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HomeMy WebLinkAboutWTR2702893_2Now INN City ofRen ton PROJECT DESIGN REPORT for CT Detention Pipeline at Wells R1, R2, and R3 and Park Improvements August zoos City ofRenton Project Design Report for CT Detention Pipeline at Wells R17 R2, and R3 and Park Improvements August 2001 The information contained herein was prepared by and under the direct supervi.non of the undersigned. L. rh 16727 - 32878 fOFkF�rsrr.Rto.�4'� SIGNED: O,�.k`�'ISTr.ut°ti��� SIGNED: � �ONALE�G` A 10NA LV�.C>,' EXPIRES 8/2/02 EXPIRES 10/2/02 - City ofRenton Project Design Report for CT Detention Pipeline at Wells R1, R2, and R3 and Park Improvements August 2001 TABLE OF CONTENTS I. Background..................................................................................................................................1 II. Purpose.........................................................................................................................................1 III. Proposed Improvements and Pipeline Design Criteria.........................................................1 A. Flow and Depth of Bury Conditions Conditions................................................................. 2 B. General Constraints.................................................................................................................. 2 C. Disinfection Considerations.................................................................................................... 2 D. Pipeline Materials......................................................................................................................3 E. Loading Conditions.................................................................................................................. 4 F. Cathodic Protection Equipment............................................................................................. 4 G. Summary of Geotechnical Information and Recommendations.......................................4 RH2 Comments and Recommendations.............................................................................. 6 H. Environmental Compliance.................................................................................................... 7 IV. Proposed Implementation Schedule........................................................................................ 8 V. Cost Estimate and Funding....................................................................................................... 8 VI. Summary.......................................................................................................................................9 City of Kenton Project Design Report for CI' Detention Pipeline at Wells Rl, R2, and R3 and Park Improvements August 2001 I. BACKGROUND The City of Renton conducted one year of water quality monitoring at Wells R1, R2, and R3 for the State Department of Health (DOH) GWI program. In a letter dated January 28, 2000, the DOH stated that Wells Rl, R2, and R3 are all in hydraulic connection with surface water (the Cedar River) and therefore must be disinfected in accordance with the requirements of WAC 246-290-451. The WAC chlorination requirements include a minimum CT product of 6 mg/L-min prior to the first service connection. CT is defined by the product of the free chlorine residual concentration (C) in milligram per liter multiplied by the contact time Min minutes. DOH further stated: "WAC 246-290-640 requires that the City obtain the services of a licensed professional to evaluate the current level of water disinfection provided by the City and to recommend improvements, and an implementation schedule if necessary." RH2 Engineering, completed the evaluation of several alternatives and provided a recommendation that included the construction of approximately 1000 lineal feet of 36-inch diameter steel water main and appurtenances. The proposed project is described as Alternative 6D in the City of Renton CT Compliance Report for Wells R1, R2, and R3, dated May 2000. The proposed pipeline alignment is located under several park features, which include a basketball court, parking area, and sidewalks. These areas had been scheduled for removal and reconstruction, and as such, were added to the CT Pipeline project. II. PURPOSE The purpose of this report is to describe the proposed improvements and the design criteria used for the CT detention pipeline. This report includes preliminary figures of both the pipeline alignment and the park improvements, a summary of the geotechnical information provided, a discussion of drainage and environmental issues, and a construction cost estimate for the project. III. PROPOSED IMPROVEMENTS AND PIPELINE DESIGN CRITERIA Using large diameter pipelines to detain the chlorinated water produced in Wells R1, R2, and R3, is an operationally simple and effective means to obtain the required minimum CT product of 6. The selected alignment for the detention pipeline minimizes interference with existing and future utilities by connecting to the existing water system on the west side of Wells Rl, R2, and R3 and near the south end of the proposed skateboard park. The CT detention pipeline will start at a tapped location on the existing 24-inch ductile -iron outlet pipe on the west side of the pump house. The other end of the CT pipeline will connect to an existing 16-inch ductile -iron gate valve and tee on the 24-inch main line further west of the pump house. Once the pipeline is in full operation, the existing 24-inch gate valve near the tapped location will be closed to ensure full diversion of the well output through the CT detention pipeline. Figure 1— Proposed CT Pipeline Configuration is an illustration of the proposed pipeline location and the existing surface improvements prior to 2001. The proposed alignment is on City property within Liberty Park near downtown Renton. A new I J:\Data\REN\101-"\Task 1\3- Draft Reportdoc CEDAR RIVER CORM ( An ARMRM t01l I�1 MAli1t NARIL, IED 2 s/M. AND e� O�w ►xN DAI D 5/M/95) I P A N E SCIENTIST t LBRAAY ��.. A'' ft AZEJ I � �______--- ________1 II I �11 POOL I� POUWDAUW I� PUMP BUILDING FOR WELLS RI, POOL BUILDING R2. AND R3 lk HOUSEA WAY NOF%j s, TENNIS COURTS •, STORAGE SHED ONE STORY WOOD BUILDING BASEBALL FIELD L . - E106►1NG �, DUSTING PMKINO LOT � "•• i �... � ' S N� tl '4'71 FIGURE 1 PROPOSED CT PIPELINE CONFIGURATION LEGEND 1 DUSTING — — PROJECT LIMITS — w WATER - -- RR --- IRRIGATION -- ss SANITARY SEWER St STORM P POWER TEL TELEPHONE -- rFLM TELEMETRY - — — — w — ABANDONED UTILITY (TYP.) 5' CONTOUR i' CONTOUR Q TREE WATER VALVE WATER METER .1 HYDRANT O SEWER MANHOLE a o STORM CATCH BASIN AND MANHOLE m POWER VAULT e d LIGHTS ED TELEPHONE VAULT ' GAS VALVE FENCE FOUNDATION j ASPHALT CONCRETE PARKING LOT 0 CONCRETE AND ASPHALT PAVEMENT PROPOSED PROPOSED 42" WATER MAIN PROPOSED 24' OR 16' WATER MAIN 30' ACCESS PORT - COMBINATION AIR/VAC VALVE LINE - COMBINATION A1R/VAC VALVE FIGURE 1 Proposed CT Pipeline Configuration 'S Y CITY OF RENTON ti O + &R CTDetention Pipreline for Wells R1, R2 R F and Park Improvements DRAWING IS NOT TO SCALE Date: AUG 10, 2001 IF BAR IS NOT 1' LONG �DATA\Rf11\I01-Ooe\CA0\CT-a-Do+ 0 1" City of Renton Project Design Report for CT Detention Pipeline at Wells R1, R2, and R3 and Park Improvements August 2001 basketball court, parking lot, and landscaped areas will be constructed over the completed pipeline. The layout of these improvements and the recently constructed skate board park are illustrated in Figure 2 — Proposed Overall Site Plan. The design criteria for the CT detention pipeline is provided in the following sections: A. FLOW AND DEPTH OF BURY CONDITIONS • Peak combined flow output from Wells R1, R2, and R3 = 6600 gal./min.; • Average flow output from Wells R1, R2, andR3 = 4000 gal./min.; • Soil cover depth over proposed CT pipeline alignment = 4 to 10 feet; • Soil cover depth over existing water mains near pump house = 2 to 4 feet. B. GENERAL CONSTRAINTS • Minimize pipeline interference with existing and future utilities; • Avoid stagnation and degradation of water quality in large diameter pipelines; • Strive for minimal head loss impacts in order to minimize reduction in production capacity of the existing well pumps; • Locate detention piping to the west of proposed skateboard park boundary to prevent conflicts with landscaping and other utilities; • Locate detention piping to the east of the baseball field boundary and the existing sewer lines; • Consider ability to reduce chlorination level to meet maximum contaminant levels (MCLs) of Disinfectant -Disinfectant Byproduct (D-DBP) rule and still obtain a minimum CT of 6; • Minimize adverse effects of existing soil conditions on proposed pipeline. C. DISINFECTION CONSIDERATIONS The chemical injection system located in the existing well house will be used to provide the level of chlorination required, to achieve the design CT. A continuous chlorine monitoring and control system will be installed with sampling ports at each end of the detention pipeline to evaluate the chlorine concentration and automatically adjust for the flow conditions and detention time. The continuous monitoring and control system will be integrated with the existing telemetry system, and will provide system status and alarms to City personnel, as needed. The overall pipeline length was evaluated for both 36-inch and 42-inch diameters with chlorine injection concentrations of 0.6, 0.7, 0.8, 0.9, and 1.0 mg/L, given the maximum combined well output, head loss considerations, and CT values of 6, 7, and 8. Table 1 (next page) — Pipe Length vs. Chlorine Concentration, Diameter, and CT @ 6,600gpm contains a summary of the findings. 