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Home My WebLink AboutSWP273295(1) i Technical Information Report 1 Maple Valley Highway Phase 2 ' March 10, 2006 tfor: City of Renton 1 Prepared b : P Y I NMI Perteet Inc. 2707 Colby Avenue,Suite 900 Everett,WA 98201 425-252-7700 1 1-800-615-9900 1 Technical Information Report Project: Maple Valley Highway Phase 2 Date: March 10, 2006 Owner: City of Renton Project Manager: Carl Einfeld, P.E. Drainage Manager: Dean Franz, P.E. g Drainage Engineer: Lisa Theriault, P.E. 1 �a� TMF ��h E EXPIRES fl3/15/c�fv r TABLE OF CONTENTS SECTION 1: PROJECT OVERVIEW........................................................................... 1 SECTION 2: CONDITIONS AND REQUIREMENTS SUMMARY..........................2 SECTION 3: OFFSITE ANALYSIS...............................................................................3 STUDY AREA DEFINITION................................................................................................ 3 r RESOURCE REVIEW.......................................................................................................... 3 DRAINAGE SYSTEM DESCRIPTION AND PROBLEM DESCRIPTIONS.................................... 3 MITIGATION OF EXISTING OR POTENTIAL PROBLEMS...................................................... 3 SECTION 4: FLOW CONTROL AND WATER QUALITY FACILITY ANALYSIS AND DESIGN..............................................................................................4 r EXISTING SITE HYDROLOGY............................................................................................4 DEVELOPED SITE HYDROLOGY........................................................................................ 4 FLOW CONTROL AND WATER QUALITY SYSTEM.............................................................4 rSECTION 5: CONVEYANCE SYSTEM ANALYSIS AND DESIGN........................5 SECTION 6: SPECIAL REPORTS AND STUDIES....................................................6 rSECTION 7: CONSTRUCTION STORMWATER POLLUTION PREVENTION PLAN (CSWPPP) ANALYSIS AND DESIGN.............................................................. 7 ESC PLAN ANALYSIS AND DESIGN.................................................................................. 7 SECTION 8: OPERATIONS AND MAINTENANCE REQUIREMENTS................8 SECTION 9: OTHER DRAINAGE ITEMS..................................................................9 APPENDICES................................................................................................................... I APPENDIX A: RELATED REPORTS.................................................................................... 1 APPENDIX B: HYDRAULIC CALCULATIONS..................................................................... 1 APPENDIX C: PROJECT FIGURES...................................................................................... 1 rAPPENDIX D: CONSTRUCTION PLANS.............................................................................. 1 r 1 r r r Section 1 : Project Overview ' This memorandum provides the calculations for the proposed water quality facilities for p P p q Y ' the Maple Valley Highway Phase 2 project. The drainage standards have changed since the October 2003 Hydraulics Report was submitted for the Maple Valley Highway(SR 169 MP. 22.80). The previous report was based on the WSDOT"ESA Stormwater Effects Guidance Instructional Letter IL 4020.02". The project will now be designed in accordance with the WSDOT Highway Runoff Manual, 2004 (2004 FIRM). According to the 2004 HRM, the project has been exempted from the detention requirement because the project directly discharges into the Cedar River; the project will require an Enhanced level of water quality treatment. Also, the City of Renton has special provisions that apply to this project because it falls within an Aquifer Protection Area. These provisions generally state that the facilities must be contained within underground vaults, with no surface treatment. In addition, it should be noted that there is an interim phase of the project that is currently in the design phase that will encompass only a portion of the final project. However, these facilities have been designed for the built out condition. z PROJECT SITE Q NE +hS ut 0 a J NE 3r 3 ��Q N MAPLEWQQD 's9 GOLF COURSE h Perteet tnc. VICINITY MAP ' 425.252-77001 1-80"159900 2707 Colby Avenue,Suite 900 N.T.S.. Everett,WasNngton 98201 Maple Valley Highway Phase 2 Page 1 Perteet,Inc. March,2006 1 Section 2: