IMPROVEMENT PLANS SHEET B5 OF B12 4. PILES ,� 19 18 17 16 15 14 13 12 it 10 O O O O O O O O Oi r` Y+ t k T k d k k f 1 k r PILES BEG. BR. - — - -- -------+-----------i------�------+-------�------+------+-----�------i-----i------ kP-----i------i------I------ STA. 10+90.71 STA. 10+91.33 FACE OF PZ27 0� 2 SPA. 0 SHEET PILE °� 2 SPA. p 6'-0 6'-0„ 12'-0" 18X18 PRESTRESSED CONC. PILES 14 SPA. Q 7'-3" = 101'-6" = 12 -0 I * : INDICATES REQUIRED TEST PILE LOCATION. NORTH FACE OF PZ27 SHEET PILE -� 38 32 31 30 29 28 27 26 25 24 23 22 21 20 37 36 35 34 0 BEG. BR. ^ i - - -� - - I- - - f- - - f- - - �- - - + - - + - - -+ - - -r - - -i - - -I - - - F - - - - - - - - i - - STA.I PILES STA, 11 +33.58 - kl� y. y.l.,( k d k -�l k �l k�t k -�l k -�l k -�l k �l k �l k �l k �l k �l k d k� - - - k l kr 2 SPA. 6'- 0" = 12'-0" 18X18 PRESTRESSED CONC. PILES 14 SPA. 0 7'-3" = 101'-6" PILE PLAN INSTALLATION CRITERIA DESIGN CRITERIA PILE CUT OFF ELEVATIONS PIER PILE NOMINAL TENSION MINIMUM TEST PILE REQUIRED REQUIRED FACTORED DOWN TOTAL NET 100-YEAR OR SIZE BEARING RESIST. TIP PILE ORDER JET PREFORM DESIGN DRAG SCOUR SCOUR SCOUR w ABUTMENT 1 BENT (IN.) RESIST. (TONS) ELEV. LENGTH LENGTH ELEV. ELEV. LOADS (TONS) RESIST. RESIST. ELEV. Of -7,z m PILES 1-19 & # (TONS) (FT.) (FT.) (FT) (FT.) (FT.) (TONS) (TONS) (TONS) (FT.) w F of ¢ ABUTMENT 2 U 0 Z O > n PILES 20-38 w OU-` 0 wQ _rurw 01u- 1 18"x18" 142 N/A -36.68 62 N/A N/A N/A 92 0 N/A N/A N/A N/A .65 VARIES 9.03 TO 10.32 2 18"x18" 142 N/A -38.54 64 N/A N/A N/A 92 0 N/A N/A N/A N/A .65 VARIES 9.17 TO 10.46 NOTES: 1. ALL PILES ARE TO BE 18 IN. SO. PRESTRESSED CONCRETE PILES AND SHALL BE DRIVEN PLUMB. SEE FOOT INDEX NOS. 20600, 20601, AND 20618 FOR PILE NOTES AND DETAILS. 2. PILES MUST BE DRIVEN TO THE REQUIRED ULTIMATE RESISTANCE OR REFUSAL WHICHEVER OCCURS FIRST. 3. THE CONTRACTOR SHALL VERIFY THE LOCATION OF ALL EXISTING UTILITIES PRIOR TO DRIVING PILES. SEE CIVIL/SIDEWALK PLANS AND PILE PLAN FOR ADDITIONAL INFORMATION. 4. DO NOT JET OR PREFORM THE PILE LOCATIONS WITHOUT APPROVAL OF THE ENGINEER. 5. MINIMUM TIP ELEVATION IS REQUIRED FOR LATERAL STABILITY. 6. AT EACH BENT, PILE DRIVING IS TO COMMENCE AT THE CENTER OF THE BENT AND PROCEED OUTWARD. 7. PRODUCTION AND TEST PILES SHALL BE DRIVEN PRIOR TO THE CONSTRUCTION OF SHEET PILE WALLS. 2 SPA. 6'-0" 12'- 0" 8. TEST PILES SHALL NOT BE DRIVEN WITHOUT THE APPROVAL OF THE ENGINEER. 9. TEST PILES SHALL BE DRIVEN IN THE POSITION OF PERMANENT PLUMB PILES AT THE LOCATIONS INDICATED OR AS DIRECTED BY THE ENGINEER. 10. TEST PILES AND ASSOCIATED TESTING TO BE PAID FOR BY THE PERMITTEE. C TE: E FDCHAINGEEET ,`,,,,,errtrnnnrrr ° A. Fr s o 71111 STATE OF �Q`. 0� F40RIDP NAL �NC,•i93'�u14TS" �rrrr►111111 ►r10% I I WORLDWIDE ENGINEERING CERTIFICATE OF AUTHORIZATION NO. 273. 12550 Professional Park Drive, Suite 7 FORT MYERS, FL. 33913 PHONE: (239) 939-1414 FAX: (239) 278-4289 Nxarcxw— FILE No126R-23 IV V. I KLVIJIVN UAIL Pionninq 1542 Corson Street R WA INC. Viyyp`i Iin Ft. Myers, Florido 33901 Ci",f Engineering Phone: (239) 278-5224 Surveying & Mopping FAX: (239) 278-5419 CONSULTING DATE: MAY 23. 2013 PROD. N0: DRAWN 8Y: MP AppD. BY: WAP DRAW, NO: SCALE: STRUCTURES PLANS FINAL ISSUE PILE PLAN AND GENERAL NOTES COLLIER NB VD H INTERSECTION IMPROVEMENT PLANS SI-I B 6 OF B12 T xw sua.rt•L - rca atucw m-os-u 2 rwK lssuc 0Yt3-u 5 OUTSIDE EDGE OF BEAM & SLAB c z c c c ft a i d SLOPE BREAK LINE 3 -1 3 SPACES @ 4'-0" 10 SPA. @ 5'-0" = 50'-0" 12 SPA. @ 5'-0" = 60'-D" 3'-1 = 0" ' 4" BACKWALL (TYP,) 8%2' TO (� BEARING I 10" SL. if (TYP.) BEG. STATION BRIDGE 10+91.33 p =--7 __ __-- it I I � 0 I co �— EC CC CL AF J Q 3 - N I'r� c- N n d' L cD � 00 Q) O - N i) Lf� CD I� 6l O N N N a I I j I I I I I _ _ _ _ _ _ _ _ _ _ N N I I I I I j I I I I i I I I I j i I I o V) V) U) V) (n V) V) (n cf) V) :D o ° a a a a a a cn V) (n (n V1 0 V) V) U) V) (n V) V) U) a_ W c°n cn V) (n cn cn cn cn cn cn cn cn cn (n cn cn a cn a 0 cn cn a U) a v7 c) 0 cn V) 0 z w - - - - - :=- - =- - - - - - - - - - _ - -CL BEARI 4'-0" NOT INSTALLED I 1 ON BRIDGE CPSU1 DETAIL A -� SPSU2 SEE SHEET 3'-i" 3 SPACES 0 4'-0" B8 = 12'-0" END BRIDGE NOTE: SEE CROSS SECTION FOR STATION 11+33.58 SLAB, SIDEWALK AND RAILING. SLAB & FRAMING PLAN 128'- 2" &V-1" 5'-6" 2 SPACES 0 12'-0" = 24'-0" 10'-0" 12'-0" 12'-0" 3 SPACES O 12'-0" = 36--0" TRAFFIC LANE TURNING j TURNING TRAFFIC LANE LANE I LANE 6" FIBER REINF. 5502 - _ _ TRAFFIC _ SLOPE BREAK LINE C) } 5501 6C MAX CONCRETE DECK 12" MAX I SEPARATOR i .02FT./FT. i T./FT. ^c .~. OVERLAY C-C, I cv DETAIL C I I SPSU1 SEE SHEET j SPSU1 10 SPA. @ 5-0" = 50'-0" B8 I 12 SPA. @ 5-0" = 60'-0" *:VARIES, SEE ROADWAY PLANS CROSS SECTION LOOKING BACK ,B EXTENSION BEG. BR. - CE BEARING X OF SLAB NFORM TO RVE THIS EA NORTH OUTSIDE EDGE OF BEAM & SLAB NOTE: SEE FIELD CHANGE SHEETS BR1-1, BR1-2 AND BR2-1 -INI NG -1111 o%% Opp A. P A No71111 *�= -0 STATE OF Q a tORID -6" 8'-6" 1 -1 DETAIL B0 At "".00% ,. [SEE SHEET BS I--jCPSU1 WORLDWIDE ENGINEERING 3,-1,.-..� - - CERnFICATEOFAURIORZ TION NO. M 12550 Professional Park Drive, Suee 7 FORT MYERS, FL. 33913 PHONE: (239) 939-1414 FAX: (239) 278-4289 RLE NI—. m» . o. 126=23 NU. I KLVISIUN UAIE DATE: MAY 23, 2013 1 I.. msuf q - rp+ eEME� M-rYU RWA INC. PROD. N0: °"'�'ss"r °�-2�'3 Plonning 1542 Corson Street DRAWN BY: MP STRUCTURES PLANS SHEET } VISVpllipllprl Ft. Myers, Florido 33901 RATTLESNAKE HAMMOCK RD./ Civil Engineering Phone: (239) 278-5224 APPD. BY: WAP FINAL ISSUE FRAMING PLAN AND CROSS COLLIER BLVD. INTERSECTION B 5 Surveying & Mopping FAX: (239) 278-5419 DRAW. NO: SECTION a CONSULTING SALE, IMPROVEMENT PLANS OF B12 >) 1/2" GALV. - CHECKERED PLATE I" CHAMFER (TYP.