2 JAData\REN\101-006\Task 1\3- Draft Reportdoc City of Renton Project Design Report for CT Detention Pipeline at Wells R1, R2, and R3 and Park Improvements August 2001 Table 1. Pipe Length vs. Chlorine Concentration, Diameter, & CT @ 6,600gpm Overall Pipeline Len feet for Diameter Chlorine Conc. (mg/L) 36-inch diameter 42-inch diameter CT=6 CT=7 CT=8 CT=6 CT=7 CT=8 0.6 1360 1580 1800 1010 1170 1330 0.7 1170 1360 1540 870 1010 1150 0.8 1030 1190 1360 770 890 1010 0.9 920 1 1060 1 1210 1 690 1 190 1 900 1.0 1 1220 1 960 1 1090 1 620 1 720 1 820 Since a larger pipe diameter would reduce the overall pipeline length as well as minimize conflicts with existing utilities and other improvements at the north side of the existing basketball court, the 42-inch diameter pipe is the preferred pipe size. For design purposes, a nominal 42-inch diameter pipeline with an actual inside diameter of 41.0 inches and an overall length of at least 890 feet will be utilized to provide a CT product of 7 based on a chlorine concentration of 0.8 mg/L, at the peak flow rate of 6,600 gallons per minute (gpm). This design allows for some flexibility in operations at normal and peak flow, while still maintaining compliance with the minimum required CT product of 6. D. PIPELINE MATERIALS Pipe and fittings 24 inches in diameter and smaller will be concentrated around the connections to the existing water mains on the west side of the pump house. These pipe sections and fittings will be ductile -iron material, Class 350, conforming to AWWA C151, and secured with manufactured bolt -less restrained joints such as US Pipe TR-Flex or shackle rods with mechanical joints. These pipe sections will be cement -mortar lined and seal coated in accordance with AWWA C105. The transition pipe sections between smaller and larger diameter pipes will also be ductile -iron material, Class 350, and will be restrained with flanged joints, bolt -less restrained joints, or shackle rods to dead man blocks. The 42-inch diameter pipe will extend through the buried remnants of an abandoned swimming pool shell and cross over the existing 42-inch Metro sewer line on the west side of the existing parking lot. All pipe and fittings larger than 24 inches nominal diameter will be electrically welded steel. The welded steel pipe (WSP) will be fabricated in accordance with AWWA C-200 and flanges will be slip-on ring type conforming to AWWA C-207, Class 250. Full restraint of steel pipe sections will be obtained with the use of lap -welded joints. Steel pipe and fittings will be lined and coated with cement mortar. 3 ):\Data\REN\I01-"\Task 1\3- Draft Report.doc City of Renton Project Design Report for CT Detention Pipeline at Wells R1, R2, and R3 and Park Improvements August 2001 E. LOADING CONDITIONS The detention pipeline will be subjected to internal and external loading conditions, which may or may not act on the pipeline at the same time. The existing working pressure is reported to be 80 psi. The hydrostatic test and maximum internal design pressure will be 250 pounds per square inch (psi) on the inside of the pipeline. A summary of the significant loading parameters is as follows: Internal pressure: (psi) Design working pressure — 80 psi (reported by City) Test pressure — 250 psi (proposed test pressure) Surge pressures • High— 310 psi (estimated in 24-inch pipe); 140 psi (estimated in 42-inch pipe) • Low— 0 psi (estimated in 24-inch pipe); 24psi (estimated in 42-inch pipe) External pressure (psi) Trench loading — soil depth 4 to 10 feet Traffic loading — HS-20 for minimum bury depth of 4 feet Water depth over pipe — Estimate 6 feet Coating system — Cement mortar lining and coating The estimated thickness of the 42-inch steel pipe for these loading conditions will be 0.27 inch for 42,000 psi yield strength steel and 0.30 inch for 36,000 psi yield - strength steel. Additionally, two 4-inch combination Air/Vacuum Valves will be incorporated into the pipeline to release air and prevent potential surge damage due to transients in the existing and proposed pipelines. F. CATHODIC PROTECTION EQUIPMENT The project will also include a passive Cathodic protection system and test station for monitoring the steel pipeline for corrosion. If testing results indicate more protection is needed an active Cathodic protection system could be installed at a later date. G. SUMMARY OF GEOTECHNICAL INFORMATION AND RECOMMENDATIONS The City provided the following three sources of geotechnical information for our review: 1. Geotechnical Report, Henry Moses Pool, Liberty Park, Renton, Washington, by Terra Associates, Inc dated May 5, 1995. 2. Demolition of Henry Moses Swimming Pool and Bathhouse, Renton, Washington, by Bergquist Engineering Services dated March 21, 2000. 3. Boring Logs from Emergency Well EW-3 Qune 1999) and Monitoring Well MW-18 (February 1998) provided by the City of Renton in January 2001. 4 J:\Data\REN\101-006\Task 1\3- Draft Report.doc City of Kenton Project Design Report for CT Detention Pipeline at Wells R1, R2, and R3 and Park Improvements August 2001 Summary of the three sources of information are provided below: 1. In 1995, Terra Associates was asked to perform a geotechnical investigation of the Henry Moses Pool area to determine the cause of the recent settlements that have occurred at the site. In April 1995, four borings were drilled in the vicinity of the swimming pool. Three borings were around the perimeter of the pool and one was drilled through the bottom of the pool. Boring 1 extended to a depth of 18.5 feet below ground surface. Borings 2 through 4 extended to a depth of 19 feet below ground surface. It should be noted that the ground surface elevation of boring 2 is located 5 feet below the ground surface elevation of the other 3 borings. All borings encountered approximately 13.5 to 16 feet of loose silty fine to medium alluvium sands underlain by a dense to very dense silty to sandy alluvium gravel. Boring 4, located on the northwest corner of the pool, encountered a 3-foot layer of loose to soft brown silt at 5 feet below grade. Boring 3, located on the west edge of the pool, encountered a 1.5-foot layer of a medium stiff clayey silt at approximately 12 feet below ground surface. Terra did not indicate whether they believed these silt layers were fill material or native stratum. Groundwater was not encountered during any of the borings. Terra concluded upper portions of the loose silty sands are native earth used as backfill during the construction of the pool in 1953. According to Terra Associates, the static water level in near -by production wells is 27 feet below existing grades. The reported drawdown of these wells is approximately four to five feet. This drawdown would only occur in the dense gravelly material. Terra believes that the pumping of the production wells did not cause the settlement at the Henry Moses Pool. Terra believes the pool cracking and joint separation has been a progressive failure caused by the settlement of the loose underlying sands. Once the pool cracked from the initial settlement, the water leaking caused the settlement of the loose sands to increase. Settlement was greater at the north, shallow end of the pool than at the south, deep end of the pool. Terra recommends excavating the loose sands and recompacting the sand in loose lifts not exceeding 12 inches. The sand will need to be dried out due to the high moisture content. If drying of the sands cannot be performed, granular structural fill must be used to backfill the excavation. 2. Bergquist's report provided the City of Renton recommendations for the preparation and backfilling of the excavations resulting from the demolition of the Henry Moses Swimming Pool and Bathhouse. Bergquist recommended the deep end of the pool be scarified to a depth of 10 to 12 inches; moisture conditioned and then compacted to at least 90% of the maximum laboratory density as determined by ASTM D1557. Once the deep end has been compacted, material excavated from the shallow end can be placed in the deep end in loose lifts not exceeding 10 inches; moisture conditioned then compacted to 90%. Once the shallow and deep ends are at the same elevation, 5 J:\Data\REN\101-006\Task 1\3- Draft Reportdoc City of Benton Project Design Report for CT Detention Pipeline at Wells R1, R2, and R3 and Park Improvements August 2001 the shallow end should be scarified to a depth of 12 inches; moisture conditioned and compacted to 90%. The remainder of the pool is recommended to be filled in with imported soils (as described in the report) not exceeding 10-inch lifts and compacted to 95% of the maximum laboratory density as determined by ASTM D1557. The upper 5 to 6 feet of the swimming pool footprint should be compacted to at least 95%. Bergquist recommended the entire skateboard park he within the footprint of the old swimming pool, to prevent any future differential settlement. This Bergquist report referred to a geotechnical report prepared by Bergquist Engineering Services dated February 28, 2000. A copy of this report was not provided. 