Conditions and Requirements Summary r Design Element Criteria Design Reference Drainage Review Full Drainage Plan KCSWDM Table 2.1.2.A, Procedures and Drainage Plan Submittals Drainage Plans Downstream Level 1 downstream analysis—define, map KCSWDM Section 1.2.2.1, Analysis study area, resource review, field inspection, Downstream Analysis description r low Control Exempted due to direct discharge to the Cedar 2004 WSDOT Highway River Runoff Manual Water Quality Runoff from pollution—generating impervious 2004 WSDOT Highway surfaces—or equivalent area Runoff Manual; Design flows -preceding detention: flow rate 1998 City of Renton at or below which 91% of the runoff volume, as Development Regulations, estimated by an approved continuous runoff Title 4 model, will be treated Design volume: 91scpercentile, 24-hour runoff volume based on the long-term runoff record generated in the threshold discharge area of concern as predicted based on a 1-hour time step - using WWHM2 o surface treatment: vaults only r Conveyance New pipe systems and new ditches/channels: KCSWDM Section 1.2.4.1, System for developed onsite and existing offsite, Conveyance Requirements contain minimum of 25-year peak flow without for New Systems overtopping—may overtop for higher events, as long as 100-year doesn't create or aggravate "severe flooding problem" Special provisions are required by the City of Renton for projects within an Aquifer Protection Area(APA). This project lies within the Zone 1 APA. Stormwater facilities within this zone are required to be underground vaults and biofiltration is not permitted. Specific pipe material is required for pipelines within the Zone 1 APA. r r r r Maple Valley Highway Phase 2 Page 2 Perteet,Inc. March,2006 1 Section 3: Offsite Analysis Study Area Definition The proposed roadway improvements at the I-405 segment lie within two drainage basins, the West Basin and the East Basin, described below. East Basin The following analysis demonstrates the downstream system, located on the south side of the highway within the East Basin(see Fig. 2, Appendix C). The downstream conveyance system consists of 725 LF of 24-inch diameter concrete pipe that discharges to the Cedar River approximately 400 LF from the project limits. West Basin The following analysis demonstrates the downstream system, located under SR 405 and then parallels Houser Way(see Fig. 2, Appendix Q. The downstream conveyance system consists of 735 LF of 30-inch diameter concrete pipe and increasing up to 42-inch diameter, that discharges to the Cedar River approximately 1800 LF from the project limits. Resource Review ' Refer to Maple Valley Highway(SR 169 MP. 22.85 to 24.80) Hydraulics Report October, 2003. Drainage System Description and Problem Descriptions Refer to Maple Valle�Hi way SR 169 MP. 22.85 to 24.80)Hydraulics Report October, 2003. The downstream analysis from this report has been included in Appendix A for review. Mitigation of Existing or Potential Problems Refer to Maple Valley Highway lway(SR 169 MP. 22.85 to 24.80)Hydraulics Report October, 2003. Maple Valley Highway Phase 2 Page 3 Perteet,Inc. March,2006 Section 4: Flow Control and Water Quality Facility ' Analysis and Design Existing Site Hydrology The proposed roadway improvements at the I-405 segment lie within two drainage basins, the West Basin and the East Basin. The two basins are split by a high point in the ' highway(see Fig. 1, Appendix Q. They both drain to the Cedar River. Developed Site Hydrology The proposed water quality facilities within each basin are sized to treat the runoff from basin areas that are equivalent in size to the amount of new pollution-generating impervious surface proposed to be created during the Maple Valley Highway Improvements. Because it is often impractical to keep separate the runoff of the new impervious areas from the runoff of the existing impervious areas, especially for road widening projects, it is proposed to provide stormwater treatment facilities to treat the runoff for an equivalent (flow and pollution characteristics) impervious area. The improvements will create 36,958 square feet of new impervious area(see Fig. 1, Appendix Q. The equivalent areas are shown in Figure 2, Appendix C. Flow Control and Water Quality System ' The proposed treatment facility design for Enhanced Treatment within each basin consists of a two-facility treatment trains: wet vault/basic sand filter vault. ' Water quality design parameters were determined using