-U.N.0) w O to J I Q Q ivV3 • mr �Qz -V� NOT INSTALLED ON BRIDGE (L 10" - FORCE MAIN i 4'-0" PIPE CHASE 9., 3'-3" 1'-7" I I I I 8'-6" SEE INDEX 422 & DEVELOPMENTAL INDEX D20350 FOR BRIDGE RAIL CONFIGURATION AND REINFORCEMENT S402 @ S401 @ 12" C.0 12" C.0 S502 @ C.0 SPSU2-1 DETAIL A 1[l= SPSU2-2 7 SPSU2-3 ITYP.) 7 SEE INDEX DRAWING 302 FOR TRAFFIC SEPARATOR CONFIGURATION AND REINFORCEMENT .02FT./FT, UI SPSU1 SP UI %2" (TYP,) *: SEE ROADWAY PLANS FOR DIMENSIONS DETAIL C 2•, -S501 @ 6" C.0 SB401 / @ 12" C.0 S/W S401 12" a-, 12" S501 @ 6" C.0 SB401 — @12"C.0 S/W S401 12" rn 12" SR402 - @ 9" C.C. SR401 @ 12" C.C. N ,,```,!!tp!ltuurnr A. PFT �<e EN T�+ l No 71111 '0 STATE OF NA 46VIaX 1111111111 m SEE INDEX 422 & DEVELOPMENTAL INDEX D20350 FOR BRIDGE RAIL CONFIGURATION AND REINFORCEMENT ,)" @ 1�" 1 r r %2' (TYP.) DETAIL B (1 101, FORCE MAIN NOT INSTALLED ON BRIDGE 1%2" GALV, CHECKERED PLATE BACK FACE OF INDEX 422 BRIDGE RAIL 4„X3"X3/f" GALV, ANGLE IT YP.) ANVIL "FIGURE 274" ADJUSTABLE PIPE ROLL 2" STAND @ 10'-0" MAX. ) (5 REQ'D.) NOTCH -OUT IN INDEX 422 FOR AESTHETIC FEATURE N:FIELD SEANGESH1, BR1-2ANA t v V INDICATES. AT CONCRETE WALLS INSTALL ANGLE W/3/4" GALV. BOLT AND WASHER IN GALV. THREADED INSERTS c 3'-0" MAX. C.C. FOR CHECKERED PLATE TO TOP OF ANGLE ATTACH WITH3/y' GALV. BOLTS AND WASHERS. WELD NUT TO BACK OF ANGLE. SECTION 0 PIPE CHASE WORLDWIDE ENGINEERING CEiFIFIGATE OF AUTHORIZATION NO. 27322 12550 Professional Park Drive. Suite 7 FORT MYERS, FL. 33913 PHONE: (239) 939-1414 FAX: (239) 278-4289 FILE No 129wW IV V. Kt VIJIUN UA IL Plonning Ft. Corson Street R WA ING YwoE.9inn Ft. e: ( Florida 33901 S. Engineering Phone: 39) 2 278-5224 5�rveying h Mopping FAX: (239) 278-5919 CONSULTING DATE: MAY 23. 2013 PROJ. N0: DRAWN BY; MP/WAP gppD. BY: WAP DRAW. N0: SCALE: STRUCTURES PLANS FINAL ISSUE SLAB DETAILS AND PIPE CHASE -- RATTLESNAKE HAMMOCK RD./ COLLIER BLVD. INTERSECTION IMPROVEMENT PLANS SHEET g g OF B12 rwn SsuF %-]'LTy y 6 Kin I DG\A C I r\NI I n e Tr -- IMS _ VAN PRESTRESSED STANDARD SLAB UNITS - TABLE OF VARIABLES LOCATION CONCRETE PROPERTIES STRAND PATTERN TYPE PLAN VIEW CASE END OF UNIT ** UNIT DIMENSIONS ' REINFORCING STEEL SPAN NO. SLAB UNIT NO.(S)/TYPE CLASS STRENGTHS (psi) ANGLE 0 END i END 2 DIM J DIM K1 DIM K2 4D1 4D2 4D3 Yl Y2 4K NUMBER OF BAR SPACES BAR SPACING * RAILING REINF. *" 28 DAY RELEASE END 1 END 2 DIM L DIM R DIM D I DIM D I NO. I DIM B I DIM B N0. Sl S2 S3 V1 V2 V3 INDEX NO. CASE DIM X, 1 SPSUl-tthru22 IV 5500 4500 i 1 1 90' 90' 4.5" 9" 9" 41'-7" /" FABRICATOR TO PROVIDE NUMBER AND BAR DIMENSIONS PER REFERENCED INDEX SHEETS 4 14 30 9" 12" 8" 422 - -- --- 1 SPSU2-1 IV 5500 4500 2 1 1 90' 90' 4.5" 9" 9" 41'-7" /" 4 14 30 9" 12" 8" 422 Left 2'-4" 1 SPSU2-2&3 IV 5500 4500 2 1 1 90' 90' 4.5" 9" 9" 4l'-7" /" 4 14 30 9" 12" 8" 422 - - - - - - I CPSUI-1 IV 5500 4500 3 1 1 90' 90' 4.5" 9" 9" 41'-7" '/" 4 14 30 9" 12" 8" 422 Left 2'-8" 1 CPSUI-2 IV 5500 4500 3 1 1 1 90' 90' 4.5" 9" 9" 4l'-7" 1/q" 4 14 30 9" 12" 8" 422 Rlght 2'-3T DIMENSION NOTES: * ALL LONGITUDINAL SLAB UNIT DIMENSIONS SHOWN ON THIS SHEET WITH A SINGLE ASTERISK (•) ARE MEASURED ALONG THE TOP OF UNIT AT THE CENTERLINE OF SLAB UNIT. DIMENSION "R" IS CALCULATED AT MID -HEIGHT OF THE SLAB UNIT. •• END OF SLAB UNIT BEARING DIMENSIONS "J" AND "K" ARE MEASURED PERPENDICULAR TO � BEARING ALOING THE BOTTOM OF THE SLAB UNIT. +•+ SEE INDEX NO. 20350 FOR MODIFIED REINFORCEMENT. SEE "PRESTRESSED SLAB UNITS - TRAFFIC RAILING REINFORCING LAYOUT TABLE" FOR RAILING PLACEMENT ON HORIZONTAL CURVES. DIMENSION "M IS MEASURED FROM THE BOTTOM LEFT EDGE OF SLAB UNIT TO THE CL OF REINFORCING. }}}++++++++++}++}}}}}+++++ 25 SPA. ® 2" = 4'-2" 4'-11 'h" TYPE 1 30 STRANDS NOTES: WORK THIS SHEET UTILIZING FOOT DEVELOPMENTAL DESIGN STANDARDS INDEX NOS. 20350, 20353, S20354, AND 20355 AS REFERENCE DRAWINGS. CONTRACTOR TO SUBMIT PRESTRESSED SLAB UNIT SHOP DRAWINGS TO THE ENGINEER FOR APPROVAL PRIOR I-+—MIDSPAN OF BEAM TO START OF PRESTRESSED SLAB UNIT FABRICATION. ESTIMATED DEFLECTION I 1" DUE TO SUPERIMPOSED i DEAD LOADS = %4" I ESTIMATED TOP ESTIMATED TOP OF BEAM UPON — �_ _ DECK POUR OF BEAM PRIOR — — TO DECK POUR BRG. \ I / BRG. 1/4" ESTIMATED NET i BEAM CAMBER I ESTIMATED BEAM CAMBER & SUPERIMPOSED DEADLOAD DEFLECTION ++++++++++++++++++++ N N 43/. 43/4.. 19 SPA. ® 2" = 3'- 3'-11 '/," DATE: MAY 23. 2013 �WASurwynq INC. Plonning Ywoiizotion Civil Engineering & Mopping 1542 Corson Street Ft. Myers, Florida 33901 Phone: (239) 278-5224 FAX: (239) 278-5419 PROJ. N0: DRAWN BY: APPD. BY: DRAW. NO: MP/WAP WAP CONSULTING SCALE: TYPE 2 24 STRANDS STRAND DESCRIPTION: USE 0.5" DIAMETER, GRADE 270 LOW RELAXATION STRANDS STRESSED AT 31.0 KIPS EACH. AREA PER STRAND EQUALS 0.153 SO. IN. STRAND DEBONDING LEGEND • FULLY BONDED STRANDS STRANDS DEBONDED 5'-O:FROM END OF BEAM STRUCTURES PLANS FINAL ISSUE Q OTE:�,EE REVISED BEAM DETAILSN APPROVED SHOP DRAWINGSY CONCRETE ENGINEERINGOLUTIONS, INC. D A. PFT �\OEN / D 71111 a STATE OF Q �°,��, Ft O R Io P �`�,� NIL E� I I I ++}}+}+ +}}}+++ N N 43�.. 6 SPA. c 2 _ 1 -p" 3" 6 SPA, 2 3„ 3' TYPE 3 22 STRANDS WORLDWIDE ENGINEERING l CERTIFICATE OF AUTHORIZATION NO. 2322 12550 Professional Park Drive, Suite 7 FORT MYERS, FL. 33913 PHONE: (239) 939-1414 FAX: (239) 278-4289 ux.traw�.com HU No. 128Rrn23 RATTLESNAKE HAMMOCK RD./ PRESTRESSED BEAM DETAILS COLLIER BLVD. INTERSECTION IMPROVEMENT PLANS SHEET B9 OF B12 CONST. CONST. 