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Forest Lakes MSTU Backup Documents 10/07/2014 FOREST LAKES ROADWAY AND DRAINAGE M STU MEETING BACKUP DOCUMENTS OCTO13Eft 7, 2014f FOREST ROADWAY and DRAINAGE M.S.T.U. ADVISORY COMMITTEE LAKES 3299 East Tamiami Trail-Suite 103,Naples,FL 34112 OCTOBER 7,2014 AGENDA I. CALL TO ORDER II. ATTENDANCE III. APPROVAL OF AGENDA IV. APPROVAL OF MINUTES— SEPTEMBER 2, 2014 V. BUDGET REPORT—DARRYL RICHARD A. DEREK'S—DEBT SERVICE REPORT B. DEREK'S - OPERATING REPORT C. MONTHLY BUDGET REPORT VI. PROJECT MANAGER'S REPORT - DARRYL RICHARD A. MAINTENANCE REPORT B. FENCE REPAIR QUOTE VII. ENGINEER REPORT —JIM CARR A. PROPOSAL VIII. OLD BUSINESS IX. NEW BUSINESS X. COMMITTEE MEMBER COMMENTS XI. PUBLIC COMMENTS XII. NEXT MEETING DATE XIII. ADJOURNMENT NEXT MEETING: NOVEMBER 4,2014 Forest Lakes Condo Association Clubhouse 1058 Forest Lakes Drive, Naples, FL 3410 o�i.ar GNOT.T IIIIDLIARBER& • now RUNDAGE,INC. Prof•.,ion cng,i t pl.uun r n, not October 1,2014 Mr. Darryl Richard MSTU Project Manager Public Services Division Department of Alternative Transportation Modes 3299 East Tamiami Trail, Suite 103 Naples,FL 34112-5746 Re: Forest Lakes MSTU Collier County Contract No. 13-6164 Stormwater Engineering Services ABB PN 14-0126 Dear Mr. Richard: At your request,Agnoli, Barber& Brundage, Inc. is pleased to submit this proposal to render professional services for engineering consulting services on the above referenced project. Agnoli, Barber& Brundage, Inc., hereinafter referred to as ABB, proposes to provide Collier County the professional services outlined in Exhibit A attached. Since the basis of the contract is time and materials, a copy of our current Schedule B rate code sheet is also included. This proposal is under the Terms and Conditions of the County Contract 13-6164. We hope that this proposal satisfactorily responds to your request. Sincerely, AGNOLI,BARBER&BRUNDAGE, INC. C—s. /'IQ's.-- es A.Carr,P.E. Director Enclosure 1 K:\20I4\14-0126 Forest Lakes Stormwater Services\Correspondences\Proposa1 110-0907G.PRO.doc c 1 , 1 I N.,Suite 200,Niplc,.,Florida 34108 239,597 3111 1-AX 239 5662203 www.abbinc.com EXHIBIT A SCOPE OF SERVICES FOREST LAKES MSTU—STORMWATER ENGINEERING SERVICES OVERVIEW The Forest Lakes MSTU, a division of Collier County, is seeking engineering consulting services to restore the existing stormwater management swale between Lake 16 and Lake 4 at the southeast corner of golf course Hole#3. Forest Lakes is a residential and golf course community that was designed and constructed in the 1970's and has been amended via various road and drainage projects. The Forest Lakes community has experienced moderate to severe flooding in roads, parking lots and golf course over the course of time. The property is generally low and prone to flooding due to poor conveyance through narrow and shallow swales between lakes. Il. PROJECT DESCRIPTION The project is generally described as: • Within the existing golf course swales south of Lake 16, north of Lake 4, and east of the twin 19"x30" culverts on Hole #3, review site conditions, stormwater plans and easements, and other available documents and provide construction drawing and construction services to restore the swale cross sections. No agency permitting is included,as this is a maintenance/restoration of the golf course swale. III. PROJECT SCOPE 1. Construction Plan And Quantities • Review existing conditions and survey data of the swale interconnect between Lake 16, Lake 4 and the twin