3. The City of Renton provided two well logs. One well log is from emergency well EW-3 drilled in June 1999. This well is located approximately 100 feet southwest of the corner of Bronson Way N and Houser Way N. The second well log is from monitoring well MW-18 drilled in February 1998. This well is located approximately 200 ft north east of the proposed parking lot area. EW-3 was drilled in June 1999. The drilling log shows 11 feet of soft brown silt with fine sand underlain by 8 feet of dense gravel. The static water level was encountered at 20 feet below surface elevation. This static water level of 20 feet below surface elevation is within a few feet in elevation of the static water level of the production wells located near the river. MW-18 was drilled in February 1988. The drilling log shows approximately 20.6 feet of silty fine to medium sand grading down to gravelly sand. Underlying the sandy unit is a 6-inch thick layer of silt overlying silty sandy gravel grading to clean sandy gravel. The static water level was encountered at approximately 30.5 feet below top of casing. The static water level at MW-18 is found at an elevation significantly lower than the other wells (approx. 13 feet below EW-3 and 10 feet below the production wells). R112 Comments and Recommendations: After reviewing the geotechnical information provided, we are unaware to the extents of the area the loose sandy fill occupies. Because soft sandy material was encountered during the drilling of EW-3, it may be safe to assume this material will be found across the entire site. If this material is not thoroughly compacted settlement may occur if subjected to different loading conditions. It is recommended that the loose -soft sandy material be excavated and recompacted to a firm and unyielding condition in areas of construction. If adequate compaction cannot be achieved, imported structural fill may be needed. It appears that there is a potential for differential settlement caused by loose native soils, poorly compacted fill, long term leakage at the pool, and the presence of concrete structures below grade. These existing conditions make the soil conditions at any given point on the site impossible to predict. We do know that the pool was 6 J:\Data\REN\101-"\Task 1\3- Draft Reportdoc City of Renton Project Design Report for CT Detention Pipeline at Wells R1, R2, and R3 and Park Improvements August 2001 not removed, as suggested in the existing soil reports, and that a portion of the proposed pipe alignment is over the pool. We therefore recommend that the trench section through the pool be over excavated as required to remove the concrete below the proposed pipeline. In addition, a Geotechnical/Civil Engineer should be onsite to evaluate the existing soil conditions in the trench during construction to insure that the native materials and the imported backfill are properly compacted for supporting the pipe. H. ENVIRONMENTAL COMPLIANCE Permitting — The City is completing the SEPA process for the project and will obtain all necessary permits for construction. A shorelines permit will be required due to the proximity of the Cedar River. The location of the River and the approximate flood elevations are illustrated in Figures 1 and 2. Based on the Federal Emergency Management Agency (FEMA) — Flood Rate Insurance Map for the City of Renton dated May 16, 1995, the approximate 100 year and 500 year flood elevations appear to be in the vicinity of the path just below the transformers and the restrooms. City personnel reported that recent floods have remained below the base elevation of the three existing transformers, which are located on the North river bank approximately 50 feet South of the proposed pipeline. Erosion Control — The majority of the site is fairly flat and drains toward a catch basin at the north side of the parking lot. Elevation contours are shown in Figures 1 and 2. The majority of the site drains to the two catch basins located on the Northwest edge of the existing parking lot. Construction activities will take place above the River flood elevation and to the North of the restrooms at the top of the Riverbank. Best management practices will be required for all construction. Erosion control fences will be required in drainage pathways as needed and filter fabric will be required at all times over catch basins in the vicinity of the construction activities. Drainage Issues — Existing conditions in the park are illustrated in Figure 3 — Overag Site Plan Before Improvements. Drainage conditions before and after construction of the proposed pipeline and surface improvements were evaluated based on the aerial photograph in Figures 1 and 3 and the proposed finished conditions illustrated in Figure 2. With the exception of the skateboard park improvements, there will be no significant modifications to the existing grades on the site. The skate board park will have a 7 foot high berm built up around it and the interior will be drained through the existing pool area drainage system. Drainage pathways for the proposed basketball court, parking lot and sidewalk surfaces will be similar to the existing park layout, with the majority of the site draining to the existing catch basins at the Northwest side of parking area. As indicated on Figures 2 and 3, the impervious surfaces before construction are approximately 1.78 Acres and the impervious surfaces after construction will be approximately 1.44 Acres. Since the impervious area before construction will be less than after construction and all drainage will be connected to existing storm drains at the site, no further drainage system improvements are proposed. 7 J:\Data\REN\101-006\Task 1\3- Draft Reportdoc CEDAI (ADPROX HIGH WA 1:70-2: BASED ON 5/1 P LANN R SCIENTISTS PAJiltB OFFlCE FIGURE 2 PROPOSED OVERALL SITE PLAN TOTAL PROJECT AREA 119,643 sq ft (2.75 acres) IMPERVIOUS SURFACE AREA BEFORE IMPROVEMENTS 77,531 sq ft (1.78 acres) IMPERVIOUS SURFACE AREA AFTER IMPROVEMENTS 62,855 sq ft (1.44 acres) J LEGEND J EXISTING — — — PROJECT LIMITS - w WATER IPP--- IRRIGATION SS - SANITARY SEWER Sr STORM P POWER - TEL TELEPHONE - - --- rELM— TELEMETRY — — — — w — ABANDONED UTILITY (TYP.) 5' CONTOUR 1' CONTOUR O TREE WATER VALVE WATER METER a HYDRANT O SEWER MANHOLE a o STORM CATCH BASIN AND MANHOLE m POWER VAULT e a Liam m TELEPHONE VAULT GAS VALVE —•—•— FENCE FOUNDATION 0 CONCRETE AND ASPHALT PAVEMENT EXISTING TO BE REMOVED FOUNDATION ��—` ��� ASPHALT CONCRETE PARKING LOT CONCRETE AND ASPHALT PAVEMENT ® POOL BUILDING PROPOSED PROPOSED 42" WATER MAIN PROPOSED 24" OR 18" WATER MAIN 30" ACCESS PORT — — — — COMBINATION AIR/VAC VALVE LINE + COMBINATION AIR/VAC VALVE PROPOSED ASPHALT PARKING LOT 0 PROPOSED CONCRETE SIDEWALK 0 PROPOSED BASKETBALL COURT 0 PROPOSED LANDSCAPING FUTURE PLAYGROUND FIGURE 2 Proposed Overall Site Plan CI OF "IVMN C,Y � cT Detentzon Pipelzne for Weds RI k ° and Park Imptxwements DRAWING IS NOT TO SCALE IF BAR IS NOT 1" LONG \DATAWA\101-006\CAD\CT-P-D02 0 1" 1' = BO' P N N E R S SCIENTI TS PLAVOROUND �I GAZE" BASEBALL i V` ��st .— l _----_-----_—__.-- I---�� I I POOL II FOUNDATION I / PUMP BUILDING FORlpVM l B R7, pOOL BUILDING R2 AND R3 I -- �:. HOUSER WAY NOS --_--__ FIGURE 3 OVERALL SITE PLAN BEFORE IMPROVEMENTS LEGEND EXISTING — — — — PROECT UNITS w WATER IRR IRRIGATION ss SANITARY SEWER 5T STORM r POWER TEL TELEPHONE TELN TELEMETRY — — — — w — ABANDONED UTILITY (TYP.) 5' CONTOUR 1' CONTOUR O TREE ■ WATER VALVE • WATER METER e HYDRANT O SEWER MANHOLE a e STORM CATCH BASIN AND MANHOLE m POWER VAULT 1 o LIGHTS m TELEPHONE VAULT • GAS VALVE —•—•—•— FENCE FOUNDATION O ASPHALT CONCRETE PARKING LOT 0 CONCRETE AND ASPHALT PAVEMENT TOTAL PROJECT AREA 119,643 sq ft (2.75 acres) IMPERVIOUS SURFACE AREA BEFORE IMPROVEMENTS 77,531 sq ft (1.78 acres) FIGURE 3 Overall Site Plan Before Improvements Y o CJTY REV70N br•. WRl R2 ells & 07 and Park. Imoroventents DRAWING IS NOT TO SCALE Date: AUG 10, 2001 IF BAR IS NOT 1" LONG \0ATAV0\101-006\CID\CT-P-003 0 1" City of Benton Project Design Report for CT Detention Pipeline at Wells R1, R2, and R3 and Park Improvements August 2001 IV. Proposed Implementation Schedule This project is currently scheduled for bidding in December of 2001 and construction during the spring or late summer of 2002. V. Cost Estimate and Funding The estimated construction cost of the proposed improvements is provided in Table 2 — Construction Cost Estimate for CT Compliance at [bells RI, R2 & R3 and Related Park Improvements Table 2 is a summary of the estimated costs for the project. An itemized breakdown of the construction costs is provided in the Appendix for further review. It is anticipated that the City will fund the project; however, they have applied for a Public Works Trust Fund loan. Table 2 - Construction Cost Estimate for CT Compliance at Wells R1, R2 & R3 and Related Park Improvements Draft Renton CT Pipeline Capital Cost Estimate Item Description of Capital Construction Costs Quantitv Unit Amount Total 1 Mobilization/Demobilization 1 L.S. $ 100,000 $ 100,000 2 Connections to Existing 16" and 24" Pipelines 1 L.S. $ 40,500 $ 40,500 3 Saw Cut and Removal of Concrete 1 L.S. $ 69,500 $ 69,500 4 2" Diameter Steel CT Pipeline 1 L.S. $ 284,900 $ 284,900 5 lPipeline Site Work 1 L.S. $ 49,000 $ 49,000 6 IParking Lot and Area Improvements" 1 L.S. 1 $ 325,346 $ 325,346 7 Basketball Court and Area Improvements" 1 L.S. $ 37,109 $ 37,109 8 Telemetry and Chlorine Systems Modifications 1 L.S. $ 19,000 $ 19,000 9 Traffic Control, Site Safety and Fencing 1 L.S. $ 20,000 $ 20,000 CONSTRUCTION SUBTOTAL $ 945,355 10 lWashington State Sales Tax @ 8.8% 1 L.S. $ 83,191 $ 83,191 11 lContingency, Legal Services and Administration @ 10% 1 1 L.S. 1 $ 94,536 $ 94,536 CONSTRUCTION TOTAL $ 1,123,082 12 IDesign Engineering* I 1 JL.SJ$ 135,658 $ 135,658 13 lConstruction Engineering, Permitting and Admin.