66'-9 41" 66'-0 BEGIN APPR. SLAB NO.1 STA 10+63.62 :a! I pp p0 N I APPROACH SLABS SHALL BE CONSTRUCTED PER FOOT INDEX 20910 00 N UNLESS NOTED OTHERWISE 6z I ZW Xw IU SIDEWALK Z 00 , z A 9 I o� 810 RAFFIC w G S PARATOR us 0 I I END APPR. SLAB NO.1 STA 10+91.29 FIN. GR. EL. 52'-1 14.30 62'-I1 I SIDEWALK I BEGIN APPR. SLAB NO.2 STA 11+33.62 FN, GR. EL. '14.513 14.43 0� I 00 Z z � p0 ( p0 APPROACH SLABS SHALL X I BE CONSTRUCTED PER SIDEWALK pm TRAFFIC FOOT INDEX 20910 z� SEPARATOR UNLESS NOTED OTHERWISE SIDEWALK z I C, O� wQ I o I 12'� 3 SHORTER THAN ORIGINAL PLANS SEE ROADWAY PLANS FOR ELEVATIONS SIMILAR JOINT SLOPE BREAK I END APPR. SLAB N0.2 \ -- LINE STA 11+48.62 \ 60'-10 I 60-9 V-6. 8 SID WALK K SEE INDEX 422 & DEVELOPMENTAL INDEX D20350 2" FOR BRIDGE RAIL CONFIGURATION # # # AND REINFORCEMENT PLAN SEE INDEX DRAWING 302 S401 ® S402 0 FOR TRAFFIC SEPARATOR 12" C.0 12" C.0 NOTE: FOR APPROACH PAVEMENT TOP OF SLAB ELEVATIONS CONFIGURATION AND R REINFORCEMENT O REFER TO SHEET 5 OF ROADWAY PLANS. S c: 2" vv I ¢ S/W S401 12" WORLDWIDE ENGINEERING I.. _ CERTIFICATE OF AUIHCRIZATION N0. 27322 12" 12550 Professional Park Drive, Suite 7 *: SEE ROADWAY PLANS FORT MYERS, FL. 33913 PER FDOT INDEX FOR DIMENSIONS PHONE. (239) 939-1414 NO. 20910 SECTION SECTION FAX. (239) 278-4289 A No p FILE ` 12enan23 �0 NO. REVISION DATE DATE: MAY 23. 2013 �S.T1KroRKl 05-o�'3 INCPROJ.NO: STRUCTURES PLANS RATTLESNAKE HAMMOCK RD.. SHEET 2 rMµ KArE m-t4-13 R.,,�'.yinq onning 1542 Carson Street DRAWN BY: JCP APPROACH SLABS B1O n / suoling;ne Fl. Myers. 9) i7 33901 AppD. BY; WAP FINAL ISSUE COLLIER BLVD. INTERSECTIONV V iv,l E&rMg Phone: 39) 278-5224 DRAW. NO: IMPROVEMENT PLANS ac Mopping FAX; (239) 278-5419 Q CONSULTING SCALE: OF B12 T1: INDICATES TYPE 1 DETAIL T2: INDICATES TYPE 2 DETAIL AL: PROVIDE FOOT STANDARD END TRANSITION DIMENSIONS ALONG BACKFACE OF RAIL. NORTH ROU TE PLAN NOTE: SEE ROADWAY PLAN FOR LIMITS OF RAIL. U i'-0" r-77 -F-� 2 -D" 12'-3" SHORTER 3" t._6•, 3" m Ti THAN ORIGNAL �- PLANS SECTION 'A -A" SHOWING Tt AND T2 PEDESTALS Tt — GINNING OF BRIDGE 0 0. C N O t Tt I 00 I N Ti — END OF BRIDGE i-24'-V1 " 2'-6" 2'-2" SECTION "B-B" *: INDICATES REOUIRED AREAS OF SECTION "C-C" FORM LINER OR VENEER FINISH. AT Ti PEDESTAL OWNER TO SELECT FINAL FINISH AT T2 PEDESTAL STYLE. DIMENSIONS ALONG 2'-0" BACKFACE OF RAIL 2'-0" 3,. 1•_6• 3,. T1 INDEX INDEX o 422 422 J CHASE WALL CHASE WALL a I 2'-6" T1 PEDESTAL -PLAN i Jf�/ No71111 * _� * 03- STATE OF 2 �� !!l1f11l llil10 i11t1\\` c� U } P402 ® 12" 3P401 MAX. 3P401 — 2P401 P403 @ 12" MAX. T1 PEDESTAL -SECTION SHOWING REINFORCEMENT (T2-SIMILAR) T2 PEDESTAL -PLAN WORLDWIDE ENGINEERING ....... ----_-............. ._...--____ __.._ .____--__ CERTIIFICATEOFAMORI TICN N0. 27322 12550 Professional Park Drive, Suite 7 FORT MYERS, FL. 33913 PHONE: (239) 939-1414 FAX: (239) 278-4289 FILE No12eRM2s IV V. Kt VIJIVN UAIL DATE: MAY 23. 2013 zxo vw=,�-FIN wcv[r M-23_13 INC. PROD. NO: STRUCTURES PLANS RATTLESNAKE HAMMOCK RD./ SHEET fMµ 55uE �,-=�-13RWA Plonning Ft. Corson Strerido DRAWN Y: MP/WAP FINAL ISSUE RAILING AND PEDESTALCOLLIER BLVD. INTERSECTION B11 WwoEngi e Fl. Myers, 9) i 7 33901 APPD. BY: WAP Sur Engineering Phone: 39) 2 8-541924 � Surveying do Moppiny FAX: (239) 278-5419 DRAW, N0: DETAILS CONSULTING SCALE: IMPROVEMENT PLANS OF B12 Table Date Bridge # I TBD Load Rating Summary Details for Prestressed Concrete (Flat Slab & Deck/Girder) Bridges 1/1/2011 LRFR using Part A Load Factors Moment (Strength) or Stress (Service) Shear (Strength) o p o o o ° o o m o o Limit State Vehicle Weight Comments: Interior/exterior beam DF method if other (tons) LL DC DW .0 L L` rn _ m C s - L'- rn c than Standard Spec. Other appropriate to ~ 0 E Y 0 U) c H o E comments co ❑ u- fY .J ❑ ra p U- fY J ❑ Strength I (Op) 1.35 1.25 1.50 0.34 2.03 X 18.8' 0.69 4.29 "A" 1.3' 0 N/A N/A interior Service III (Op) 0.80 1.00 1.00 0.34 1.41 "A" 20.0' N/A N/A N/A N/A Y HL93 N/A Strength I (Inv) 1.75 1.25 1.50 0.34 1.57 "A" 18.8' 0.69 3.31 "A" 1.3' ❑ 10.80 N/A N/A interior Service III (Inv) 1.00 1.00 0.34 1.27 NX 20.0' N/A N/A N/A N/A Strength I 1.35 1.25 1.50 SU2 17.0 Service III 0.80 1.00 1.00 Strength I 1.35 1.25 1.50 SU3 33.0 Service III 0.80 1.00 1 1.00 Strength I 1.35 1.25 1.50 � SU4 35.0 Service III 0.80 1.00 1.00 Strength 1 1.35 1.25 1.50 C3 28.0 Service III 0.80 1.00 1 1.00 rn Strength 1 1.35 1.25 1.50 C4 36.7 Service III 0.80 1.00 1.00 Strength 1 1.35 1.25 1.50 C5 40.0 Service III 0.80 1.00 1.00 Strength I 1.35 1.25 1.50 ST5 40.0 Service Ill 0.80 1.00 1.00 Strength II 1.35 1.25 1.50 0.34 1.48 "A, 18.8' 0.69 2.84 170.40 "A" 1.5' 60.00 interior Service i 1.00 1.00 1.00 0.34 1.00 "A" 21.6' N/A N/A N/A N/A N/A =' y FL120 60.0 E � d a "Dim. X" ABUTMENT L LOCATION "A" ABUTMENT 0011►1111►►►1", r = No 71111 * % -0 STATE OF Q 11►1 ►t► 111111111`` General Notes: 1 This table is based on the requirements established in the January 2012 "Structures Monuol". Table 2 Notes: 1. Permit capacity is determined by using the permit vehicle in oil lanes. 2. Has the AASHTO LRFD Specifications Article 5.8.3.5 longitudinal reinforcement been sotisified? ® Yes ❑ No OID THIS SHEE SEE REVISED LOAD RATING -11 SHEET ON SHOP DRAWINGS 7 R C: WORLDWIDE ENGINEERING CERTIFICATE OF AUTHORIZATION NO.27M 12550 Profe-oral Park Drive, Suite 7 FORT MYERS, FL. 33913 PHONE: (239) 939-1414 FAX: (239) 278-4289 o--.com FILE Na 12RR 1D IN U. Mr vIJIVIV UH It DATE: MAY 23. 2013 zxo wurra _rw acur. 0!