culverts on Hole#3. • Determine swale location and elevations from survey data in 2013 stormwater project,and its correlation with property lines and easements. • Establish a proposed swale cross section for each location along this alignment to coincide with the original swale section and existing conditions limitations. • Enter proposed elevation and cross section data in the XP Swmm model to determine the impact of proposed improvements on the master system. • Prepare construction plan sheet and cross sections of the proposed improvements. • Prepare bid tabulation quantities for swale excavation,embankment,sod and related items. • Prepare opinion of cost for above items. 2 K:\2014\14-0126 Forest Lakes Stormwater Services\Correspondences\Proposal\10-0907G.PRO.doc 2. Construction Services • Provide plans and bid tabulation to MSTU for County contract and assist with bidder questions. • Attend pre construction meeting with MSTU and Contractor. • Construction observation and coordination during construction (2-3 times per week for four weeks). • Review contractor pay application(s). • Final walk through and substantial completion document. IV. FEES Fees for the task above will be time and materials as necessary, per the attached estimated work hours. 1. Construction Plan and Quantities $3,040 2. Construction Services $2,494 3 K:\2014\I4-0126 Forest Lakes Stormwater Services\Correspondences\Proposal\10-0907G.PRO.doc 2 2 / � - - 2 k 0 0. — — 0 I- 5 - _ 2 rt.a ` 7 J & o U C - E .eZ � � UU § E{ - srs k7 ) } _ ,0 r•I CV 3 - E) � § k § # $ ; o Q7 ka . - - - & 22 _ - £� § I . _ a B # $ §2 2 ,, 2 4 k /§ X. ■ ~ - 2 * § 2I" t § $ © § ■ b | £ 32 § ` » e X 0 ® } J - . w ) 78 ) w § \ § § 0 § $ ® 5 _ _ 2 / 00 / § \) ,Y 0 § 0 d § it U zn ". $ § ce 0 05 =} a § } $ ■ g E ) _ _ o T. ƒ d / � . 0. $) g £ / : & - ` ! J Ij � � ƒ 12 J7 § J { a 8 tf | \14 k I Of - ƒ '\ / � / 1 _ tal ~ SCHEDULE B; RATE SCHEDULE Standard Hourly Title Rate Principal $ 206.00 Senior Project Manager $ 172.00 Project Manager $ 147.00 Senior Engineer $ 157.00 Engineer $ 123.00 Senior Inspector $ 96.00 Inspector $ 76.00 Senior Planner $ 139.00 Planner $ 110.00 Senor Designer $ 114.00 Designer $ 94.00 Environmental Specialist $ 109.00 Senior Environmental Specialist $ 134.00 Scientist/Geologist $ 93.00 Senior Scientist/Geologist $ 118.00 Marine Biologist/Hydrogeologist $ 110.00 Senior Marine Biologist/Hydrogeolog st $ 138.00 Senior GIS Specialist $ 139.00 GIS Specialist $ 102.00 Clerical/Administrative $ 62.00 Senior Technician $ 85.00 Technician $ 72.00 Surveyor and Mapper $ 120.00 CADD Technician $ 81.00 Survey Crew-2 man $ 130 00 Survey Crew-3 man $ 161.00 Survey Crew-4 man $ 189.00 Senior Architect $ 154.00 Architect $ 12100 This list is not intended to be all Inclusive. Hourly rates for other categories of professional, support and other services shall be mutually negotiated by Collier County and firm on a project by project basis as needed. DRAINAGE AND WATER MANAGEMENT ANALYSIS OF THE EAST PORTION OF FOREST LAKES Submitted to FOREST LAKES ROADWAY AND DRAINAGE MSTU Prepared by — AGNOLI, BARBER & BRUNDAGE, INC. Professional Engineers, Planners & Land Surveyors 7400 Tamiami Trail North, Suite 200 Naples, FL 34108 James A. Carr, P.E. August 29, 2014 FOREST LAKES _ DRAINAGE AND WATER MANAGEMENT ANALYSIS Table of Contents Drainage and Water Management Analysis 1 EXHIBIT 1. SWMM Schematic—Existing Conditions 6 EXHIBIT 2. SWMM Schematic—Proposed Improvements#1#2A#2B#3 #5 7 EXHIBIT 3. SWMM Schematic—Proposed Improvements#1 8 EXHIBIT 