* 1 I L.S. 1 $ 60,251 $ 60,251 INDIRECT COST SUBTOTAL $ 195,909 TOTAL ESTIMATED CAPITAL COST $ 1,318,991 * Based on existing contract value. ** City Provided some costs, which are to be revised at a later date as needed. 8 J: \Data\REN \101 -"\Task 1\3- Draft Report.doc City of Denton Project Design Report for CT Detention Pipeline at Wells R1, R2, and R3 and Park Improvements August 2001 VI. Summary The primary purpose of this project is to provide disinfection of the City's water supply in compliance with State Department of Health standards and Washington Law. The proposed project includes the construction of approximately 890 lineal feet of 42 inch diameter steel pipe, which will provide a minimum CT product of 7 @ .080mg/L of chlorine concentration and a flow rate of 6,600 gpm. Due to the location of the proposed pipeline and the timing of park improvement plans, a new basketball court, sidewalks and parking area will be constructed to replace existing improvements in the park that would need to be removed completely or significantly impacted by the pipeline installation. The proposed finished improvements for the park are illustrated in Figure 2 — Proposed Overall Site Plan. A draft set of plans and an itemized breakdown of the estimated construction costs for the project are included in the Appendices. The total project cost of these improvements is estimated to be $1.3 million. Construction is currently planned for spring or late summer of 2002. 9 J:\Data\REN\101-006\Task 1\3- Draft Reportdoc Appendices Appendix A Construction Cost Estimate Breakdown Draft Renton CT Pipeline Itemized Construction Cost Estimate Item Description of Capital Construction Costs Quantity Unit Amount Total I Mobilization/Demobilization I L.S. $ 100,000 $ 100,000 2 Connections to Existing 16" and 24" Pipelines 1 L.S. $ 40,500 24" x 16" Reducer 1 Ea. $ I,500 $ 1,500 24" Diameter Elbows 4 Ea. $ 2,500 $ 10,000 16" Connection to Existing 1 L.S. $ 3,000 $ 3,000 24" Ductile Iron Pipe 50 L.F. $ 200 $ 10,000 24" Cut in Tee and Valve 1 Ea. $ 16,000 $ 16,000 3 Saw Cut and Removal of Concrete 1 L.S. $ 69,500 Reinforced Concrete Removal 1900 Tons $ 30 $ 57,000 Concrete Sidewalk, Curbs and Slab Removal 500 Tons $ 25 $ 12,500 4 42" Diameter Steel CT Pi line 1 L.S. $ 284,900 42" Diameter Concrete Lined and Coated Steel Pie 890 L.F. $ 200 $ 178,000 42" x 24" Flg Connection & Cap 2 Ea. $ 4,250 $ 8,500 42" x 30" Flg Connection (Access Manhole) 3 Ea. $ 4,800 $ 14,400 42" - 90 Degree Elbow 2 Ea. $ 6,000 $ 12,000 4" Combination AirNac Valves 2 Ea. $ 6,000 $ 12,000 Cathodic Protection Systems I L.S. $ 20.000 $ 20,000 Trench Safety and Shoring I L.S. $ 40,000 $ 40,000 5 Pipeline Site Work I L.S. $ 49,000 Exc.to Remove Concrete & Loose Soil, & Replace 1200 C.Y. S 25 $ 30,000 Site Grading I L.S. $ 5,000 $ 5,000 Remove and Replace Irrigation Pipe and Conduits I L.S. $ 4,000 $ 4,000 Other Misc. Improvements I L.S. $ 10,000 $ 10,000 6 Parking Lot and Area Improvements I L.S. $ 325,346 Storm Drain Pie 410 L.F. $ 50 $ 20,500 Storm Drain Catch Basins 5 Ea. $ 2,000 $ 10,000 Removal & Disposal of Asphalt Concrete Pavement 850 Tons S 50 $ 42,500 Site Grading 5600 S.Y. S 2 $ 11,200 4" Concrete Sidewalk and Gravel Top Course 16200 S.F. $ 4 $ 04,800 Vertical Curb 1738 L.F. S 12 $ 20,856 6" Gravel Top Course 3200 S.Y. S 6 $ 19,200 4" Asphalt Concrete Pavement 3200 S.Y. S 15 $ 48,000 Top Soil 840 C.Y. S 26 $ 21,840 Sod 12450 S.F. S 1 $ 12,450 Painting and Striping* 1 L.S. S 4,000 $ 4,000 Lighting System* 1 L.S. $ 20,000 $ 20,000 Landscaping and Irrigation* I L.S. $ 30,000 $ 30,000 7 Basketball Court and Area Improvements 1 L.S. $ 37,109 Site Grading 4000 S.Y. $ 2 $ 8,000 Vertical Curb 342 L.F. $ 12 $ 4,104 Retaining Wall 85 S.F. $ 38 $ 3,230 6" Gravel Top Course 785 S.Y. S 6 $ 4.710 2.5" Asphalt Concrete Pavement 785 S.Y. $ 9 $ 7,065 Court Surfacing I L.S. S 2,500 S 2.500 Top Soil 190 C.Y. S 26 S 4,940 Sod 2560 S.F. $ 1 S 2,560 Painting and Striping* 1 L.S. S 3,000 $ 3,000 Lighting System* 1 L.S. S 5,000 S 5,000 Basket Ball Court Equipment* i L.S. S 3,000 $ 3,000 Landscaping and Irrigation* 1 L.S. S 4,000 $ 4,000 8 Telemetry and Chlorine Systems Modifications 1 L.S. $ 19,000 Continous Monitoring & Control Equip. & Piping 1 L.S. $ 16,000 $ 16,000 Telemetry System Programming 1 L.S. $ 3,000 $ 3,000 9 Traffic Control, Site Safety and Fencing 1 I L.S. $ 20,000 $ 20,000 *City provided costs - to be revised at a later date as needed. Appendix B Draft Plates Ci y ot Renton C,T Detention. P111peline for Wells FR1, R2 K R3 SHEET INDEX SHEET NO. TITLE DRAWING NO. 1 COVER SHEET 2 SURVEY INFORMATION AND GENERAL NOTES GOt 3 DEMOLOTION PLAN C01 4 CT PIPELINE PLAN AND PROFILE W01 5 CT PIPELINE CONNECTION DETAILS W02 8 CT PIPELINE MISCELLANEOUS DETAILS W03 7 STORM PLAN AND PROFILE ST01 B STORM DETAILS ST02 9 PARKING LOT GRADING PLAN CO2 10 BASKETBALL COURT AREA GRADING PLAN CO3 11 PARKING LOT STRIPING PLAN C04 12 BASKETBALL COURT STRIPING PLAN COS 13 PAVING SECTIONS AND MISCELLANEOUS DETAILS C06 14 LANDSCAPING PLAN L01 15 IRRIGATION PLAN L02 18 LANDSCAPING AND IRRIGATION DETAILS L03 17 ELECTRICAL AND LIGHTING PLANS E01 �I DESIGNED BY: 0 N G I N E E R S PL N R SCIENTI TS and. Park Improvements N �i CT Detention Pipeline Survey 1. Stationing Notes Stationing baselines are defined as the following: CT PIPELINE: STATION LINE CONTROL DATA-� DESCRIPTION START OF STATIONING 9TATI0N 10+00.00 NORTHIN N 178623.8005 Edi➢NG E 1302325.9784 BEARING DISTANCE 5 27 SB' 48' W 427.92' ANGLE POINT 14+34.72 N 179007.7051 E 1302529.9332 N 5' 28' 26' E 6.70' ANGLE POINT 14+41.42 N 179014,3726 E 1302530.5721 S 39' 31' 33' E 5.70' ANGLE POINT 14+48.12 N 179019.5382 E 1302526.3100 S 62' 01' 32' E 6.00• ANGLE POINT 14+54.11 N 179022.3526 E 1302521.0110 N 84' 31' 32' W 6.70' ANGLE POINT 14+60.81 N 179022.9915 E 1302514.3446 S 50' 28' 28" W 5.7v ANGLE POINT 14+67.51 N 179018.7294 E 1302509.1790 S 27 58' 28' W 424.29• 42'x24' TEE 18+91.80 N 178644.0094 E 1302310.1534 STORM DRAIN: STATION LINE A CONTROL DATA DESCRIPTIGN START OF STATIONING STATISM 10+00.DO NORTHIN N 178960.82 NORTHING E 1302453.60 BEARING ISTANCE S 53' 14' 20' E 27.79' CATCH BASIN 10+27.79 N 178944.19 E 1302475.87 S 28' 52' 55" E 70.50' CATCH BASIN 10+99.77A N 178881.19 E 1302510.69 S 51' 12' 17' E 75,37' END OF STATIONING 11+75.15A N 176833.97 E 1302569.44 STORM DRAIN: STATION LINE B CONTROL DATA DESCRIPTION START OF STATIONING STA➢rdl 10+00.00 RORTHIN N 178960.82 NORTHIN E 1302453.60 BEARING. DISTANCE S 53' 14' 20" E 27,79' ANGLE POINT 10+27.79 N 178944,19 E 1302475,87 S 28' 52' 55' E 1.49' CATCH BASIN 10+29.28B N 178942.92 E 1302476.64 N 63' 44' 54' E 94.03' CATCH BASIN 11+23.31B N 178984.51 E 1302560.97 S 67' 20' 35' E 66.11' CATCH BASIN 11+89.42B N 1789%05 E 1302621.98 S 57* 40' 44' E 70,58' END OF STATIONING 12+60.008 N 178921+31 E 1302681.63 CONTROL POINTS CONTROL POINT 1: FLY POINT 2/PK NAIL (SEE DWG NO, Col, CO2, AND CO3) N: 188,711.43 E. 2,D93,205.34 ELEV. 754.93' CONTROL POINT 2: FLY POINT 3/PK NAIL (SEE OW, NO, CO3) N: 186,341.79 E: 2,D93.466.17 ELEv 767,17' BASIS OF BEARING: CITY OF RENTON CONTROL MONUMENTS 1121 AND 1879. AN INVERSE OF N 88i9'21" W 558.67 FEET WAS HELD BETWEEN THE TWO FOUND MONUMENTS HORIZONTAL DATUM: NAD 83/51 AS PER GTY OF RENTON DATA SHEETS. VERTICAL DATUM: NAVD 88 AS PER CITY OF RENTON DATA SHEETS. HELD CITY OF RENTON BENCHMARK 657 AT ELEVATION OF 44.82 NOTE: FOUND BENCHMARK RM 278 AS SHOWN ON FIRM MAP NO. 53033CO977 F. THE RECORD ELEVATION OF RM 278 IS 37,01 FEET. WHEN WE TIED TO THE BENCHMARK WE SHOW AN ELEVATION OF 40.17(NAW 88). City of Renton for Wells R1, R2 & R3 and Park Improvements Information and General Notes 1, Construction Safety The Contractor shall take all necessary precautions to protect the public and prevent nuisances while performing construction work on this project. Contractor shall provide temporary bracing for the structure and structural components until all final connections have been completed in accordance with the plans. 2 Existina Utilities a. All Utilitie : The locations of existing utilities shown on these construction drawings are approximate. The source of information generally consists of construction records, utility locates, and other data obtained verbally from officials associated with the particular utility. Owner and Engineer do not guarantee nor assume responsibility for the accuracy of this information. It is understood that other above ground and underground facilities not shown on the drawings may be encountered during the course of the work. The Contractor sholl verify the true and correct location of existing utilities to ovoid damage or disturbance. The Contractor shall repair all damaged utilities immediately. b. Power and Telephone: Locations of these utilities are approx. and are based on records supplied from each utility. The depth of each of these utilities is shown on the profile and is based on typical laying depths for each of these utilities. However the actual depth is unknown and may wry significantly. c. Wgjgr: The vertical and horizontal location of the existing water main as shown on the plans is approximate and is based on discussions with the City of Renton staff and a survey of the existing valve locations. Abandoned water mains may exist within the right-of-way, no records exist to locate the abandoned facilities. d. 2plgp: The vertical and horizontal location of the existing existing storm lines as shown on the plans is approximate and is based on discussions with the City of Renton staff and a survey of catch basins and culvert inverts. e. Utility Conflicts: The Contractor shall contact a one -call utility locate service prior to and during construction. The Contractor shall immediately notify the Engineer and the utility company when a conflict occurs or when a conflict is anticipated. 