-2_13 R , A , �'Nc, PRO A NO: STRUCTURES PLANS RATTLESNAKE HAMMOCK RDJ SHEET t m-z�-rs \v/1v/ Plonnmg1$42CorsonStreetDRAWN BY: MP/WAPVi5U0liptiFt. Myers, Florida 3390, �INAL ISSUE COLLIER BLVD. INTERSECTION B 12 APPD. BY: WAP LOAD RATINGS Ci�a Ernq-9li ingMo Phone: (239) 278-$22aSureyinq &Mopping FAX; (239)278-$419 DRAW. N0:IMPROVEMENT PLANS CONSULTING SCALE. OF B12 2" 8'-4" SIDEWALK ORIGINAL — PROPOSED FACE OF CURB (NO CHANGE) I SIDEWALK C.I.P. F.R.C. SLAB PRECAST SLAB UNITS I'-3' o NORTH FACE OF BRIDGE NOTE. BACK OF SIDEWALK IS REVISED TO EXTEND TO LIMITS OF F.R.C. SLAB AND SLAB UNITS. BARS 5T (MOD.) AND 5X (MOD,) 2„ TO PROJECT OUT OF TOPS OF PRECAST SLAB UNITS, BACK FACE OF TRAFFIC RAIL SEE INDEX 422 E� D20350, AND STONE VENEER REVISED RAIL AND SIDEWALK: NORTH SIDE PU24000 21I 1'-1" 2" 3/q" CHAMFER (TYPO) - T 2" RECESS FOR STONE VENEER (TYP, EA. SIDE) SIDEWALK C.I.P. F.R.C. SLAB PRECAST SLAB UNITS 2" NORTH FACE OF BRIDGE —ORIGINAL � PROPOSED LIMITS OF C.I.P. SLAB AND PRECAST SLAB UNITS. (NO CHANGE) REVISED RAIL AND VENEER DIMENSIONS: NORTH SIDE PU64000 PROVIDE REINFORCEMENT IN HATCHED AREA SIMILAR TO FDOT INDEX N0, 422e SEE DEVELOPMENT STANDARD DRAWING D20350, FDOT INDEX 422, AND "BRIDGE CONCEPT" DWG, C-2 BY KNAAK DESIGN GROUP DATED 06-1-13 FOR ADDITIONAL INFORMATION. No 71111 'a STATE OF 0 F<OR{OP ONAL� IIIIIIII+Ititit1111ttT`, WORLDWIDE ENGINEERING CERTIFICATE OFA HORIZATION NO. 0322 12550 Professional Park Drive, Suite 7 FORT t"ERS, FL. 33913 PHONE: (239) 939-1414 FAX: (239)278-4289 w.rv.IrcvrH.mm FILE No. 128RW/23 DATE: JULY 25.2013 R. ND DRAW N : STRUCTURES PLANS REVISED RAIL AND RATTLESNAKE HAMMOCK RD./ SHEET BY: WAP PLANS REVISION NOa 1 SIDEWALK DIMENSIONS FOR COLLIER BLVD, INTERSECTION BR1 —1 APPD. BY: WAP DRAW. NO: SALE: STONE VENEER -NORTH SIDE IMPROVEMENT PLANS OF 2 CL 101, FORCE MAIN I 3'-10" 10" 2 ' *- SOUTH FACE OF BRIDGE BARS 5T (MOD:) AND DA UViIJU.) TO PROJECT OUT OF TOPS OF PRECAST SLAB UNITS, SEE INDEX 422 �, D20350> 2" 1_-3 L 8'-4" SIDEWALK 2 2" %4" CHAMFER - - (TYPO) TOP OF --� CHASE WALL �O AND CHECKERED PLATE SOUTH FACE 2" o OF BRIDGE 8„ RECESS 2" FOR ; N �O STONE -ORIGINAL VENEER y PROPOSED — — — — aCE OF CURB NO CHANGE) Ln 0 21, - RECESS cv �' `\j F 0 R STONE VENEER 2" REVISED RAIL, SIDEWALK, AND CHASE: SOUTH SIDE PU24000 ORIGINAL �, PROPOSED — LIMITS OF C.I,P, SLAB AND PRECAST SLAB UNITS, (NO CHANGE) REVISED RAIL, SIDEWALK, AND CHASE DIMENSIONS° SOUTH SIDE PUG4000 PROVIDE REINFORCEMENT IN HATCHED AREA SIMILAR TO FDOT INDEX N0, 422, SEE DEVELOPMENT STANDARD DRAWING D20350, FDOT INDEX 422, AND "BRIDGE CONCEPT" DWG, C-2 BY KNAAK DESIGN GROUP DATED 06-1-13 FOR ADDITIONAL INFORMATION, 4�p A. PFp V\GEtds , R�iji No 71111 ®a2to STATE OF cl ss�ONAL ''�'f�"unumllnl`,v O 7;Rc WORLDWIDE ENGINEERING CERTIFICATE OF AUTHORIZATION NO.22322 12550 Professional Park Drive, Suite 7 FORT MYERS, FL. 33913 PHONE: (239) 939-1414 FAX: (239) 2784289 FILE No. I' 12=823 DATE: JULY 25.2013 RAWN BNBY: RAPSTRUCTURES PLANS REVI SED RAI L AND RATTLESNAKE HAMMOCK RD./ SHEET DRAWN APPD. BY: WAP PLANS REVISION N O o 1 SIDEWALK DIMENSIONS FOR COLLIER BLVD. I NTERSECTI ON BR I— 2 SCALE: NOt STONE VENEER: SOUTH SIDE IMPROVEMENT PLANS OF 2 OUTSIDE FACE OF PRECAST UNIT (BELOW) 91 EXTEND TRANSVERSE BARS S501 GI' C.C. TO WITHIN 2" CLR, OF EDGE OF SLAB (TYP.) 2-ADD'L NO.5'S X 4'-0" (FLARED) SIDE_WA LKySLA "A 11 FACE OF CURB 8'-4" SIDEWALK BEG, OF BRIDGE OUTSIDE EDGE OF SIDEWALK AND CAST IN PLACE SLAB �TBRIDGCE POINT OF TANGENCY OUTSIDE EDGE OF SIDEWALK, CAST IN PLACE SLAB AND PRECAST SLAB UNITS 1'-5" BRIDGERAIL E� VENEER 2" (TYP<) ttttuuuttlnpaa PART SLAB PLAN @ BEG. BRIDGE° NORTH SIDE pRpA,P�T�aI'll (SHOWING EDGE OF SLAB CONFIGURATION) PU64000 v��o No 71111 014b STATE OF ' 0�� F40RI0P ss�ONA� "aaa,l/Iil1(1111111ltt ��, NORTH FACE OF BRIDGE OUTSIDE EDGE OF SLAB, SIDEWALK * BRIDGERAIL TO CONFORM TO HORIZONTAL CURVE —�-f---F� CANTILEVER VARIES FROM "0" TO 0'-91%6" SECTION 11A—A" @ BEG. BR..- NORTH SIDE (SHOWING VARIABLE EDGE OF SIDEWALK AND SLAB) PU64000 NOTE: PROVIDE REINFORCEMENT IN ACCORDANCE WITH INDEX 422 WITH FOLLOWING EXCEPTIONS FOR VARIABLE CANTILEVER AREA AS INDICATED ON THIS SHEET: SUBSTITUTE BARS 4T @ 712" IN LIEU OF BARS 5T @ 12" SUBSTITUTE BARS 4X La7/2" IN LIEU OF BARS 5X @ 12" BARS 4T AND 4X TO TERMINATE AT 1 INCH CLEAR FROM BOTTOM OF C.I.P, SLAB IN LIEU OF EXTENDING INTO PRECAST SLAB UNITS. DATE: JULY 25.2013 PROJ.NO: STRUCTURES PLANS CLARIFICATION FOR SIDEWALK DRAWNDY: WAP APPD. 6Y; wAP PLANS REVISION NOe 2 AND SLAB GEOMETRY AT DRAW. N01 SALE: BEG, OF BRIDGE: NORTH SIDE a WORLDWIDE ENGINEERING CERTIFICATE OF AVTHORIZ 1104 C.O.27372 12550 Professional Park Drive, Suite 7 FORT MYERS, FL. 33913 PHONE: (239) 939-1414 FAX: (239) 278-4289 FILEVNo. 12eRVYi23 RATTLESNAKE HAMMOCK RD./ SHEET COLLIER BLVD. INTERSECTION BR2-1 I MPROVEMENT PLANS of t SI:ICOFF JT SEALER '8" DIA. BACKER ROD IX2 x i" DEC J — PP.E6'.OLDED � it SILICONE EXP. EXP. MATEP`Ikl_ j FORM IIN S JOINT MATERIAL, SEE M.ATCHNFI<; CHA. DETAIL TITIS SHEET E� WALL (2)r5x3'-0" 316 S.S. DOWELS W/ ONE tI 3�. END VIPAFPEO IN PIPE RNSULATION \` - ----_-- F JSO:"(TF PIt.E =o DECK �I ABTME?J� ') I PRESTRESS CAP REINF, COt''CREIE P ELEVAPON Or CAP EXPANSION JOINT DETAIL AT ABUTMENTS (CAP TO CAP JOINTS SVILAR) NOTES 1. COST OF FILTER FABRIC, CONCRETE CAPS, AND REINFORCING STEEL SHALL BE INCLUDED IV THE COST OF SHEET PILING. 2 SHEET PILE WALLS ARE DESIGNED 10 BE. SELF SUPPORTING AND >TADLF AFTER COMPLETION. IT IS THE CONTRACTORS SOLE RESPONSIBILITY TO DETERtdiNE ERECTION PROCEDURES AND SEQUENCE TO INSURE THE SAFETY OF THE WALLS AND THEIR COMPONENTS DURING ERECTION. THIS INCLUDES THE ADD{HO! OF NECESSARY SHORING, SHEETING, GUYS OR TIEDOWNS, 3. SHOP DRAWINGS MUSF BE APPROVED BY THE ENG!NEEP, BEFORE ANY SHEET PILING IS PLACED. 