4. SWMM Schematic—Proposed Improvements#2A 9 EXHIBIT 5. SWMM Schematic—Proposed Improvements#2B 10 EXHIBIT 6. SWMM Schematic—Proposed Improvements#3 11 EXHIBIT 7. SWMM Schematic—Proposed Improvements#5 12 — EXHIBIT 8. Lake Hydrographs—Existing Conditions 13 EXHIBIT 9. Lake Hydrographs—Proposed #1 14 EXHIBIT 10. Lake Hydrographs— Proposed#1#2A 15 EXHIBIT 11. Lake Hydrographs— Proposed#1#2A#3 16 EXHIBIT 12. Lake Hydrographs—Proposed #1#2A#5 17 EXHIBIT 13. Existing Natural Swale Sections 18 EXHIBIT 14. Proposed Improvement Swale Sections 19 EXHIBIT 15. Comparison of Peak Stormwater Elevation 20 EXHIBIT 16. Engineer's Preliminary Opinion of Probable Cost—Proposed Improvement#1 21 EXHIBIT 17. Engineer's Preliminary Opinion of Probable Cost—Proposed Improvement#2A 22 EXHIBIT 18. Engineer's Preliminary Opinion of Probable Cost—Proposed Improvement#2B 23 EXHIBIT 19. Engineer's Preliminary Opinion of Probable Cost—Proposed Improvement#3 24 EXHIBIT 20. Engineer's Preliminary Opinion of Probable Cost—Proposed Improvement#5 25 FOREST LAKES DRAINAGE AND WATER MANAGEMENT ANALYSIS A. PURPOSE AND NARRATIVE The Forest Lakes development is a residential and golf course subdivision that was developed approximately 40 years ago. The site was designed and constructed in the early 1970s prior to the South Florida Water Management District jurisdiction and prior to modern stormwater design standards. Historically the property has experienced flooding issues throughout various locations, with — more severe conditions at the north end of the site. The most recent report of flooding occurred during the summer in 2013 summer; the majority of Forest Lakes Boulevard and its intersections with Quail Forest Boulevard and Woodshire Lane were subject to stormwater staging anywhere from a few inches to as much as eighteen inches above the road. Some of the condominium parking lots and golf course fairways in the northeast portion of the site also experienced high water, particularly the areas surrounding Lake 18 and Lake 14. The study area for this stormwater analysis includes approximately the eastern half of the development and a portion of the south golf course to Lake#5. A comprehensive base map of the community was assembled including the roads, buildings,golf courses, swales, lakes and other site features. This information was taken from prior surveys and CAD files, new surveying of several golf course swales, prior permit drawings, recent storm videos, field observation/verification and aerials. The base map is a 3-dimensional representation of existing conditions that incorporates site elevations and terrain to approximate the water storage volumes and flow characteristics of the lakes, swales and pipes. The map shows elevation data by colors (reds and yellows are highest, then greens are mid-range, then blues are lowest). Based on the topographic and — hydraulic conditions, existing areas were divided into drainage basins that represent the land area that contributes to each drainage node (such as a storm drain inlet, a swale,or a lake). A computer model was created using XP-SWMM software that links each of the basins to another, and sometimes links several basins together where pipes and swales are interconnected between multiple basins. The input data, a 25-year 72-hour storm, is simulated in the model and checked and balanced through many iterations to make sure that output data represents existing/observed conditions as best as practical. 