3. Construction Standards All materials, workmanship, and construction shall conform to the construction drawings, technical specifications, U.B.C. (current edition) and the APWA/DOT standard specifications (1998 edition), 4 Pre-consiruction Conference A pre -construction conference and twenty-four hour notice will be required prior to commencement of construction. 5 Permits and Inspection a. Permits: The Contractor shall secure necessary permits prior to starting construction. The City of Renton will obtain some of the required permits. See specifications for further information regarding permits. b. IIlSpectian: The Contractor shall obtain all building deportment inspections during construction. Concrete construction, precast concrete erection, structural steel fabrication and erection (including field welding and high strength field bolting) sholl be supervised in accordance with Section 306 of the Uniform Building Code and the Project Specifications by a qualified testing agency designated by the Owner. The Owner shall be furnished with copies of all inspection reports and test results. 6 Maintaining Qperation at Wells R1. R2 and R3 Operation of Wells R1, R2 and R3 must be maintained at all limes during construction. The Contractor shall provide a plan to the Owner that details the proposed method of keeping the pump station operational during the construction work. 7. Dewaterina a. Dewaterina: The Contractor shall determine the scope, type, size, quantity, method of installation, operation, and removal of the dewatering system necessary to keep the excavation site dewatered and to stabilize the soils for construction. The method must meet the guidelines listed in the specifications. b. Dewatering Discharge: The Contractor shall discharge water from the dewatering system in accordance with the requirements of state and local regulations and the requirements of these plans and specifications. At no time shall silt laden water be discharged from the site into streams, rivers, or lakes. 8 Contractor Initialed Changes Changes shall be submitted in writing to the Engineer for approval prior to fabrication or construction. Changes shown on shop drawings only, will 09S satisfy this requirement. 9. Maintaining Service Notes a. The Contractor shall maintain water and sewer service to all businesses and other existing customers at ail times. b. The Contractor shall notify the City a minimum of 48 hours in advance of any planned disruption of the existing water and sewer systems. 10, Utility Abandonment Note The existing utility lines shall be abandoned as noted on the Plans and in the specifications. The ends of all abandoned pipes not specifically detailed shall be plugged with concrete. Abandoned valves sholl be closed and valve boxes removed to 3 feet below grode. 11, Daily Cleonup The Contractor shall cleanup all areas affected by construction activities on a daily basis to the satisfaction of the Owner. This includes removal of all dust, mud, rocks, asphalt debris, and refuse from streets, sidewalks, driveways, and any other areas affected by the construction activities. Failure to cleanup to the satisfaction of the Owner will necessitate o shutdown of the project until cleanup is properly performed. 12, Houser Way Restoration Notes a. The Contractor shall temporarily patch oil trench cuts at the end of each working day with gravel top course, applied at a maximum compacted depth of 2 inches, except for the last section of trench which can be covered with steel sheets. These patches shall be compacted with a roller compactor to a density which will provide a smooth, firm surface for vehicles. The patches shall be maintained dolly throughout the duration of the project to prevent pot holing and ruts from forming. All potholes, ruts, and bumps must be repaired if the defect exceeds one inch in depth or height. b. The Contractor shall install the permanent ACP/ATB patch as noted on the detail sheet within two weeks of completing the installation of the pipeline within the area to be patched. All trench cuts in existing paved areas shall be patched including cuts necessary for the installation of services and the abandonment of the existing lines. c. The Contractor shall sequence construction activities to avoid saw cutting and patching of the permanent ACP/ATB patch. 13 Thrust Blocking and Joint Restraint Notes Thrust blocking or approved 'pint restraint systems shall be provided for all tees, bends, dead -ends, and crosses, and shall comply with the standard thrust blocking details and restraint systems as indicated in the plans and specifications. Thrust blocks shall be sized based on the fitting to be blocked and soil type encountered at each location. If conflicting utilities prevent the use of o thrust block in compliance with the standard detail, the Contractor shall install alternative thrust restraint as approved by the Engineer. 14. Shop Drawings Drawings for reinforcing steel, precast concrete, cost -in -place concrete, and structural steel shall be submitted to the Engineer for review prior to fabrication of these items. Dimensions and quantities are not reviewed by the Engineer. The purpose of providing shop drawing submittals to the Engineer by the Contractor is to demonstrate to the Engineer that the Contractor understands the design concept by indicating which materials they intend to furnish and install and by detailing the fabrication and installation methods they intend to use. If deviations, discrepancies, or conflicts between shop drawing submittals and the contract documents are discovered, either prior to or otter shop drawing submittals are processed by the Engineer, the design drawings and specifications shall control and shall be followed. 15, Construction Staking The Contractor is required to provide all construction staking on this project including the preparation of complete as -built records. i6, Erosion and Sedimentation Control a. The implementation of the Erosion and Sedimentation Control (ESC) Plan and the construction, maintenance, replacement, and upgrading of these ESC facilities is the responsibility of the Contractor until all construction is approved. b. The boundaries of the clearing limits shown on these Plans shall be clearly flogged in the field prior to construction. During the construction period, no disturbance beyond the flogged clearing limits shall be permitted. The flagging shall be maintained by the Contractor for the duration of construction. c. The ESC facilities shown on these Plans must be constructed in conjunction with all clearing and grading activities, and in such a manner as to insure that sediment laden water does not enter the drainage system. d. The ESC facilities shown on these Plans are the minimum required for anticipated site conditions during dry weather. During the construction period, these ESC facilities shall be upgraded (E.G., additional sumps, relocation of ditches and slit fences, etc.) as needed for actual weather conditions and unexpected storm events. e. The ESC facilities shall be inspected daily by the Contractor and maintained as necessary to ensure their continued function. f. Any area stripped of vegetation, including roadway embankments, where no further work is anticipated for a period of 15 days or more, shall be immediately stabilized with the approved ESC methods (E.G. seeding, mulching, netting, erosion blankets, etc.). g. Stabilized construction entrances and wash pads shall be installed of the beginning of construction and maintained for the duration of the project. Additional measures may be required to ensure that all paved areas are kept clean for the duration of the project. In. Where seeding for temporary erosion control is required, fast germinating grasses shall be applied at on appropriate rate (E.G. annual or perennial rye applied of approximately 80 pounds per acre). i. Where straw mulch for temporary erosion control is required, it shall be applied at a minimum thickness of two inches. 