4. PLACE SHEET PILE CAP CONSTRUCTION JOINTS A 14A.XIMUM OF 30 FEET APART. ALIGN SHEET PILE JOINTS WITH CAP JOINTS. 5. PROVIDE EIGHT EXPANSION JOINTS AT ABUTMENTS A14D AT ANGLE BREAKS IN THE CAPS AS SHO'HN. 6. DO NOT PLACE THE CAP UNTIL BACKFILL IS IN PLACE BEHIND THE WALL. 7. WAKE ALLOWANCE FOR APPROXIMATELY 2 INCHES OF DEFLECTION AT THE TOP OF THE SHEET PILING PRIOR TO PLAC114G TIME CAPS. PILE EWAL!< APPROAC PAVEIJEN' PART ELEVATION BEEF INf; OF BRIDGE LOOKING SOU iH rr+D n, BRIDGE 7'-0" WING (NEARSIDE) STA. 11, 33.5E -- --- \._ TOP OF PARAPET CHASE C014CRETE DECV—.—r---__ ____._.------------_--_-- p i i / COFt :'ETE BEAM EXTERIOR COATED, `�� ' PILE CAP ---_CAP - -- P7_27 SHEET PILE JO I cY,P. /� r' 01NT SHEET PILE [ NW=95° 00' END 5EN7_ SW=45` 00` NE=.;0` 00' CAP � --- SE=30' 00' I CAP=XPANSION JOINT DETAIL f -) -- OATS. MAY L_. _(17 1 j/ IC C i Pttza No: t>1, ✓j f \ �- S f Ii t '!iDl CRA%N Ml J:f` 1,PPD, EY, NAP wo=c FAY 13i) L,F:—`.••13 DRAY 1i0, -- -- — CONSULTING, SCALE-. P ART 1t ELL1/A T]ON UID - :D-E LgO:;itfG F1oug FORF.t LIIqES I.;ATCHING Ci='ASE WALL SIDEWALK f 1btS Ii ¢ Par I EXTERIOR COATEC P -�•7, SHEE F PILE RIPRA=-RUBELE 3;AN'I< AND SNORE) T HICKfiESS I1 Al FILTER FABRIC .A "-6'. BEDDING` STON- ---- EL V=19.50 SHEET PILE ;% AI_ 0 F - APPROACH ff2t�Ca� _a``-- ��,,-�,y,.�•i.-�.. ,, PAVE4f!,NT GROUNID LINE /J�� ING �a �,,,� �yk- P 1 =a} xu;pcp afJ 8 �Q. j �.i (f� E dA.,� t„h->y...v �&°/ �n 6 nfa ;sors,e> / l%� 1 pp b'..F)pp�� a R'W'k -d col f,'k p6v (+ 81, ,2 ED ih I a Z 6d4 ��e�ii• fia _ ac" WORLDWIDE ENGINEERING FORT MYERS.FL, 33era FA'1 ( ]) 4�y3 ( ��' FL L •:i S Tt V U l. TU t , t_ 7 'I--' ! .� 4 l 3- s_i_ �, i in T�`. RD, , F E}} _;_ii co< < ffi 31 `"' ) I, � �E ,St_c T for FINAL IS -SUE ME,f 0\,'H'?r_f'1 J FLANIIS SH4 e-l 06 13 V,'iNG 2/(%!flf-!G 4 MiRRO.R iMAGE) DAT* E '�AY MO.; IQ: DRAYN 0�: CP APW). DY: 1AP r IX (239) 2711— ["RAY", Io: CONSULTING SC"Et LAN Op 12' -D -11 ELEVATION OCKING BAU1, ABU�,E!;7 Kol LI-10—TEd- I . ALL EXPOSED EDGES OF CONCPE-1E SHALL BF CHAMP EREC 2. CONCRETE SURFACES SHALL BE FINISHED IN STRICT ACCORDANCE r Cl F -00- 1, , , OF THE PECILICATIONS- 'M Ill AIR I I . H S 1 3. CONCRETE SHALL BE CURED IN ACCORDANCE WITH ARTICLE 400-16. flEca cRl )CF, 4. THE CONIRACIOR SHALL CAST THE SLAB AND APPROACH SLAH ANCHOR RODS IN PLACE 5, NO WNG CONCRETE SHALL BE PLACED ABOVE THE CON-111—1 'I V, EACKER t. t- 1'—ss — \ —14, , f" f.ForRRF JOINT LIN-ill- AFTEP THE SUPERSTRUCTURE HAS BUN PLACED AND FINAL FINISj'IED CRADE HAS BEEN FSTABLISHED. 6. REINFORCING IN FRFmar ED �NiNG NO. 4 IS SIMILAR TO THAT ILI wiNG NO-2, ENP, MAJERIAL -l-clE 7 ABUTMENT REINFORCING STEEL SHALL NOT BE ORDERED UNTIL PILES ARE ]FI PLACE AND fOLERANCES HAVE BEEN CHECKED AND DICK AND APPROVED BY ENGINEER, (913,111- i Fll`\JAL 1"SI-JIF JAS07 i5x13 =Rr pj ;4' J] )M I C-1 a WORLDWIDE ENGINEERING AU 10 K,,P .I If M. I-L 713211 4 l,"l CK RCS. COLUEr' R \D INI TEIRSECTION�� PLANS 0 F B I �-A� EE NX Fr10 0= BRID'=E m � J tla,r=="s•'7_ i�,�yv-1 I ivre�c 7 �I 13.73 � i t/7" FITI FP t C- � I 1 I � CL. 1 I iYit7G i EL i k R I1 (3F I v 1 0_3Y:507 5 3 U.'FF _.3 Svmoj �4 NI . I , I pL-ilj\I STA 11+33.59 Fits. C.. Ei.. I4.50 r'it � � r (; r1 E 1-EVA -1- 101v NI ES: 1. ALL EXPOSED U- h ; U 0 C,'L+C -SHAtL BE CHAMFERED 1'xl". 2, CONCRETE SURFACES SHALL BE FINISHLD IN SIRICT ACCORDA'dCE 4'PTH AIR IICLE 400-15 0 !HE. SPECIFICATIONS. 3. CONCRETE SHALL BE CURED IN ACCORDANCE WITH ARTICLE 400-16. 4, THE CONTRACTOR SHALL CAST THE SLAB AND APPROACH SLAP ANCHCR RODS IN PLACE. 5. No WING CONCRETE ,HALL BE PLACED ABOVE THE CONSTRUCTION END D, ui G,- JOINT UNTIL AFTER —IHC S IIS1RUCTURE HAS BEEN PLACED — --- ID AND FINAL FINISHED GRADL HAS BEEN ESTABLISHED. 6. REIN ORCING IN MNIG No3 SIMILAR TO THAT N WING NOAL 7. At3UIMC,T RL_IWORCIPIG STE-i SHALL NO[ BE ORDERED UNTIL PILES ARE IN PLACE AND TOLIRANCES HAVE BEEN CHECKED AND e�l e AND APPROVED BY ENGINEER, / ��— 1D. , Y j 9 - nf.01 R 9 'h F.F..-- L 1i - 31M"03 F 3 Y ' it ll_ _ J iiCh,G "/1(VV WG I IJ,IRF.'OR .1.'!•, L} Si= CTIC;Il1CAI') ii •!— ,EC I l '� t L �. 4Y,,. F i .s1 7•-PD, Y ,.,. G:tAiY. I..., . 11 CONSUL iihlC ,r"ALE- `'EC: i ON C _ B L7 U PUC I URE`-> PLAITS I-IN1AI__ SUE `..— IF"'I 4] 0 1 .:':,ET PILES �lrA 1?l 1. i I N( LDS fAf+ ��' •. r- SIUCCidE JT. SEhLLA 1/2'1:1' GEE' 1/2 M MO WED _/\ p _- EXP, 11l,TcrtlhL � .�--�—CO:tCFEtE (9G CF.C{ SE CE tlEAtA i° q A. P,..',9 <- ,`s O7Il \\ r f \ A- �x fS i( r- WORLDWIDE ENGINEERING KUF5.S !F"r; 7c 1414 h ( NAKE HAMMOCK RD. F P UC) 1NL� T�STfOl,'d I rI"'f'OirEh-AEN PL;�,h?S ,I,. 1 PILES BEG IIR STA. to+9i 33 I 2 SPA, r_=` 6' 0" i 2' -. 0" \J 37 (�G f� �J DEG. BR. STA. tU-3 58 --- — I --- pF{ --- I;- 2SPA..i 17—n' Svc . 71 �r v til T_t >v sc T FA OF PZ27^- St EE'i PILE CONC- � air -A CF PZ27 "-� € ET FILE ' @2 2 i8X;fi PRESTRESSED CONIC. Pq_ES i4_SPA, _-- 7'-3•' PILE PLAI! `a t (. cl PILLS SI., IM903i .?:: INDICATES RECUiRFD TEST PILE lOCA110N. .._2 <P! 3' r ,, 1 C� -�:;C'�..[]::%�slF`�-i`�-L"l.[1C�Y- y1-1--1-�1-��-r•` 1�--rtt-�. r`�,!_�.1�� ---- INSTALL)V ION CRITERIA OOVdN DRAG (TOtdS) DESIGN ----- TOTAL SCOUR RESIST. CRITERIA NET SCOURI RESIST. 