1 B. EXISTING DRAINAGE SYSTEM PHYSICAL EVALUATION As part of the data collection,Agnoli, Barber,and Brundage, Inc.field verified locations of storm structures and viewed the storm videos that Shenandoah Construction prepared from October 2010. Generally the storm pipes appear to be functioning as intended and are in fair to good condition in most locations. There are a few areas of concern in order of significance: 1. There is a separated storm pipe under Woodshire Lane that will need repair soon. This is between inlets 13 and 14 which are at the south side of the Woodshire Lane/Forest Lakes Blvd intersection. The pipe separation is under the pavement at approximately the middle of the road. The pipe is separated at a joint and offset from the pipe alignment. The joint should be repaired with grout or a concrete collar. 2. There are multiple cracks and breaks in the pipe on the west side of Woodshire Lane, between inlets P15B and P15A. This is a pipe that runs under the driveway into the condominium and has mitered ends at both sides. There are several cracks with exposed steel, and there are roots growing through one of the pipe joints. If any settlement or pavement failures are noticed above the pipe, it will need to be repaired or partially replaced. 3. There are a few other pipes that have minor cracks or separations that appear to be functioning adequately and probably don't warrant attention at this time. These are CB-17 to P3, CB-19 to P9, P1OB to P10A, CB-112 to P19, and the pipes between CB-21A and its mitered ends. C. EXISTING DRAINAGE SYSTEM HYDRAULIC EVALUATION To analyze the system and propose measures to improve the drainage, the existing conditions were modelled in XP-SWMM. The model schematic is shown in EXHIBIT 1. In the existing model we found (as expected) that during the storm event, high water occurs throughout the entire system with the highest water elevations occurring in the north along Forest Lakes Boulevard between Quail Forest Boulevard and Woodshire Lane. The water stages in Lake 18 and Lake 14 and surrounding areas remain elevated after the storm event. While Lake 15 and Lake 4 show comparably high stages at the peak hour of the event, they show considerably lower stages(faster drainage) soon after. Comparisons of storm hydrographs of — these four lakes and of Basin 1 (Fairways 10/11/12) revealed that the existing structure at Basin 1 (JB7) drains very slowly into Lake 14, keeping Lake 14 and the interconnected Lake 18 higher for a longer time than Lakes 15 and 4. There is an existing structure with operable gate (CS 189/Link 40) in Lake 15B. The gate was open during the 2014 wet season and should remain open in the succeeding wet seasons 2 because it provides a direct route for the stormwater to discharge south down the Woodshire pipe to the existing outfall (Outfall 1). See EXHIBIT 8 for existing conditions storm hydrograph. After analyzing the model,three concerns were apparent:the outfall pipe from Lake 14 has a plug that is preventing water from flowing, the swales from Lakes 16 and 4 to Lake 5 are narrow and shallow and need improvement, and a golf course swale that runs north to south, parallel to the buildings along Woodshire Lane, is nearly nonexistent as well. The existing swale profiles are attached as EXHIBIT 13. D. PROPOSED HYDRAULIC IMPROVEMENTS Improvements were suggested for each issue and the proposed improvements were each given a corresponding number. The XP-SWMM model was then modified to reflect each proposed improvement, one at a time, and run to determine the results of the