17 Construction Seauence Portions of this project must be completely tested and approved prior to beginning construction on other items. For example, the new 42' pipeline will need to be completed, tested and approved for operation prior to making any connections to the existing water system. The Contractor shall coordinate all work efforts with the Engineer and the City to ensure that water and sewer service are maintained at all times. CONTACT PERSONNEL i AGENCY tl lYE POSITION PHONE NUIdBER CITY OF RENTON J.D. WLSON (425) 277-6125 CITY OF RENTON RAY SLED WATER OPERATIONS MANAGER (425) 430-7400 RH2 ENGINEERING RICK BALLARD PROJECT MANAGER (425) 951-5328 RH2 ENGINEERING RON OLSON PROJECT ENGINEER (425) 951-53M RH2 ENGINEERING MICHELE ROH STAFF ENGINEER (425) 951-5394 UTILITY CONTACT PERSONNEL Ull M UTILITY NANE Nalff I t6JlIBER TELEPHONE WATER POWER SEWER k STORM LL_ 9dh RW2I _111711111111 .. _ NNte iNOW'x�11N0. r4c lath: //xna6i:::n, „ud1:rMA1u.Jmi, 41i 931. ic..2 fAfr WWI&MYCHMaWmcNc ;:c�9.eze..nca PONWr ORCHARD omce r�-z2e.rJac SCALE: SHOWN 0 1" 2" DRAWING IS NOT TO SCALE IF BAR IS NOT 2' LONG rtm: 1 ox9 w¢ MLR 13101 ix�e.ae RLB ux: AUG 13. 2001 fm M0 mrt REN a Jn 101.006 nawt: CT-DO1 SAW CUT AND REMOVE EXISTING ASPHALT SIDEWALK / / CEDAR / RIVER CUT, CAP AND DISPOSE EXISTING UTILITIES AS NECESSARY TO CONSTRUCT PROPOSED UTIUTIE CLOSE VALVE AND CUT AND CAP ABANDONED PIPE SAW CUT AND REMOVE EXISTING ASPHALT SIDEWALK LEGEND WATER IRRIGATION SANITARY SEVER STORM POVER - TELEPHONE - TELEMETRY - - - - -- ABANDONED UTIUTY (TYR) s' CONTOUR - 1' CONTOUR O TREE • WATER VALVE • WATER METER e HYDRANT O SEVER MANHOLE • • STORM CATCH BASIN AND MANHOLE m POWER VAULT •• LIGHTS m TELEPHONE VAULT • GAS VALVE —•—•—•— FENCE r - - - - - - T FOUNDATION ASPHALT CONCRETE PARKING LOT CONCRETE AND ASPHALT PAVEMENT EXISTING TO BE REMOVED — vet— UTIUTY TO BE REMOVED OR REPLACED 0 SURFACE FEATURE (TYP.) Fpp/I/I/Il/12 FOUNDATION U ASPHALT CONCRETE PARKING LOT CONCRETE AND ASPHALT PAVEMENT POOL BUILDING i / PLAYGROUND i GAZEBO PROTECT OR REPLACE + REMOVE EXISTING POOL AND EXISTING STADIUM LIGHT BASEBALL FIELD ¢• J _ STAIRWELL FOUNDATIONS. SEE DWG S NDARDS (TYP.) v _ Ij- N0. W01 fOR FOUNDATION PROFILES 14 q p P "� I ABANDONED 2-1/2' GALVANIZED — _ I WATER PIPE. CUT, CAP AND DISPOSE. SEE DWG N0. IW71. p ss e.. Coat Ss- 6".. CONC. ss Cow SS — L TiL �` • o� as BUILDINGAM PUMP y FOR • • ABANDONED1 I e' AC 'l AAA I -WATER MAIN CUT, f CAP ANO,pSPOSE. SAW CUT AND REMOVE \ EXISTING ASPHALT SIDEWALK t? \ REMOVE AND REPLACE TELEMETRY AND TELEPHONE LINES AS NEEDED TO CONSTRUCT PROPOSED UTILITIES / t W D P R VE ISTING SIGN s- come ss n • Ir ss DO NOT DISTURB s 4k O,� O O,l 9 SAW CUT AND REMOVE —„ XISTING HALTnSIDES=AIK— WAY NORrN _ - PLAN EXISTING BUILDINGS TO BE REMOVED BY CITY PRIOR TO CONSTRUCTION. DO NOT DISTURB EXISTING TRENCH DRAIN 1 DO NOT DISTURB EXISTING FENCE AND GATE REMOVE 12' HIGHWALL JEXNG REMOVE LIGHT STANDAISCONNECT AND ABPOWER. A TIN' BA ANDDO NOT DISTURB EXISTING FENCE GATE SAW CUT AND REMOVE EXISTING `EXISTING WATER ASPHALT SIDEWALK FOUNTAIN TO BE REMOVED REMOVE EXISTING sr CONCRETE PAD 9� F779 0 2y EXISTING CONCRETE EXISTING CONCRETE PADS PAD WITH BENCH. WITH PICNIC TABLES. REMOVE AND DISPOSE. REMOVE AND DISPOSE. Asl� -; I\ �4%N 2 aP Z g a a O WWI m Q 4 6 � �" E W o 4 a NGINEERS PLANNERS SCIENTIST POO WONm1LV•0. INC. iiin0�Alu.rnu 1,?S;,IEC2C& 42-7 n.'{4Z' rA*r wn J111922e 2P)m POW CIIK SCALE: SHOWN 0 1" 2" DRAWING IS NOT TO SCALE IF BAR IS NOT 2' LONG Nut 40 on oumt MLR C01 amm RLB rc AUG 14, 2001 sm In cIim- REN 3r o w 101.006 Y � ♦ Ila `♦ ABANDONED U11LITIE�VEO J / UTILITY TYPE? r ono �' N v SEE DWG N0. C04 FOR PIPE J// CONNECTION DETAILS sr - �SURFACE la - PROX 451 LFOF pAMETER PIPE, -MORTAR Lr60AND COA siwsNDEw -GROUND EXISTING ---- ------------- --------- ----- -- --- b-STX4E-GXISSLTOEN—G iIP -ASK-EIBALLE E AIiONO LOT 4V SIDEWALt_ --- C-Da -- -- -_ --- -- _ -- -- - - ----- - --- I---- - OWJ f 41 1- COVER I I I i LEGEND I I / NEGATIVE SLOPE O+ALL L L - _ J - _ _ 1 i MAINTAIN CONST -..__ -- -... `-- _. - _ _ - WNTATER NN ALIGNMENT AND 4' o M MUM GROUND COVER-- w WRIER ..--- -- � - - - <._--- -- - E1tlSTINO --' IS — i MIfM I RR IRRIGATION � .._ ._. w � .. ___.__._ - -__ --4 - ss SANITARY SEWER 0 {I STORM _ Ii POWER 2V A y�m--__ ... >cl TELEPHONE � - O a_ -- rELw TELEMETRY ui m_ — - - - w — ABANDONED UTLTY (TYP.) u��i H H x Pi__ _ _ �{ _--. __ w o i `off' 3 •w c3 .—� I ... iL-- 5 i " r `' �—'•�� 5 CONTOUR 24• — - 1' CONTOUR 10+00 11+00 I 12+00 13+00 14+00 iF>si c.i O TREE PROFILE 4 WATER VALVE • HORIZ: 1' = 20' VERT: 1' = 5' WATER METER d HYDRANT O SEWER MANHOLE a o STORM CATCH BASIN AND MANHOLE7--_--- ... APPROX. 444 LF OF �'. e-o LIGHTS ' - D GROUND EXISTING SIDEWALK j ! EXISTING�wu RFACE I EXISTING B ALL COLIRr e POWER VAULT 4 'DIAMETER STEEL PIPE CEMENT -NORTH LINED AND COME m TELEPHONE VAULT PROPO SURFACE_...___... ICAS VALVE � � - , � �- - - - - - "-__� _-... -!. . �.---- I+._..— - 111 - �'-- �- -- -' - --- - � - -- -- - -- - FENCE .` '----•EXI SIEWALK ----- .FOUNDATION ----- ---I - - - - PLANNER l- - - - - - - - - - - - - 0 ASPHALT CONCRETE PARKING LOT 44� _ - ---�- . _-.. . _ won4�nn+a•W+c. O CONCRETE AND ASPHALT PAVEMENT _ 4' MN I _ .I _ _. - -- --_ _ _ __- __-. __ _ _ o dl•�mli rlaiii>�w COVER 13JC7i:2."..:a Flcw PROPOSED40 1.._- �L� PROPOSED 42' WATER MAIN - II - - -'--' - _ twfi'Y11[NAT'cNec OFt�cE PROPOSED 24" OR 16' WATER MAIN ... .._I i _.__-- - _ MAINTAIN CONSTANT �c5.eea.2lc:' �>• 30" ACCESS PORT 36 - - - - - 1 titt ATIVE SLOPE IN. WATER _.. __ -_--- - --�--Ir--------,. �T��a'�e _' ___ - - CNN ALIGNMENT AND 4' I _ __- _ __ _ .._- _ . _ - - �•?ae7a.nx� N N - - - -AIR/VAC _ MINIMUM GROUND COVER- + COMBINATION AIR/VAC AC VALVE ' r --I /�' i � I rs � !s r � " � J � - -------- ' - __ I -•--- ., SCALE: SHOWN COMBINATION NR AC VALVE LINE _ i _ 32 - 3 W - -- -- - - - -- - -- -- - _ - � -- o --mom _ i---F---- - 4 ^ 0AWING IS NOT 1" 2" R T,d a o $ CIF BAR IS NOT 2� LONG —_i_ I _ w I I cs u � ` ^ _ -- -- - i i z ------ ----- - I.. wa.: 20 on is MLR ca { m WOl . � 'S1'i I2 Li i 'S r� - Y w ;� L` a � W L5 I I s m " Kw RLB i 24' 1st+00 16+00 17+00 16+00 15+00 •.= AUG T• 2001 9Qi1° PROFILE REN A- Im.006 HORIZ: 1' = 20' VERT: 1' = 5' — CT-D03 TEMPORARY DRAIN LINE TO SEWER TEMPORARILY FILL THROUGH DOUBLE CHECK VALVE ASSEMBLY FROM FIRE HYDRANT Afi 60- EXISTING CONFIGURATION I'=10' 4' AIR VAC LINE CONNECTION TESTING CONFIGURATION 1'= 10' I IIVI VVry WWII IMVIII"111 V1� 1'- 10' IOW EXISTING ABANDONED IDUITS (CITY TO VERIFY) EXISTING GROUND SURFACE -\\ CONNECTION OBLIQUE NOT TO SCALE ��♦ �����i���', ���!� ������;� it � �� I�� Q © Up IN Q Q QI Q Irl PROPOSED CONNECTION PROFILE o, 1' = 4- FFITTING LEGEND Qi PROPOSED 42' STEEL CT PIPELINE Q2 PROPOSED 30' STEEL MANHOLE Q3 PROPOSED AIR/VAC ASSEMBLY, SEE DWG NO. W03 Q PROPOSED 42' STEEL CAP QS PROPOSED 24' WELDED STEEL FLANGED TEE © PROPOSED 24' DIxSTEEL INSULATING FLANGE O7 PROPOSED 24' DI 11-1/4' BEND (FLxFL) © PROPOSED 24' DI FLxRJ ADAPTER Q9 PROPOSED 24' DI RJ SPOOL, XX LF ® PROPOSED 24' DI DO- BEND (RJxRJ) tO PROPOSED 24' DI RJ SPOOL, XX LF © PROPOSED 24'x16' DI REDUCER (FLxMJ) © PROPOSED 16' DI PE SPOOL, LTF O PROPOSED SHACKLE RODS 1® EXISTING 16' HORIZONTAL LAY GATE VALVE (MJxMJ) ® EXISTING 16' DI SPOOL 1© EXISTING 24' BUTTERFLY VALVE (MJxMJ) ® EXISTING 24'06' DI TEE (MJxMJ) ® EXISTING 24' DI WATER MAIN (TYP.) ® PROPOSED 24' DI FLxMJ ADAPTER ® PROPOSED 24' DI BOLTLESS SPOOL, LIT ® PROPOSED 24' DI COUPLING (MJxMJ) ® EXISTING 3' AND 4' PVC CONDUITS TO BE REMOVED ® PROPOSED 1B' GATE VALVE (FL.xFL) ® PROPOSED 24'x18' DI REDUCER (FLxFL) ® EXISTING 24' DI TEE (MJxMJ) ® EXISTING 24' BUTTERFLY VALVE (MJxMJ) ® EXISTING 24' DI SPOOL (TYP.) ® EXISTING 24' DI SLEEVE ® PROPOSED 24' DI HOT TAPPING TEE * /- EIOSTING GROUND SURFACE ©0 ® L19 — PROPOSED CONNECTION PROFILE 04 I' = 4' NOTE: # CROSS SECTIONAL PROFILE ROTATED AT BENDS FOR CLARITY. 2 'A V ) J_ w aV5 Q w 09 O O C.){ir W O a.a OQ Z J N a a Fr H U V Itas P L A N N E C I om E4gMEm11N0. INC ���nN•�ans.�x,m NOT4RLL OFFICE 41i.911.'',4=7 EAt•TINENATCIHEE OFFICE FORT OIICNAIm OFFICE �rc.en.iue*� SCALE: SHOWN 0 1" 2" DRAWING IS NOT TO SCALE IF BAR IS NOT 2' LONG nm. 10 m . IxYml MLR W02 xtx� RLB wt AUG 13, 2001 aac REN a xn 101.006 nnni. CT-DO4 PROPOSED AIRNAC VALVE ASSEMBLY PLAN 1._ 5. AIRNAC VALVE ASSEMBLY OBLIQUE NOT TO SCALE ❑O I PROPOSED AIRNAC VALVE ASSEMBLY PROFILE e FITTING LEGEND Qt PROPOSED 42' STEEL CT PIPELINE 02 PROPOSED 30' STEEL MANHOLE Q3 PROPOSED 42' STEEL CAP 4O PROPOSED 4' THREADED OPEN PATTERN RETURN BEND (TYP.) O6 PROPOSED 4' BEEHIVE STRAINER (TYP.) © PROPOSED 4' THREADED RISER PIPE. LTF (TYP.) O7 PROPOSED 4' THREADED 90- BEND (TYP) © PROPOSED 4' THREADED SPOOL, LTF (TYP.) Q9 PROPOSED 4' NR AND VACUUM RELEASE VALVE ® PROPOSED 4" 01 GATE VALVE (FLxFL) 11 PROPOSED 4' DI TEE (FLxFL) © PROPOSED 1/4' POLYETHYLENE TUBING IN 2' CONDUIT © PROPOSED 4' DIxSTEEL INSULATING FLANGE © PROPOSED 4' STEEL FLxTHREAD FUSION BONDED EPDXY COATED SPOOL ® PROPOSED 4' THREADOLET PROPOSED CONNECTION TO EXISTING SYSTEM, SEE DWG NO W02 I 2 N � J r.: W a� G p W a z owl (L.L I o, d 1696 W � � J W IL w a U pm wamilm Iwo ImphIs [IwNO, INC ri ra/�nxglu.nnii :Y55rJfil�'6!< 6AfiYYENATCHEE0rWfCE srs.zrasr, PORT ORCHARD OFFICE SCALE: SHOWN 0 ]" 2" DRAIWNG IS NOT TO SCALE IF BAR IS NOT 2' LONG nar, 10 M N° o MLR W03 roam RLB ux AUG 13. 2001 Hart. REM n wa: 101.006 n CT-D1O LEGEND IMMING w WATER IRR--- IRRIGATION ss SANITARY SEWER si STORM R POWER TEL TELEPHONE — TEAM— TELEMETRY — - - - w — ABANDONED UTILITY (TYP.) 5' CONTOUR -' 1' CONTOUR O TREE « WATER VALVE WATER METER a HYDRANT O SEWER MANHOLE 0 o STORM CATCH BASIN AND MANHOLE m POWER VAULT o e LIGHTS m TELEPHONE VAULT m CAS VALVE . .—.