1100-YEARTIP I SCOUR i ELEV I w i, = PILE CUT -- - OFF ELEVAt IOtdS� . kt3UTh�ENT1 PILESI.1981 PIER : OR QEtdT PILE SIZE (IFJ.) NOMINAL QEARING RESIST. (TONS) i TENSION RESISt (TONS) f.4IJJI1dU6d ELEV. (FT} --- TEST PILEORDERPREFORi�4 Lhi FT PILE LEIJGTHELEV. FlE REQUIP.ED ----- -j----- FACTORED DESIGN t_OADg (FT) .. (FT) I (TONS] CONS} (TONS) � (FT.) N I a - � � ARUTIAENT2 f 1 2 I18'xi8" Wx18" 142 — 142 l ( NIA N/A j -86168 I -38.54 I 62 --- 64 _ NAA N/A N/A N/A NIA N/A 92 92 0 -- 0 htiA N/A NIA — NIA N/A --- WA z C pU_: tJ/A _-__ N/A O m y WQ .65 ( - '65 PILES 20-36 VA.HIES9.03T010.32` --- VARIES 9.17 T010.46 i -- -- NO TES. 1 ALL PILES ;1RE TO OF 1S IN. SO. PRESTRESSED r,ONCRFTE PILES AND SHALL OE DRIVEN PLUI,'113. SEE FDOI INDEX, NOS 20SDE1, 90601, AND 26618 FOR PILE NOTES v.F1D DETAILS. FILES '✓U&i €.'E Ii(:IVN ,0 THE RCOUIVES UL-11dA IE RLSS1At!CL OR REFUSAL 'NHICHEVER OCCURS RS HR`_;T- 3, THE CONTRACTOR SHALL VERIFY THE LOCATION OF ALL EY„STING UTILITIES PRIOR TO DRIVING PILES. SEE C:IVY./SIDFV,ALi: PLANS AND PILE PLAN FOR ADDITIONAL INFORMATION, 4. DO NOT .i=7 CR PREFORM THE PILE LOCATIONS ' 'THOIJT APPROVAL OF THE ENGINEER. Mlllfl't Mi TIP FLEVATlON IS REOUIRED FOR LATERAL STABILITY. S. AT EACH CENT. PILE DRIVIA;G IS TO C060NEFICE AI iHE CENTER EF THE BENT AND PROCEED OU'V,RRD. 7. PROD TL34' AND TEST PILES SHALL BE DRIVEN P41CIc 10 THc CONSTRU TO'll OF -.,,SET PIL- / r�. Y �. fl 'vi rnl.l� i u lira �. �c�iL 1 l U I Ut' 111 AI`ill i !(`',AI_ ItE 2 SPA. r! 0I, TH PILES STA. 11.1-34.21 " h 1' y '3JJ B. TEST PILES Si ALI_ NCT BE DRIVEN WITHOUT THE Al" R VAI z` ! (. OF THr. ENGii.:EER. ZI ll 2. TESI P'i E S SHALL FE DRIVEN IN THE P USI TION O Ptil lP.rvvr i!7 'LI iL(J P:I ES Ai i1dE L6CA TIChdS INDICATED OR AS DIRECTED BY THE E.vJG!4E`R 10. TEST PILES AND ASSOCIMED TEST114C TO SF PAID ME B'' THE F'cRt:!!TTL'• � ---- - c� WORLDWIDE ENGINEERING c {r n pis .v i )371u. I GENIE AL 1011=S l SLR i i VI? INTERSECT 1O'N j �1 I I .iPRO /r_MENTI PLAr:c 0 ,L Load RoUng Summary Details for Prestressed Concrete Bridges (flat Stab and Deck/Girder) Table 2 - LRFR Load Factors Moment (Strength) or Stress (Service) Shear (Strength) Comments: weig 'Q ° n c o �� ° m c a In beam Limit State Vehicle (t ns) LL DC OW o o o y o N OF method if other o o m 1 q c o m than LRFD. oJ ) q Other appropriate comments. 1�1 Strength I (Inv) HL-93 N/A 1.75 1.25 f.50 0.324 2.06 N/A A"' 20.29' 0.3T6 6.64 - N/A _ ._..._ 8" . _ ... 4.06, LOC A".BEAM 14, LOG 'B"• BEAM 16 - c_-__ 0 o Strength I (Op) HL-93 N/A 1.35 1.25 1.50 _ ---- 0.324 2.67 N/A A" 2029' 0.315 861 N/A B' - - 4.06' LOC 'WSREAM 14, LOC B'S BEAM 16 ur9 O a Service -III(Inv) HL-93 N/A ----- 0.80 ...__.._... 1.00 1.00 0.324 1.20 N/A "A" 20,29' N/A N/A N/A N/A N/A LOC "A". BEAM 4 N/A BEAM 4 Service J11 (Op) HL-93 N/A 0.80 1.00 1.00 0.324 I.34 N/A "A" 20.29' N/A N/A N/A N/A rn c Strength If FL120 60.0 1.35 1.25 1.50 0.324 1.98 178.73 'A" 20.29' 0.316 6.02 360.90 B" 4.06, LOC A" BEAM 14, LOC "B"- BEAM 16 0 Service Ill FL 120 60.0 0.7 1.00 1.00 0.324 rl--14 68.13 A" 20.29' N/A N/A N/A N/A N/A LOC "A". -BEAM 4 Abbreviations: ABUTMENT DL -Dead Load (LFR or ASR) A Q fi G 0 0 DC - Component Dead Load (LRFR) o u OW - Wearing Surface & Utility z 0 w Q a Dead Load (LRFR) to LL - Live Load vl �oaog Inv - Inventory �i Op - Operating 0 EST. TOP OF / r EST. TOP OF BEAM PRIOR BEAM UPON TO DECK POUR DECK POUR 7 4� BEARiNG % BRING �m MlDSPAN BEAM o� ESTIMATED MiN. BEAM CAMBER (BEAMS 4 & 14) & SUPERIMPOSED DE40LOAD DEFLECTION RAnNG LOCA77ONS No.66059 P � TAT F �� STUART D. GORM P.E. I FLORIDA REG. 66059 ABUTMENT General Notes: 1. This table is based on the requirements established in the January 20IJ "Structures Manual". Table 2 Notes: 1. Permit capacity is determined by using the permit vehicle in all lanes. 2. Service Ill Design Inventory tensile stress limits = 3"SQRT(f c) or 6SQRT(f'0 Service 111 Design Operating, Legal, and Permit tensile stress 1imits=7,5SQRT(fc) J. Has the AASHTO LRFD Specifications Article 5.8.3.5 longitudinal reinforcement been satisfied? yes No ❑ Software used to complete Load Rating: Smart Bridge Suite, Version 3.1, 2013 Controlling Load Rating Weight Rating Limit State vehicle (Tons) Factor SERVICE /// FL -120 68.13 1.14 PREPARED FOR: S&S PRECAST, INC. P.O. BOX 366098 BONITA SPRINGS, FL 34136 PHONE:239-992-8685 FAX: 239-992-9226 1 17-30-13 REV. PER COMMENTS R1 DATE I RDIISION SPECIALTY ENGINEERING PROVIDED BY: SHUT TALE: BRIDGE BFAM LOAD RATING C-ONCRET ErGMEE G-S-OLUT fONS,T-I-C- -A Io1mN1;V_vrSrAM - MOUNTAIN TOP, PA 18707; , PxoNE:57o.s6a-2081 FAX: 570-W6 2082 FLCO.A.k28977 - - - ?" ' ---COL-LEER-COUN-TY. FL RATTLESNAKE HAMMOCK RD/ COLLIER BLVD. INTERSECTION IMP. PLAN scxF: N.T.S. u+TE, 7/8/13 titan er: SDG tray. Lo. LR-01 CM W T t 13-24.0 11 net art KR% M0 1 QF i venerai hoses: 1. CONCRETE: a) F'ci = 4,500 psi @ RELEASE b) F'c = 5,500 psi @ 28 DAYS 2. REINFORCING: TO BE ASTM 615 GRADE 60. 3. FINISH OF UNIT WILL BE FORM FINISH WITH RAKE FINISH ON TOP SURFACE. 4. STORAGE / TRANSPORTATION: PRECAST SLABS ;SHALL BE STORED ON ADEQUATE DUNNAGE 5. LIFT HARDWARE, TO BE (2) 1/2^ 0 270K STRAND, EACH LOCATION 6. ALL SUPPORT CHAIRS SHALL BE PLASTIC. 