improvements. See EXHIBIT 2 for an overall view — of all proposed improvements. Each proposed improvement is labeled separately on succeeding pages (EXHIBITS 3-7). The various improvements were also run in combinations and the results are compared — to the existing conditions in EXHIBIT 15. — 1. Proposed improvement #1 consists of opening the closed culvert running from Lake 14 to Basin 13 and Basin 14 as shown in EXHIBIT 3. The pipe was opened in the model to determine the effects on the golf course and Woodshire Lane conveyance systems. Opening the pipe decreased the maximum high water stage in many areas by one to two-tenths of a foot, but it increased the high water elevation at Basins 13a, 14, 15, 15b, 18a, and 18b (highlighted in EXHIBIT 15). The increase in maximum elevation at those basins was small. Comparing the Stormwater Hydrographs of the Lakes — after before and after this improvement show that after the storm has passed,the lakes are draining — more efficiently with the pipe open (see EXHIBITS 8 and 9). 2. Proposed Improvement #2A consists of regrading the swales from Lakes 16 and 4 to the cart path bridge as shown in EXHIBIT 4. The existing swale sections are labelled Link 88 and Link 89 in EXHIBIT 13. The swales are nearly non-existent with depths of only two feet in most areas and practically no side slopes. The proposed improvement was to create a 4.5-foot deep swale with a 3-foot wide bottom and 4:1 side slopes, as shown in EXHIBIT 14–TYPICAL SECTION PROPOSED SWALE #2A & B. The existing swale sections were replaced with the proposed section. The model was run with both the pipe open as per Improvement#1 and the swales improved as per Improvement#2, resulting in 3 marked improvement, including a tenth of a foot drop in high water elevation for Basin 13a and 14. The only basins adversely affected by this change was Basin 24 and Lake 04, which were only 5/100s of a foot (less than one inch) higher than existing conditions. There was a marked improvement in the Lake Hydrographs as seen in the comparison of the hydrographs in EXHIBITS 8, 9, & 10. All of the lakes that outfall into Lake 5 drain faster and to a lower water elevation with this improvement. 3. Proposed Improvement #2B is an extension of the swale improvements from Lakes 16 and 4 all the way to the double outfall culverts at Lake 5 as shown on EXHIBIT 5. The existing swale sections can be seen in EXHIBIT 13 labeled Link 90, 91, and 92 and the proposed swale section can be seen in EXHIBIT 14. These existing swales are deeper and regular in shape than the swales in Improvement #2A, and improving these swales does not offer much improvement with minimal improved conveyance into Lake 5. 4. Proposed Improvement#3 is the addition of 30" culvert at two places along the outfall into Lake 5 as shown on EXHIBIT 6. Two sets of existing 19" x 30" elliptical pipe convey water from the upstream — basins into Lake 5. The concerns with the existing culverts is that they are too shallow and too small to convey the water efficiently during peak events. Lowering the existing pipes is an option, but would be costly. Adding an additional 30" pipe at a lower invert, 4.0 feet NGVD, improves the drainage. When this pipe is added in conjunction with Improvements#1 and#2A,there are some improvements in the immediate area but only minor changes in water elevation throughout the system. The basins in the north do not benefit. 