-. FENCE _ CONCRETE AND ASPHALT PAVEMENT 46' 46' 44' 42 4G 38' w 84' 82' w 2r 26' a, 46 44' 42 40' 96' w 3' 3r w 26' 26' PROPOSED PROPOSED 42" WATER MAIN PROPOSED 24' OR 16' WATER MAIN 30' ACCESS PORT — — — — COMBINATION AIR/VAC VALVE LINE COMBINATION AIR/VAC VALVE PROPOSED STORM DRAIN • PROPOSED STORM CATCH BASIN PROPOSED ASPHALT PARKING LOT (- _,. PROPOSED CONCRETE SIDEWALK — PROPOSED BASKETBALL COURT �— PROPOSED LANDSCAPING - FUTURE PLAYGROUND -r-- -- - -- - ---f - - i -, -- - I - __ PRI POSED ISP1, & EO MIG _GRADE f 1-- �I y`xt 0 9- I n _ � — I I 10+01M 10+60A 11+00A PROFILE: STATION LINE A HORIZ: 1' = 20' VERT: 1' - 5' 10+OOAB 10+50B 11+008 PROFILE: STATION LINE B HORIZ: 1' = 20' VERT: 1- = 5' 11+60A 11+= / CB i 2'TYPE I RE 4` PROP. CO n IE OUT `12.00 6" CONC. N 178944.1898 - e cONc ss a ca+c 8" CONIC ss v E 1302475.8883 Hb00 01 CB TYPE I s �i C TEL e ca+c iasjE T: 42 09 4" a ss coNc I TRENCH TOP GRATE ELEV � I PROP. CB /i - ' A, 25E 13025106907 PROPOSED 13 PARKING LOT 8984.51 3 E 1302560.9722 PROP, 778� N 1BU ?5 '' • 25 X E 1302563.45064�1 o sfl io 5�� O O SS — SS ss ~ CB 15'x2' TYPE I R 4 t IE IN 41.09 6' GONG S IE OUT: 40 36 6' GONG SE I 4r 46' a 421 401 w w 3' 3r W or w 10+OOC 10+60C b CB�41 I OUT 43 46 4" PVC N IE IN 43.51 2" PVC NW 't ADJUST CAI GH ` IE IN 4329 6' CONIC SW w . � r � w BASINS TO FINISHED GRADE - PROP. cq 15 N 1789%0452 E 13026211796 R _TYPE i 45 01 43.57 L O O$ EXISTING IRRIGATION TO <[. BE REMOVED PER o DEMOLITION PLANS ON 'X ' T - ', t OWG NO. COT AND - _-.--RE-44t83_ REPLACED PER IRRIGATION IE OUT: 43.53 6 C CCU SW PLANS ON DWG N0. 101 si -- w w _— w --_—_ W .----- W w W _ CB 1.5'x ' TYP 1 1 _ T RE: 45.69 I e RE: 45.58 IE IN: 42.59 8" CONC W PLAN E OUT:4432348"CCONC E I E OUT: 4219 GONG E I• a 20' J 11+00C 11+50C PROFILE: STATION LINE C 12+OOC 12+60C u- Q 0 u \ •. AR .• 9 ds ul O z as W z Z Z 99616 � 0 IL NNER E NTI 51'5 mm [R•x4ffzR NG, 114C. Lty'://�rrd0imnn •011RLLORICE 4ti.Y91:.4:: a•rVM%ATCMF OFT{CE UM.1fl.49U^ PO•rCRCHARDOFFICE jC-!76.708C' SCALE: SHOWN 0 1" 2" DRAWING IS NOT TO SCALE IF BAR IS NOT 2' LONG Fur 20 own n�4m MLR ST01 .rm RB F.= Auc 7. 2001 T ncm REN , a IIF, 101.008 HORIZ: 1" = 20' VERT: 1- = 5' F CT-D05 POINT DATA CURVE DATA BASEBALL FIELD l ADA VAN STALL, lclt'Wv18'L 1 I 0 STALL SYMBOL. SEE DETA► THIS 9EET (TYP.) 1 ® k, J 1' O ® ®A 4Jf STALL WWxiirLL 1 R5.Ov. Tip- ACCESACCISS - DETAIL TINS NS YYtFill ACCESS ®j AISLE STRIPi90 DETAIL THIS SHEET: © ® N?JI I - x O �' _ ® ® 1 © ® 4 •t�t ® \ 4 A VAN STYL v \ CAI'Md8'l \ r �- II ST' ARD PARKNG STALLS.=-� D PARKING STALLS ® V.� 9 TB'L (TIP. OF 7) 411' VM�B'L (TN. OF 8) - t _ . _ _ _ x ACT PAWL . ,. x - 10'NLA i ' � � �IPACL PAAILNLG STALLS, p,5(TYP- OF 20) :t 1 ® 45 � Y � V � � +A I 14,yv-'� �� tl I•'�' O 6 I11 STANDARD 2 ®VAL9.S 8'L t © ® IFy®( ® STANDARD PA*vk 9renet Mc4! N) 18 ( ) Q ®5 B �M PARIOIIG J .. - �j;�' r1` AIDAID PNRCING STN15, ® 2 2 �I& o d STALL R ®$T'IDARD PAR" STALLS. �. �- �. 9'ML11:1, Of 7) �� ® QF 6) o P I ��• QN �? _ STAND�A6-F�IRKING� ® 1�4.ARD PARKING O • STALL, 9.SW■18'L STALL, 10'WRt8'L STANDARD PARKING�.. STALL, 9.6'WY1161. 4' WHITE EDGE STRIPE IN STANDARD PARKING ACCORDANCE VTTH 1996 STALL' 1DWA8L TYPE I YELLOW RAISED PAVEMENT WSOOT STANDARD -�• __ TYPE 1 WHILE ARROW SYMBOL MARKER PCRCITY OF REN30N SPECIFICAl10N$ SECTION 8-22 --.-- - PER CITY OF RENTON STAND ARD DETAILS (T'R.) STANDARD DETAILS (TV-) • - _ _ _ _ _ - - - - - - MATCH EX. �1 PROPOSED PARKING LOT GRADING PLAN I' - 20' ADA 'H' STALL 0a18'L WITH 5' AISLE SEE ADA ACCESS. PAVEMENT POINT NO. I NORTHING-EASTINC FINIS ED GRADE PROPOSED FACE OF CURB POINTS 1 N_179023.31 E 1302546.49_ 46.00' _ 2 N 179027.81 E 130254&68 _ 46.00' 3 N 179037.70 E 1302553.49 46.00' 4 N 179033.70 E 1302561.70 46.00' _ 5 N 179035.47 E 1302574.85 _ 46.00' _ 6 N 179039.60 E 1302605.57 46.00' _ N 179033.03 E 1302619.06 46.00' 8 N 179024.72 E 1302636.15 _ _ 46.00' 9 N 178998.00 E 1302651.85 46.00' N 178986.55 E 1302658.58 46.00' 1 N 178982.56 E t302686.79 46.00' N 178903.83 E 1302630.90 46.00, N 178914.08 E 1302620.11 _ 46.00' N 178903.29 E 1302614.86 46.00' N 17B885.30 E 1302651.66 46,45' N 178878.75 E 1302665.19 458S N 178881.52 E 1302672.10 _ MATCH EX___ N 178844.77 E 1302654.02 MATCH EX N 178851.89 E 1302651.92 _ 45.85'-_ - N 178858.40 E 1302638.53 46.45' N 178876.31 E 1302601.73 46.00' - N 178865.52 E 1302596.48-46.00'- - N 178860.27 E 130M 27 46 00' N 178791.04 E 1302573.58 48.00' N 179795.03 E 1302585 37 46 00' N 178793.26 E 1302552.21 400' - N 178789.14 E 1302521.49 _ 46.00'_ _ N 178797.45 E 1302504 41 46 07 N 178804.01 E 1302490.92 46 00' N 178830.73 E 1302475 22 46 00' N 178842.18 E 130246&49 4600' N 178848.17 E 1302460 20 46 00' N 178856.06 E 1302465.10 _ 48 00 N 178860.56 E 1302467.28 46.00' -- N 178932.49 E 1302502.29 46.00' -_ N 178936.99 E 1302504.48 46.00' N 178929.11 E 1302520,67 45.32' N 178938.10 E 1302525.04 45,32' N 178947.10 E 1302529.42 45.32' N 178954.97 E 1302513.23 46.00' 4 N 179959.47 E 1302515.42 46.00' N 179002.85 E 1302598.81 46.00' N 179007.23 E 1302589.82 46.00' N 179012.57 E 1302587.97 46.00' N 179016.17 E 1302589.73 48.00' N 17901&02 E 1302595.07 46.00' N 179011.45 E 1302608.56 46.00' N 179003.14 E 1302625,64 46.00' N 178997.79 E 1302627.49 46.00' N 178994.19 E 1302625.74 46.00' N 178992.35 E 1302620.39 46.00' N 178998.47 E 1302607.80 46.00' N 178910.80 E 1302565.14 46.00' N 178827 63 E 1302524.66 46.00' N 176821 51 E 1302537.25 46.00' N 17681616 E 1302539.09 46.00' N 176812.56 E 1302537.34 46.00' N 178810.72 E 1302532.00 46.00' N 178819.03 E 1302514,91 48.00' N 178825.59 E 1302501.43 46.00' N 178830.94 E 1302499.58 46.00' N 178834.54 E 1302501.33 46.00' N 178836.38 E 1302506.68 46.00' N 178832.01 E 1302515.67 46.00' N 178921.48 E 1302559.21 46.00' REFERENCED POINTS ON GRADE AK N 178984.51 E 1302560.97 44.49' N 179021.42 E 130257&94 45.18' N 179025.81 E 13026DO.32 45.31' N 179022.24 E 1302613.81 45.38' N 179013.93 E 1302630.90 45.29' N 178992.54 E 1302638.28 45.16' N 178959.05 E 1302621.98 44.50 N 178897 68 E 1302592.11 45.19' N 178871.89 E 1302645.10 45.88' N 178863.13 E 1302663,05 MATCH EX N 178838.78 E 1302563.45 44.58' N 178807.31 E 130254&13 45.16' N 178799.93 E 1302526.75 45.29' N 17880&24 E 1302509.66 45.38' N 178814.80 E 1302496.17 45.31' N 178836.19 E 130248&79 45.18' N 178881.19 E 1302510.69 44.48' N 178932.85 E 1302535.83 45,06' POINT I NORTHING-EASTING PAVEMENT FINISHED GRADE PROPOSED EDGE OF SIOEVIALK POINTS N 179069.57 E 1302410.70 MATCH EX N 179081.68 E 1302410.52 EX. N 17808 1 E 11411.55 _MATCH 44.25'_ N 179061.60 E 1302415.35 44.26 �--44.30' N 179069.49 E 11415.40 N 17%74.39 E 1302420.48 44.46 N 179105.50 E 1302433.49 _ 44.35' - N 179046.52 E 1302420.21 -_ 43.90' N 179058.54 E 1302420.27 44.30' N t79086.75 E 1302433.38 44.31' N 179105.40 E 1302442.61 N 179098.40 E 1302455.67 _ _45.00' 45.W N 179045.86 E 1302459.58 44.80' _ N 179032.31 E 1302468.93 44.W N 179122.53 E 1302492.48 _ 45.00' N 179100.51 E 1302524.97 45.00' N 179001.48 E 1302498.67 44.40' N 179013.44 E 1302506.31 44.64' _ N 179050.36 E 1302520.05 44.84' N 179057.18 E 1302526.63 44.96' _ N 179058.60 E 1302532.76 44.98' 179DDO.60 E 1302506.62 44.58' _ _N N 179057.32 E 1302535.39 44,96' 0 N 178969.80 E 1302501.73 45.16' _ N 178969.16 E 1302503.61 45.18' N 179043.95 E 1302540.01 45.15' 1 N 179087.76 E 1302551.17 44.75' 1 N 179D90.07 E 1302557.85 44.85' 1 N 179098.16 E 1302561.79 MATCH EX. 1 N 179060.54 E 1302556.82 1 N 179084 82 E 1302568.64 _ _45.19' 45 09' i N 179092 91 E 1302572 58 MATCH EX. _ " 1 N 179078.13 E 1302570.95 45.09' 1 N 179065.16 E 1302570.19 45.20' 1 N 179050.40 E 1302627.94 46.00' 1 N 179057.22 E 1302639.44 MATCH EX N 179056.98 E 1302647.26 MATCH EX. N 179052.68 E 1302661.85 MATCH EX. 2 N 179022.82 E 1302657.17 45 50' N 179032.08 E 1302661.68 45.90 N 179022.05 E 1302658.76 MATCH EX N 179034.58 E 1302668.54 MATCH EX N 17898863 E 1302670.30 _ MATCH EX. 2 N 179035.36 E 1302544.57 45.37 2 N 17902&68 E 1302546.88 45.47 N 179024.18 E 1302544.69 45.47' N 179021.88 E 1302538.01 45.37' 3 N 179038.81 E 1302537.50 45.21' N 179025.32 E 1302530.94 _ 45.21' N 178971.44 E 1302493.90 45.02' _ N 178967.03 E 1302511.31 45.37 N 178960.34 E 1302513.62 45.47' N 178955.85 E 1302511.43 45.47' 3 N 178957.18 E 1302490.58 44.92' N 178953.54 E 1302504.75 45.3r N 178948 09 E 1302488.11 45.05' N 178944.55 E 1302500.37 _ 45.37 4 N 178937.86 E 1302502.68 45.47 4 N 178933.37 E 1302500.49 45.47 4 N 178934.43 E 1302483.83 _ 45 16 4 N 178931.06 E 1302493.81 45 37 4 N 175897.91 E 1302468.93 _ 45 38' N 178894.37 E 1302475.95 _ 45.54' 4 N 178873.05 E 1302455.55 45 50' 4 N 17B869.02 E 1302462.30 45 66' 4 N 178881.96 1302404.41 _ 45 55 _E _ N 178858.17 E 1302460.76 4560 -_ -- 5 N 178960.78 E 1302447.84 45 59' 5 N 178856.43 E 1302454.40 45.75' N 178841.28 E 1302433.90 _ 45.88' N 178836.47 E 1302440.12 45.94' N 178818.33 E 1302444.36 46.94' - N 178799.94 E 1302482.15 48.25 5 N 178777.73 E 1302527.78 MATCH EX. N 178772.98 E 1302537.55 MATCH EX. N 178784.52 E 1302570.96 1 MATCH EX CURVE NO. RADIUS ARC LENGTH DELTA QA 12.DO' 14.07' 67 12' 03' BQ 28,00' 32.84' 67 12' 05' © 6.00' 18.85' 180, 00, 00" DQ S.DO' 7,69' 88' 04' 43" EQ 16.00' 25.13' 90, 00, DO' FQ 4.00' 6.28' 90' DO' DO" © 10.DO' 15,71' 90' 00' DO' QH 25.00' 39.2r 90' DO' 00" IQ 12.DO' 21.32' 101' 46' 40' QJ 5.00, 7.20' 82' 31' 34" KQ 5.DO' &28' 94' 52' 30' © 326.8r 28.80' 5' 02' 57" QM 5.00' 7.83' 89' 45' 42' QN 5.00' 7.82' 89' 38' 34' QO 30.00' 14.97' 28' 35' 28' 0 30.00' 124.03' 236' 53' 04' QO 37.50' 147.14' 224' 48' 24' ® 37.50' 41.38' 53' 13' 24' QS 40.00' 66.56' 95' 20' 42' (D 40.00' 41.19' 58' 59' 39' QU 45.50' 9,49' It' 57 13' QV 5.00' 6.81' 77 59' 26" QW 4&00' 12.88' 15' 22' 46' Q 327.00' 31.20' 5' 2r 57" QY 10.00' 15.71' 89' 59' 56' QZ 1.00' 2.89' 165' 48' 56' ® 