7. Quality Assurance References, a) PCI MNL - 116 b) Most current FDOT Standard Specificartions Road & Bridge Construction, Section 346, 400, & 450. c) S&S QC Plan d) Sampling and testing will be done by S&S Q.C. staff an S&S SHOP DRAWINGS ARE TO BE USED IN CONCER i H DRAWINGS BY TRC ENGINEERING FOR THE STATED PROJECT ATED 05/23113. S& HO INGS SHALL TAKE PRIOR! HOSE ITEMS SHOWN, THERWISE TRC i G WIN ARE TO BE USED. 1 THE SLAB MODIFICATION THAT S&S SHOWS IN THESE DRAWINGS IS BASED UPON THE REDESIGN COMPLETED BY CONCRETE ENGINEERING SOLUTIONS, LLC IT IS TRC ENGINEERING RESPONSIBILITY TO REVIEW FOR GENERAL CONFORMANCE WITH PROJECT GEOMETRICAL REQUIREMENTS AND ASSURE COORDINATION WITH \-THE OTHER STRUCTURAL ELEMENTS OF THE PROJECT. LIFT EYES 0v SHEET ( I SS Job NO, NO, 2 113038 n L'A'-d-6-1 Type A & 131 — Spacing for 5M bar Type D — Spacing for 5T & 5X bars to be Alternated zi� rI'- 3'—j LIFT EYES t----1'-3'—p Alt ,� Type A & B M 5T 5X 5M REVIEWED BY CONCRETE ENGINEERING SOLUTIONS FOR CONFORMANCE WI TN STRUCTURAL DESIGN FEATURES. BY,, r 6Gnl� -BATE, 5Z FI'-3'—1 LIFT EYES r1'-3°-1 d4'—szI Type C & D ' JPR� • D: No. 66059 STATE F�7 14ORIO�•��< • ; 0NAl- 1 -73° 4 4 LIFT EYES - 1/2" 270K STRAND Two units per location Typical Dunnage Max of Three units High 5» --Dunnage-material-will be -full width- REVISIONS DRAWN BY SPECIALTY ENGINEERING PROVIDED BY: PROJECT DESQRIPTIUN iss S & S PRECA S T, INC CONCRETE ENGINEERING SOLD IONS, LLC RATTLESNAKE HAMMOCK RII / Add Barrier Rebar APPROVED BY 101euBvMW.TA1 SG P.O. BOX 366098 BONITA SPRINGS FL 34136 �n2ouxrnu+roe,rni. DATE Mo�s7a�� COLLIER BL VD INTERSECT0I 7--8-13 (239) 992-8685 FAX' (,39,) 992-9226 SHEET CONTENTS 12' .Deck ,Sla b Tabte of Variables Location Concrete Properties Strand Patten type PLAN VIEW CASE END OF UNIT UNIT DIMENSIONS REINFORCING STEEL SPAN Beam Class Strengths (psi) ANGLE 0 NUMBER OF BAR SPACES & SPACING DIMENSION E8 Day Release END 1 END 2 END 1 END 2 1 DIM L DIM R S1 V1 S2 V2 S3 V3 1 1-28 IV 5500 4500 1 1 1 90° 90° 41'-7" Ya' 5 8" 16 10" 30 8' (4) STRAND N - 1/2' @ 5K EA 3 5, SHEET SS Job NO. NO. ,j 13038 (81) 5M-#5 bars @ 6' Spacing i f13�,'•1� 9 1' S 48 4'-74' 0 20 SP @ 2,25" 58'�- (21) .6 270K STRAND (i_ 40K E\ Tvoe A - (1) Required . 4'-74' (21) .6 270K STRAND @ 40K EA Type B - (12) Required -- - -Type 131 z;�DEBOND 5 -0' REVISIONS DRAWN BY S CAST, INC. DATE DESCRIPTION 8/1/13 Add Barrier Rebar naaonvcn BY P.O, BOX 366098 BONITA SPRINGS, FL 34136 1239,> 992-8685 FAX, (239) 992— 9226 SG i (4) STRAND N - 1/2' @ 5K EA (4) STRAND N - 1/2' @ 5K EA 0 L 4' 4 24' 41a 4 4'-51' 2 1 4 3 2 • e e • 8 12 16 20 24 23 19 15 11 7 • , , , , , ® . , . . O . , , , 5 9 13 17 21 25 22 18 14 10 6 (21) .6 270K STRAND @ 40K EA ,kDEBOND 5-0" Type C - (13) Required (34) 5T-#5 bars @ 12' Spacing REVIEWED BY CONCRETE ENGINEERING SOLUTIONS F©R CONFORMANCE WITH STRUCTURAL DESIGN FEATURES BY, DATE•_ 20 SP @ 2,25' 4'-5i" (21) .6 270K STRAND @ 40K EA Type D - (1) Required ,kDEB0ND 5=0"- _— CoNCRETE ENGINEERING SOLUO�TI-NNS!,,LLL+SI� 101 —FAX: V�V/ 1 _LWI 5 MQUNSAM 70P, PA 1R7(I'i PHONE:57i_+i,N �Wl - Fix: 57Pkfi#.ii,Ti? Typical Detension Schedule 4+ —ICU 3" (4) STRAND N - 1/2' @ 5K EA (33) 5X--#5 bars @ 12' Spacing `11/111111!/! Go 0� rElVS''9 F No. 66059 F�OR1pP,' S TONAL � SHEET CONTENTS RA T TL_f'SNAIZ'E-HA�OCK RR / COLLIER BL VD INTERSECTION I2, Deck Slab +" SEE SHEET S3 DETAII 2'-0' Min. Lap s� a Bars 4K 0 t u� � M 2' Cc SEE SHEET S3 DETAIL Strands (see Sheet 3) TYPICAL SECTION B in Bars Strands N ly" 'Co �N LO ars 4D Chamfer (Typ.),' 1. 7�- KEYWAY DETAIL 0 END I SHEET SS Job NO, NO. 4 13038 Bars 4K - 30 sp, @ 8' DIM L = 41'-7' Direction of Stationing ELEVATION AT END OF PRESTRESSED SLAB UNIT 6 Spacing Bars 4K Symmetrical about (� Unit --� Lj— 0� Unit I I ELEVATION DDEVCRIPTS N DRAWNBY BY S & S PREC AS l , INC, APPROVED BY SG R.Z7 BOX 366098 B17NIT4 SPRINGS, FL 34136 DATE 7-8-13 <239,> 992-8685 FAXf (239,) 992-9226 BILL OF REINF URCIN(i S (EEL FOR ONE UNIT ONLY MARK NOTE NUMBERS SIZE NUMBER REQUIRED LENGTH (NOTE 1) D 41 5, 10 4 66 6'-8' K 4, 5 4 126 3'-5' N 2,8 2 Strands 4 Dim, L+2' Y 4, 10 5 Z - 5 1 6 1 4'-7' BENDING DIAGRAMS (See Note 1) 3 _0, BARS 4D k- 0 M BARS 5Y RTD.Gp No. 66059 STAT OFOR 19 S ,S/ONAl- �� j,,;......, " 0 r7 j - — lil BARS 4K END 2 REVIEWED BY CVNCRETE ENGINEERING SOLUTIONS FOR CONFORMAN E WITH STRUCTURAL DESIGN FEATURES- DATE• / � tt�� SPECUL.TY ENGR4EERING PROVIDED BY: PROJECT SHEET CONTENTS CoNCRm ENGINEERING SOLUITONS, LLC RA T TL ESNAKE HAMMOCK RD./ 101 PINE v b:V yelTJ.T1;9 'IH rA TOP,en Ma COLLIER BL VD INTERSECTION 12" Deck Slob FAX: 570-M-2M 8 U 0 Q— U) M Ln B1 i/8" TO 1/2' CHAP BETWEED SLABS 128'-2" B B B B B B B B B B B B f C C C C C C C -� REVIEWED BY CONCRETE ENGINEERING SLl UTIONS FIDR CMFORMANCE WITH STRUCTURAL DESIGN FEATURES, BY., 57 Z DA TE, 1,t2J2'" SHEET SS Job NO, NO. 5 13038 .02 FT. /FT. .02 FT. /FT. m. P.G.L. & SLOPE BREAK LINE Cn �I U j L Q co No.66059 STAT OF ,z� OR I rl+ B I B B B B B B B B B B C C C C C C C C C C C C C --FIT REVISIONS DRAWN BY Jss S & S PRECAST, INC, RO. BOX 366098 BONITA SPRINGS, FL 34136 (239) 992-8685 F4X' (239) 992 9c226 SPECIALTY ENGINEERING PROVIDED BY: �r CONCRETE ENGINEERING J OLU FIONS, LLC 1aP¢�v�wFsrnres �u01,W757G,,P2I,:0: PHONEONfi:570-868-2031 PAX:570�6R-2082 AX 11 emus PROJECT RATTLESNAKE HAMMOCK RR / COLLIER EL VP INTERSECTION SHEET CONTENTS 10' Dpek Slab SCR PTION ,Add Barrier Rebar APPROVED BY SG DATE 7-8-13 11',VG TIC. 2 EI. 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(239) 216-1370 ralph@bridging-solutions.com www.bridging-solutions.com May 1, 2014 Collier County Growth Management Mr. Mark Burtchin ROW Permitting and Inspection 2885 South Horseshoe Drive Naples, FL 34104 � Bo DqW GIG Re: Hacienda Lakes — CC ROW Permit PRROW2013040798201— Bridge Certification Rattlesnake Hammock Road over Henderson Creek Canal Dear Mr. Burtchin: The purpose of this letter is to certify that to the best of our knowledge and belief, the subject bridge was constructed in substantial conformance with the approved plans and specifications. This conclusion is based on intermittent inspections performed by Bridging Solutions, LLC and Stantec Consulting Services Inc. The enclosed CD contains the following documentation: 1. Signed and sealed as -built bridge drawings 2. Construction photographs 3. Daily inspection reports 4. Final signed and sealed bridge load rating calculations 5. Geotechnical engineering reports 6. Paving asphalt reports 7. Original permit plans 8. Production records for prestressed concrete piles and slab units 9. Compilation of RFI records 10. Compilation of shop drawings and submittals 11. Concrete and soil compaction test reports 12. Correspondence to FDOT related to acquisition of a bridge number 13. Certification letter for roadway construction from Trebilcock Consulting Services 14. 