5. Proposed Improvement #5 consists of regrading the existing swale that links Basin 13 to Lake 15 as shown in EXHIBIT 7. The existing swale is practically non-existent as shown in EXHBIT 13 – Link 35. The depth of the existing swale is less than one foot, making it impractical for conveyance. Improving this to a 3-foot deep swale with 4:1 side slopes and a 3-foot bottom width has a very minimal effect on the water elevations. Opening the pipe plug (Improvement #1) equalizes the water elevations in this area, so these swale improvements don't add any measurable value. This improvement was run in conjunction with Improvements previously mentioned. EXHIBIT 12 shows the improvement to the Lake Hydrographs when this improvement is run with Improvements#1 and#2A. _ 4 E. RECOMMENDATION Proposed improvements to the system were run in combinations, and shown in EXHIBIT 15 in order from greatest effectiveness to least effectiveness. The maximum high water elevations are compared in EXHIBIT 15 comparing the combinations to each other and to the existing conditions. Any elevations that are higher in the proposed conditions than the existing conditions are highlighted. An opinion of cost is provided for each proposed improvement and included as EXHIBITS 16—20. The cost and overall improvement of each possibility should be considered. While each iteration incrementally improves the system overall, some are costly and provide little benefit. Based on the results of the XP-SWMM modelling and the cost analysis,the following is recommended: 1. Improvement #1. The culvert from Lake 14 to Basin 14 (as shown in EXHIBIT 3) should be opened to efficiently drain the water during the wet season. If desired, a control structure could be installed to keep the lake water elevation higher during the dry season, similar to the gate operable structure in Lake 15. 2. Improvement#2A. The swales between Lakes 16 and 4 and the cart path (as shown in EXHIBIT 4) should be regraded to the profile shown in EXHIBIT 14. This improvement should be considered the second most effective improvement. These two Improvements will be the most effective improvement and have the most significant impact on the system with relatively minimal costs. Proposed Improvements #2B, #3, and #5 provide minimal change to the peak storm elevations after Improvements#1 and #2A are completed. Given the small incremental benefit and the relatively high costs, these improvements are not recommended at this time. The storm pipe repairs discussed in Section B, Page 2 should be considered. 5 0100, 400. Oft 4110*, a. 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M 1 �La I I o o I B IN Ea E., F I 7 F O m O R O ..-------'.---------------..- ill.W O a I r 1 ( SI MI • • • • CC C • • • • • • • • Q000 • • • • • • • • • • • • • • • • • • • • ib{ 1 1 1 �_ i r .m _ i f,. o o 0 O R & CD N 0 Obi 3 Ce 3 d (h F 7C- Oi 7- Obi .. �• W a 1111 3• 3 SQ O G p 3 a w It. 52 (rF (m) (7 as7 13100(leap gM1 I y CD 0 h , w u, C, dr J J M M b U, -i-1 o w o U, 0 In b U 0 + M 'CI 0 - v Z 3 a I 11 I o r11 w CJ N : iiiisuiiii, e.,:.,. kr., , r 4tt 73 IV 3 I1�111 :4'8 tit `.. � ca CZ cr 3 k� ," 0 (., as II 0 rD i!!iiLi1,. Q , S _ 3 m O X N _ 3 ao • fD (m-1- I-, 7 3 1 T !Ili z 7 ED., O < —v o s < CD a f D 3 r^CD cry 3 13 3 Cr 7 F �.. n V N vr a F 3 n 7 o -- 0 7 2 `o 0 1 I 0 (/Y 3 r) Zi r-- (r) I C7 Cal BCpe On p co b w o w b o AE O an.. o 1 Z = rn - 13 1 o It -17 O O ` Inw _ ,... . m s n x w I Lri f r r EXHIBIT 15 Comparison of Peak Storm Water Elevation Maximum Water Elevation Ft Existing Proposed Proposed Proposed Proposed Proposed Proposed#1 Name Conditions Proposed#1 #1#2A #1#2A#3 #1#2A#2B #1#2A#5 #1#2A#3 #2A#2B#3 �� #3 #5 #5 Basin0l 10.42 10.33 10.21 10.20 10.20 10.20 10.19 10.21 Basin02 12.79 12.65 12.40 12.37 12.36 12.38 12.35 12.37 Basin03a 10.40 10.30 10.13 10.12 10.10 10.11 10.10 10.16 Basin03b 10.39 10.30 10.13 10.12 10.10 10.11 10.10 10.16 Basin04a 12.28 12.13 11.88 11.85 11.84 11.86 11.84 11.85 Basln04b 10.45 10.29 10.01 10.04 10.03 9.99 9.99 10.09 Basin05 10.40 10.25 10.01 10.05 10.03 9.99 9.99 10.09 Basin06a 10.39 10.28 10.09 10.10 10.08 10.05 10.05 10.14 Basin06b 10.39 10.27 10.07 10.10 10.08 10.03 10.04 10.13 Basin07 10.46 10.40 10.35 10.34 10.33 10.34 10.33 10.34 Basin08a 10.32 10.18 9.99 10.03 10.02 9.97 9.98 10.07 Basin08b 10.32 10.18 9.99 10.03 10.02 9.97 9.98 10.07 Basin08c 10.32 10.18 9.99 10.03 10.02 9.97 9.98 10.07 �„� Basin08d 10.32 10.18 9.99 10.03 10.02 9.97 10.07 Basin08e 10.31 10.18 9.99 10.03 10.02 9.97 10.07 Basin08f 10.31 10.18 9.99 10.03 10.02 9.97 9.98 10.07 n Basin09a 10.37 10.21 10.00 10.04 10.02 9.98 9.98 10.08 Basin09b 10.37 10.21 10.00 10.04 10.02 9.98 9.98 10.08 ~ Basinl0 10.43 10.26 10.00 10.04 10.03 9.98 9.99 10.08 Basin11a 10.39 10.23 10.00 10.04 10.03 9.98 9.99 10.08 n Basinllb 10.38 10.22 10.00 10.04 10.03 9.98 9.99 10.08 Basin11c 10.38 10.21 10.00 10.04 10.02 9.98 9.98 10.08 Basinlld 10.37 10.21 10.00 10.04 10.02 9.98 9.98 10.08 Basinl2 10.39 10.23 10.00 10.04 10.03 9.98 9.98 10.08 Basinl3a 9.64 10.05 9.94 9.93 9.99 9.96 9.95 9.96 Basinl3b 10.21 10.09 9.95 9.94 9.99 9.96 9.95 9.98 n Basinl4 9.64 10.03 9.92 9.92 9.97 9.95 9.94 9.95 Basi n l5 11.28 11.35 11.35 11.35 11.12 11.14 11.10 11.35 ■•••■ Basinl5b 10.41 10.53 10.35 10.30 10.25 10.21 10.22 10.32 Basin 16 12.37 12.41 12.34 12.32 12.29 12.30 12.28 12.32 /••■ Basinl6Rd 10.48 10.42 10.37 10.36 10.35 10.36 10.35 10.36 Basin17 10.43 10.26 10.00 10.04 10.03 9.98 9.99 10.08 ■■■ Basinl8a 9.73 9.87 9.78 9.78 9.82 9.78 9.78 9.80 Basinl8b 9.60 9.68 9.59 9.60 9.62 9.59 9.59 9.63 Basinl9 10.37 10.21 10.00 10.04 10.02 9.98 9.98 10.08 Basin20 10.21 10.10 9.96 9.95 9.98 9.96 9.94 9.99 n Basin2l 11.09 _ 10.95 10.24 _ 10.04 10.07 10.16 9.98 10.14 Basin22 10.36 10.25 10.00 10.04 10.02 9.97 9.98 10.08 n Basin22-23 8.59 8.56 8.45 8.46 8.47 8.45 8.45 8.48 Basin23 9.33 9.31 9.20 9.23 9.22 9.19 9.19 9.26 /..� Basin23Sw 9.15 9.15 9.05 9.07 9.07 9.04 9.04 9.10 Basin 24 10.41 10.36 10.46 10.27 10.24 10.39 10.18 10.33 "01 CB21 9.17 9.15 9.07 9.08 9.10 9.07 9.07 9.10 C822-23 8.57 8.55 8.44 8.45 8.46 8.43 8.44 8.46 �� CS189 9.99 9.95 9.84 9.86 9.86 9.82 9.82 9.90 Hole3 10.25 10.16 9.99 10.03 10.02 9.97 9.98 10.07 n Hole4 10.27 10.19 10.05 10.06 10.03 9.99 9.99 10.11 Holes 10.27 10.19 10.05 10.06 10.04 9.99 9.99 10.11 �\ 159 10.24 10.15 9.99 _ 10.03 10.02 9.97 9.98 10.07 187 10.41 10.31 10.17 10.16 10.14 10.14 10.13 10.19 Lake04 10.41 10.36 10.46 10.27 10.24 10.39 10.18 10.33 Lake05 10.25 10.16 9.99 10.03 10.02 9.97 9.98 10.07 Lake14 10.38 10.22 10.00 10.04 10.03 9.98 9.99 10.08 Lakel5a 10.37 10.21 10.00 10.04 10.02 9.98 9.98 10.08 Lakel5b 10.30_ 10.17 9.99 10.03 10.02 9.97 9.98 10.07 Lake18 10.37 10.21 10.00 10.04 10.02 9.98 9.98 10.08 MH-2 10.43 10.32 10.24 10.23 10.23 10.23 10.22 10.23 ■••■ Outfall 5.30 5.30 5.30 5.30 5.30 5.30 5.30 5.30 Outfalll 5.50 5.50 5.50 5.50 5.50 5.50 5.50 5.50 ■•• P102A 10.27 10.19 10.05 10.06 10.03 9.99 9.99 10.10 P102B 10.25 10.16 9.99 10.03 10.02 9.97 9.98 10.07 ■••• P140A 10.28 10.19 10.05 10.06 10.04 9.99 9.99 10.11 QIFtBlvd 10.52 10.52 10.52 10.52 10.52 10.52 10.52 1052 •••■ WdshrLnN 10.41 10.35 10.32 10.31 10.31 10.31 10.31 10.31 WestSide 10.44 