5.00' 7.85' 90' 00' DO' ® 8.00' 15.82' 11 J' 19' 41' ® 319.00' 232.84' 41' 49' 16' LEGEND EXISTING IRRIGATION SANITARY SEVER STORM POWER TELEPHONE TELEMETRY ABANDONED UTILITY (TYP.) 5' CONTOUR 1' CONTOUR O TREE WATER VALVE WATER METER HYDRANT SEVER MANHOLE STORM CATCH BASIN AND MANHOLE POWER VAULT LIGHTS TELEPHONE VAULT GAS VALVE FENCE O CONCRETE AND ASPHALT PAVEMENT PROPOSED PROPOSED 42' WATER MAIN PROPOSED 24' OR 16' WATER MAIN 30' ACCESS PORT O PROPOSED ASPHALT PARKING LOT 0 PROPOSED CONCRETE SIDEWALK 0 PROPOSED BASKETBALL COURT O PROPOSED LANDSCAPING FUTURE PLAYGROUND r Y )-i6+ � 2 � g a 'R a Z °a a Aa W � 0 a, a�lz VOr4 a 0 W W N 0 F A a 0 PLANNERS I TI RW ENOMEBIINO, MC Id,7. [ sa GOT41[LLCPFICE 41.9 •I ::4 GEf WRNAT[9Q[OPTICS PORT ORCMAN DOFFICE J R N8 SCALE: SHOWN 0 1" 2" DRAWING IS NOT TO SCALE IF BAR IS NOT 2" LONG nm: 40 N•N In u MLR CO2 R RLB uc AUG 14, 20D1 MD' mrt REN a in 101.006 CT-DO6 CEDAR RIVER CEDAR RIVER PLAYGROUND I / GAZEBO C I 0 I I' ox® m PUMP BUILDING FOR WELLS R1, R2, AND R3 W z J L) a 2 ®® \PROPOSED RETAINING WALL EXISTING SKATE PARK e5 HOVSER WAY NORTH �v- PROPOSED BASKETBALL COURT GRADING PLAN 1' - 20' POINT DATA PAVEMENT POINT NO. j NORTHING-EASTWG FINISHED GRADE PROPOSED EDGE W 9 DEWALK POINTS N 178811.22 E_1302440.89 N 17879277 E 1302478.66 ___411LOW N 178774.6 E 130251Z11 _46.25' 47.41' N 17876246 E 1302522.40 MATCH E_X N 17OL33 E 1302406,57 _ 4687 N 178806.70 E 1302414.26 - 46.85 47.00' N 178798,97 E 1302364_55 I N 17979J.b1 E 1302404.34 47.10' N 17878179 E 1302376.05 47.92' N 178779.12 E 13023B295 48.14' N 178775 59 E 1302388 60 4819•N 176773.63 E 1302398.36 48.19'N 179790.49E 1302388.21 48.97N 17875994 E130239421 48.97N 178733.96 E 1302388.68 50 24' (TOW) N 17VU98 E 130238&68 48.40 (BOY) N I787jjf E 1302396 46 50.24' 7� N 178725.26 E 1i6k.39 50.70' (TOW) N I78724.90 E 13D2399.29 48.40' (BOW) N 17_8724.60 E 1302399.29 - %70' 7 N 178717.17 E 1302410.61 51.22' 7 N 178716.74 E t30241271 _ 51 25' _ N 178717.02 E I30238763 _ 5o. (TOW)- N 178712.32 E 1302385 94 _ 48 40 (BOW) N 178712.32 E 1302385.94 50.85' (Town -� -- N 178708 84 E 1302395 52 48 40 (B" N 178 I14 E 1302395 52 5109 N 17VM02 E 1302397 32 _ _ 51 12' 6 N 176667 60 E 130240281 5112' N 178267.81 130240IL43 51.21' - _E N 178667,91 E_1302411.03 -- 51.25 - 8 -- - N 178776.47 E 1302366.60 - N 178770.00 E 1302371.31 _ _47.W 48 4' 8 N 178755 45 13023KGB 48.4'r _E N 111713.01 E 130237232 48.40'(11" N 178763.01 E 130237232 9 _ N 178751.69 E 1302376.84 _4844' 48.97 TOtI�_ --- N 1787%21 E 1302381.48 48.40' 9 N 178758.21 E 1302=.48_ 48.97' 9 ---- N 178760.72 E 1302341.58 - 48.02' --- 9 - _ N 178740.15E 1302323.70 ^_ 47.64'- - 9 N 178737.49 1302331.25 47.60' -_- _ _E N 178695.60 E 1302257.53 _ _ MATCH EX 9 - N _ 178 I AS __E 1302254.20 MATCH EX -- 9 N 17866542 E 1302269.77 47.00' 9 N 176687.54 E 13MM32 47.00' N 178698.78 E 1302288.40 47.00' 0 N 178691.44_ E 1302306.05 - - - 47.36' 0 N 176655.97 E 1302281.97 47.15' - - -_ 0 N 178MII E_1302294.12 47.1_B 0 N 178650.22 E 1302248.24 _ EX 0 N_17864236 E 1302256.47 _MATCH MATCH EX N 176651.62 E 1302295.10 MATCH EX 0 N 176648.53 E 1302290.32 N 178649.13 E 1302299.18 47.30' _ N 178636.31 E 1302301.78 47.15 --- _N 178615.23 E 1302284.71 MATCH EX - - N 176624.30 E M22ii, S MATCH EX - N 178800.49 E 136300.33 46.42' N 178608.16 E 1302306.56 48.67_ - 1 N 178608.59 E 1302313.45 46.52' --- 1 _ N_178616.88 E 1302322.92 46.79_' I N 178582.23 E 1302346.66 _ MATCH EX 1 176599.44 E 1302344.08 46.10' _ 1 _ _ _N N 178628.86 E 1302355.58 47.90' I I N 178590.56 E 1302354.15 1 MATCH EX CURVE DATA CURVE NO. RADIUS ARC LENGTH DELTA ® 23.00' 28.62' 71' IV 29' ® 10.00' 13.73' 78' 58' 36' ® 210.00' 41.51' 11' 19' 35' ® 4.DO' 8.57 122' 43' 17' ® 218.00' 14.79' 3' 53' 14' Q 38.00' 10.37 15' 38' 26' ® 3.50' 8.81' 144' 09' 33' ® B4.33' 15.33' 10' 24' 51' © 3.00' 6.37' 121' 41' 15' ® 76.33' 76.25' 57 14' 19' ® 10.00' 14.98' 85' 14' 23' ® 2.00' 2.26' 64' 49' 18' ® 3.00' 4.69' 89' 32' 39' ® 40.50' 39.35' 55' 40' 19' ® 34.00' 54.52' 91' 52' 01' ® 6.60' 5.81' 50. 29' 24' © 3.25' 2.67' 47 04' 33' ® 30.DO' 94.31' 180' 07' 31' © 38.00, 27.93' 42' 06' 54' ® 7.DO' 12.28' 100' 32' 18' ® 7.50' 14.76' 112' 46' 46' © 10.00' 11.79' 67 31' 34' ® 5.00' 7.62' 87 15' 42' �Y O G1. Hit + cc o i U z 4 44 go W co J '•- 0 GiI ' Z 06 96 V W LEGEND p a m EXISTING a IRRIGATION Q SANITARY SEWER STORM POWER TELEPHONE TELEMETRY ABANDONED UTILITY (TYP.) - _ 5' CONTOUR WT 1' CONTOUR0 TREE WATER VALVE WATER METER HYDRANT SEWER MANHOLE 1w fA4alNa�n+o,. STORK CATCH BASIN AND MANHOLE POWER VAULT I.8::.7FwY_ea UGHTS�� TELEPHONE VAULT 4tx9,1.'u^.c GAS VALVE fAf►W 04A=#WE0FME :fOB.LEE1!)...! FENCE CONCRETE AND ASPHALT PAVEMENT rawworncE f.7ft. PROPOSED PROPOSED 42' WATER MAIN SCALE: SHOWN PROPOSED 24' OR 16' WATER MAIN _ 30' ACCESS PORT 0 1" 2 0 DRAWING IS NOT TO SCALE PROPOSED ASPHALT PARKING LOT IF BM IS NOT 2' LONG -� PROPOSED CONCRETE SDEWALK nm: 40 0i016 0 PROPOSED BASKETBALL COURT O MLR CO3 �RLB PROPOSED LANDSCAPING um AUG 14, 2001 -� FUTURE PLAYGROUND am. REN V s n 101.OD6 n-CT-DD8 NOTE: REFER TO SPECIFICATIONS FOR FINISH MAMMAL REQUIREMENTS. 3' € ALIGN CENTERLINE OF SYMBOL WITH CENTERLINE OF PARKING SPACE WIDTH ORIENTED TO I✓/ DRIVER NEW INTERNATIONAL SYMBOL OF BARRIER FREE ACCESS ON ASPHALT SURFACE, WHERE — SYMBOL OR 'HC' APPEARS ON PLAN(S). ORIENT SYMBOL TO DRIVER HEWING AT 90TO THE PARKING SPACE WIDTH. ALIGN WITH BEGINNING OF PARKING SPACE STRIPING CR SPACE LENGTH ADA STALL SYMBOL NTS ADA 'N' STALL B'WA18L WITH 5' ACCESS AMC SEE ADA ACCESS AISLE STRIPING DETAIL THIS SHEET. i STANDARD PARKING STALLS, 9'W.T8'L (TYP. OF 8) I IIx - K STANDARD PARKING ALL. 9.5Ww181 STANDARD PARKING STALLS, r— 9.5'Wd181 (TYP. OF 6) 12' TYP. 5'-0' TYP. 12' TIP. ADA ACCESS AISLE NTS ADA 'H' STALL 8'Wti18'L NTH 5' ACCESS AISLE. SEE ADA ACCESS AISLE / STRIPING DETAIL THIS SHEET. ADA VAN STALL, 1 II'WY18T. STANDARD PARKNG STALLS, 9'WA18'L (TYF. OF 7) COMPACT PARKING % STALL, 10'W>t14'L COMPACT PARKING STALLS, 8.5'WM14i (TIP. OF 20) ----1 /// 11__J11_1 _ -Ll I STANDARD PARKING STALLS, 9'Wl18'L (TYP. OF 19) STANG>RL FAR,NG Slell.. IO'Wx1B'� V/L A WHiTI A kJW s*MB' PFP Ty OF Rf NT )t: Nop TH PLAN I' - 20 TTTT I.' STANDARD PARKING 18' (TYP) STALL, 9.54081 STANDARD PARKING STALLS, t 9WdIII (TYP. OF 7) t\ i 1 STANDARD PARKING STALL, 9.5'WA18'L TYPE I YELLOW RASED PAVEMENT MARKER PER CITY OF RENTON STANDARD DETAILS (TYP.) STANDARD PAR- N.; STALL, 9.54.18'I 4' WHITE EDGE STRIPE IN ACCORDANCE NTH 1996 WSDOT STANDARD SPECIFICATIONS, SECTION 8-22 TYPICAL ADA ACCESS AISLE ON ASPHALT SURFACE NOTE: REFER TO SPECIFCATIONNS FOR FINISH MATERIAL REQUIREMENTS LEGEND EXISTING O CONCRETE AND ASPHALT PAVEMENT PROPOSED 0 PROPOSED ASPHALT PARKING LOT 0 PROPOSED CONCRETE SIDEWALK ® PROPOSED BASKETBALL. COURT PROPOSED LANDSCAPING FUTURE PLAYGROUND • 2 Z a g a 03� z �. a z� cr N O-r 0 F� a a 0 Uo.a Z O12 Y (.. cc � a A WI11 N E RNTI TS MINE OgII. INC. iii m+Nu.irxii 4ii4:1.94^.: EAIT YIENATGNlrX OIRCE �CQ.ere., m 91:.c7B.7)@:: SCALE: SHOWN co- 0 1' 2' DRAWING IS NOT TO SCALE IF BAR IS NOT 2' LONG nm 20 aI■R o�mc MLR C04 a a� RLB mlL AUG 17, 2001� o�rt MEN a AL 101.006 Or Nor CT-D07 1' MINIMUM MODIFIED CLASS G ASPHALT PER SPECIFICATIONS 1-1/2' CLASS B ASPHALT 2' MINIMUM CRUSHED ROCK BASE. 2' Ii�LiliTCtm�tulrwwNg: COMPACT PER SPECIFICATIONS. CONCRETE HEADER AROUND "'""'" " """RT PER PLAN - SURFACE P.) 1DJACENT SURFACE VARIES - :URB TO BE 1-1/2' HIGHER MAN FINISHED GRADE OF .ANDSCAPE AREA OR TO BE 'LUSH WTH CONCRETE PAVEMENT APPROVED SUBGRADE OR FILL AS REQUIRED. COMPACT TO 95% MAXIMUM DENSITY. ED ROCK. COMPACT PER SPECIFICATIONS. ASPHALT BASKETBALL COURT CAST IN PLACE CONCRETE CURB SECTION NTS CLASS B NEARING COURSE (2 LIFTS PER NSDOT) 3• FINISHED GRADE OF i ASPHALT PAVING "' �• .. ; .• L_ 5/8' MINUS CRUSHED ROCK BASE COURSE. COMPACT PER SPECIFICATIONS. CAST IN PLACE CONCRETE CURB - 1/2' RADIUS (TYP.) 2 - /4 CONTINUOUS 3' CLEAR TO OUTSIDE OF CONCRETE ADJACENT SURFACE VARIES - CURB TO BE 1-1/2' HIGHER \� THAN FINISHED GRADE OF LANDSC\���i. FLUSH WTH AREA OR RTO BE PA4MENT ����/� APPROVED ` BGRADE OR u AS REOURED.COMPACT TO 95% MAXIMUM DENSITY. 5/8' MINUS CRUSHED ROCK. NOTE: COMPACT PER SPEGFICATIONS. PROVIDE JOINTS AND ASPHALT PARKING AREA CAST IN PLACE CONCRETE CURB SECTION FINISH PER SPECIFICATIONS LL_ e 2 cn o_ a w zw 3 zo O cn O w o z g VO.d, ; W za Pa QU F a F- v PLANNER I IUQ lNW'Ql11Nf', INC lilh-: //mvralu.:aii iirONNu.mii WI1tLL OPPIC[ LAWr VVWJtATCMf! OPME 'IS.2P.O.S9M POW CMtCNAJW 0/FlC! „n"-272.TJ2: SCALE: SHOWN 0 1' 2" DRAWING IS NOT TO SCALE IF BAR IS NOT 2' LONG ME 1 do m D� MLR COG Kw m RLB o.m AUG 13. 2001 un REIN amm 101.006 nou . CT -DOB /I 1 I/ 1 GAZEBO PUMP BUILDING Gnn IA/M I c Eli LEGEND - _-- S' CONTOUR V CONTOUR 0 TREE WATER VALVE • WATER METER HYDRANT �. SEWER MANHOLE c STORM CATCH BASIN AND MANHOLE m POWER VAULT LIGHTS m TELEPHONE VAULT • GAS VALVE . FENCE 0 CONCRETE AND ASPHALT PAVEMENT PROPOSED �i PROPOSED ASPHALT PARKING LOT -' PROPOSED CONCRETE SIDEWALK PROPOSED BASKETBALL COURT O PROPOSED LANDSCAPING FUTURE PLAYGROUND PROPOSED SOD --SKATE PA I i YY✓•1 PLAN 1' = 20' Y O� 2 .a � g a vs F 4 O xw� � O oC az �a z z A. z zc o� a a � F z g � I N ENT ISTS 111R IIMINmIMO, INC. ,AucoblaLVA<//•wa—, 8011QiLOr►10E 4F fl. A:7 EAXTVVENAI'C6Q OrFlCE 99.EP.fl.i'iQ: POIRf 011CHAIW OFMI! .X-47F.79E:: SCALE: SHOWN 11 0 1" 2' DRAWING IS NOT TO SCALE IF BAR IS NOT 2' LONG Pm 40 ma meal MLR LOB t RUB ML AUG 13, m 2001'q aREM 'f a w. 101.008 n - CT-D11