5 year warranty letter for roadway construction defects If you have any questions, please contact me at 239-216-1370 or ralph(cr�,bridging-solutions.com. Respectfully, BRIDGING SOLUTIONS, LLC Ralph Verrastro, PE Principal Cc (e-mail): David Torres (Hacienda Lakes), Steve Williams (Hacienda Lakes), Brian Rose (Stantec), Norm Trecbilcock, Anthony Stolts (Collier County) We design bridges to fit your site and budget. TPOUCOCR Plannino-ellaineerine May 1, 2014 Collier County Growth Mgmt Mr. Mark Burtehin ROW Permitting and Inspection 2885 South Horseshoe Drive Naples, FL 34104 Subject: Hacienda Lakes —CC ROW Permit PRROW2013040798201--Certification Intersection Improvements —Rattlesnake Hammock Rd&Collier Blvd Dear Mr. Burtchin: The purpose of this letter is to certify that it is our opinion and belief that the subject project has been completed in substantial conformance with the approved plans and specifications. This conclusion is based on the record information provided by the contractor, inspections with Collier County Staff and our field observations of the completed project. This certification applies to the portions of the project that we are engineer of record for that include: intersection improvement & grading, signing & pavement markings, street lighting adjustments, forcemain directional bore, and signalization. If you have any questions or require additional information regarding this submittal, please contact me at 239-566-9551, or ntrebilcock ,trebilcock.biz . Sincerely, \ LL]cock AICP, P.E. FL Registration No. 47116 Certificate of Authorization No. 27796 C (email): David Torres (Hacienda Lakes); Steve Williams (Hacienda Lakes) Trebilcock Consulting Solutions, PA, 1205 Piper Boulevard, Suite 202, Naples, FL 34110, Phone 239-566-9551, ntrebiicockRtrebilcock biz , www.trebiIcock.biz COI Lfi�- r -WIt .may. Growth Management Division Transportation Engineering November 4, 2014 John R. Hixenbaugh, J.D., AICP CUD Section Administrator, Right -of -Way Section South Florida Water Management District 3301 Gun Club Road West Palm Beach, FL 33406 Subject: SFWMD Acknowledgement of Transfer of Name of RO#V Permit No. 12931 Dear Mr. Hixenbaugh: The purpose of this letter is to acknowledge that we are in receipt of YC ur official notice for the subject permit number. It is our understanding that the SFWMD is satisfied with the completed project and we have granted preliminary acceptance as well, effective I vlay 5, 2014. We are in the warranty period with these improvements and the developer will petition the Collier County Board of County Commissioners for final acceptance a year after the a orementioned preliminary acceptance date. This is a customary practice for acceptance of such i provements. If you have any questions or require additional information regarding this, please contact me at 239-252-8192, or Jayahmad@colliergov.net. Sincerely, f' Jay Ahmad, P.E., Director C (email): David Torres (Hacienda Lakes); Norman Trebilcock; s� Transportation Engineenng • 2885 South Horseshoe Drive • Naples. Florida 34104 . Burtchin. 192 • wmv.colliergov.net COLLIER COUNTY BOARD OF COUNTY COMMISSIONERS WARRANTY The undersigned parties do hereby warranty and/or guarantee that the newly placed asphalt at the intersection of Collier Boulevard and Rattlesnake Hammock Road executed by the Contractor: Quality Enterprises USA Inc 3894 Mannix Dr. Suite #216 Naples Florida 34114 Name and Address of Contractor Hacienda Lakes of Naples LLC . Rattlesnake Watermain Crossing Project Title to be free from any defects of materials and workmanship, including but not limited to raveling, cracking, potholing, and settlement, that may occur due to the TECO gas line explosion that occurred on June 3, 2013 during directional drilling for placement of the new waterline at the intersection of Collier Boulevard and Rattlesnake Hammock Road, for a period of five (5) years effective from December 20, 2013. It is further understood that Contractor shall not responsible for normal wear and tear. The undersigned parties further agree that they will, at their own expense, repair and replace all such defective work and all other work damaged by said defective work under this Warranty/Guaranty. It is furthermore understood that the consideration for the giving of this warranty and/or guaranty is the requirement of the general conditions and specifications under which the contract was let that such warranty and/or guaranty would be given. QUALITY ENTERPRISES USA, INC. BY: Louis J. Gaudio, Vice President DATE: STATE OF FLORIDA COUNTY OF COLLIER Corporate Seal The foregoing instrument was signed and acknowledged before me this —y— day of April, 2014 by Louis J. Gaudio, who is personally known to me. SUSAN J. SCHULTZ `F'= Notary Public • State of FfoNAa My Comm. Expires Oct 4, 2016 4ePubli ignat e =14.�j 1 .' Commission # EE 837912 ' ^�� Bonded Through National Notary Assn.