10.39 10.49 10.32 10.29 10.42 10.24 10.38 •• I'"■ EXHIBIT 16 Agnoli, Barber& Brundage, Inc Engineer's Preliminary Opinion of Probable Cost August 29,2014 FOREST LAKES MSTU EAST SIDE PROPOSED IMPROVEMENT#1 Remove Plug From Culvert Item No. Description Unit Quantity Unit Cost Total Cost • 1 REMVOAL OF CULVERT PLUG(See NOTE Below) LS 1 $2,900.00 $2,900.00 SUBTOTAL $2,900.00 CONSTRUCTION TOTAL_ $2,900.00 NOTE:Price quote provided to MSTU by contractor Shenandoah Item No. Description Unit Quantity Unit Cost Total Cost 1 ENGINEERING,SURVEYING,&PERMITTING-N/A LS 0 $0.00 $0.00 ENGINEERING TOTAL $0.00 PROJECT TOTAL $2,900.00 EXHIBIT 17 Agnoli, Barber& Brundage, Inc Engineer's Preliminary Opinion of Probable Cost August 29, 2014 FOREST LAKES MSTU EAST SIDE PROPOSED IMPROVEMENT#2A Regrade Swale at Lake 16 and Lake 4 Item No. Description Unit Quantity Unit Cost Total Cost 1 MOBILIZATION LS 1 $2,000.00 $2,000.00 2 SWALE REGRADING(EXCAVATION,EMBANKMENT,SOD,&GRADING) SY 2,500 $8.00 $20,000.00 SUBTOTAL $22,000.00 25%CONTINGENCY $5,500.00 CONSTRUCTION TOTAL $27,500.00 Item No. Description Unit Quantity Unit Cost Total Cost 1 ENGINEERING,SURVEYING,&PERMITTING(See NOTE Below) LS 1 $3,500.00 $3,500.00 _ ENGINEERING TOTAL $3,500.00 NOTE:Permitting not anticipated to restore swale to original 1.976 design section PROJECT TOTAL $31,000.00 EXHIBIT 18 Agnoli, Barber& Brundage, Inc Engineer's Preliminary Opinion of Probable Cost August 29, 2014 FOREST LAKES MSTU EAST SIDE PROPOSED IMPROVEMENT#2B Regrade Swale From Cart Path to Lake 5 Item No. Description Unit Quantity Unit Cost Total Cost 1 MOBILIZATION LS 1 $3,000.00 $3,000.00 2 SWALE REGRADING(EXCAVATION,EMBANKMENT,SOD,&GRADING) SY 3,750 $8.00 $30,000.00 SUBTOTAL $33,000.00 25%CONTINGENCY $8,250.00 CONSTRUCTION TOTAL $41,250.00 Item No. Description Unit Quantity Unit Cost Total Cost 1 ENGINEERING,SURVEYING,&PERMITTING(See NOTE Below) LS 1 $5,000.00 $5,000.00 ENGINEERING TOTAL $5,000.00 NOTE:Permitting not anticipated to restore swale to original 1976 design section PROJECT TOTAL $46,250.00 EXHIBIT 19 Agnoli, Barber& Brundage, Inc _ Engineer's Preliminary Opinion of Probable Cost August 29, 2014 FOREST LAKES MSTU EAST SIDE PROPOSED IMPROVEMENT#3 Add 30" Culvert Beneath Cart Path and at Outfall to Lake 5 Item No. Description Unit Quantity Unit Cost Total Cost 1 MOBILIZATION LS 1 $4,200.00 $4,200.00 2 CART PATH BRIDGE RESTORATION SY 60 $40.00 $2,400.00 3 30"CONCRETE HEADWALL LS 4 $3,350.00 $13,400.00 4 30"REINFORCED CONCRETE PIPE LF 216 $90.00 $19,440.00 5 RESTORATION OF LANDSCAPE LS 1 $3,000.00 $3,000.00 SUBTOTAL $42,440.00 25%CONTINGENCY $10,610.00 CONSTRUCTION TOTAL $53,050.00 Item No. Description Unit Quantity Unit Cost Total Cost 1 ENGINEERING,SURVEYING,&PERMITTING LS 1 $6,500.00 $6,500.00 ENGINEERING TOTAL $6,500.00 PROJECT TOTAL $59,550.00 EXHIBIT 20 Agnoli, Barber& Brundage, Inc Engineer's Preliminary Opinion of Probable Cost August 29, 2014 FOREST LAKES MSTU EAST SIDE PROPOSED IMPROVEMENT#5 Regrade Swale From Basin 13 to Lake 15 Item No. Description Unit Quantity Unit Cost Total Cost 1 MOBILIZATION LS 1 $5,000.00 $5,000.00 2 SWALE REGRADING(EXCAVATION,EMBANKMENT,SOD,&GRADING) SY 5,000 $10.00 $50,000.00 SUBTOTAL $55,000.00 25%CONTINGENCY $13,750.00 CONSTRUCTION TOTAL $68,750.00 Item No. Description Unit Quantity Unit Cost Total Cost 1 ENGINEERING,SURVEYING,&PERMITTING(See NOTE Below) LS 1 $10,000.00 $10,000.00 ENGINEERING TOTAL $10,000.00 NOTE:Permitting not anticipated to restore swale to original 1976 design section IPROJECT TOTAL $78,750.00 I