WW1IM2. Basic sand filters are designed to collect and treat a minimum of 91%of the mean annual runoff volume, respectively. (This design routine is part of the WWHM2 program.) Wet vaults are designed to contain the volume of the water quality event as dead storage. The dead storage in the wet vaults was sized based on the volume water quality event using WWHM2. The vaults will contain baffle walls to provide a longer flow path with a length to width ratio of at least 3:1 and will include an extra half foot for sediment storage. The following table summarizes these facilities. Supporting calculations and figures are in Appendix B. DRAINAGE INFORMATION East Basin West Basin Proposed Pollution-Generating 0.48 ac 0.36 ac Impervious Surface (PGIS) from design Equivalent Basin Area 0.50 ac 0.37 ac Water Quality Volume 0.0596 ac ft 0.0441 ac ft WATER QUALITY VAULTS: Basic Sand Filter(sand area) 23'xl2'x4' 20'x12'x4' Wet Vault 27'xI6'x6' 20'xl6'x6' Maple Valley Highway Phase 2 Page 4 Perteet,Inc. March,2006 Section 5: Conveyance System Analysis and Design ' Per the 1998 Kin Count Surface Water Design Manual Section 1.2.4 existing g y gn g offsite conveyance systems proposed to be used for direct discharge shall meet the same conveyance requirements specified for new systems, which states that new systems shall be designed with sufficient capacity to "convey and contain(at minimum) the 25-year peak flow...." Peak flows calculated for the October 2003 Hydraulics Report are still applicable and ' have been used for the conveyance analysis. Calculations are located in Appendix B. Maple Valley Highway Phase 2 Page 5 ' Perteet,Inc. March,2006 Section 6: Special Reports and Studies See Geotechnical Engineering Report, Maple Valley Highway(SR-169) HOV 140th WaX ' SE to SR-900, Renton Washington, March 2003. Groundwater was observed in the test borings in the proximity of the West vaults at the time of evaluation. Although it is recognized that these conditions can vary due to seasonal precipitation patterns, it has been determined that vault buoyancy should not be an issue. Maple Valley Highway Phase 2 Page 6 Perteet,Inc. March,2006 Section 7: Construction Stormwater Pollution Prevention Plan (CSWPPP) Analysis and Design ' ESC Plan n Analysis and Design 9 ' The project consists of the installation of roadway improvements and the installation of stormwater vaults, constructed in relatively flat ground in medium erosive soils. The majority of the permanent cover will be provided by asphalt paving and concrete. ' Additional permanent erosion control will be provided by hydroseeding the limited number of disturbed unpaved areas. During construction, BMPs will be used to reduce erosion and sediment laden runoff, and to remove sediment from the runoff. BMPs proposed are listed below. • Silt fence will be placed on the project perimeter. The flat nature of the site will make silt fence an effective BMP for removing coarse to medium grained sediment. • Proprietary catch basin inserts will be placed in all new and existing catch basins receiving runoff from the disturbed areas of the project. They will serve as the first line of defense for removing sediment from runoff water. • Existing vegetation will be preserved to the maximum extent possible. However, ' the construction activities may extend close to the edge of right of way, so the total amount of vegetation preserved may be small. Preserving existing vegetation protects underlying soils from erosion and can remove sediment from runoff that runs across it. • Sweeping will be required daily. The nature of the project precludes the use of a standard rocked entrance. Vehicles leaving the site will track dirt on to the ' adjacent pavement, which will act as the construction entrance. This pavement will need to be cleaned regularly. • After the site is stabilized all storm facilities will be cleaned to prevent remaining sediments from leaving the site when the erosion control BMPs are removed. Due to the inclusion of adequate erosion control measures, as well as a net water quality ' benefit to the area as a result of this project, it is presumed that this project does not pose a negative degradation of critical areas and resources, such as downstream wetlands and fish-bearing streams. Maple Valley Highway Phase 2 Page 7 Perteet,Inc. March,2006 Section 8: Operations and Maintenance Requirements The project consists of the installation p � o of water quality wetvaults, sand filter vaults, and ' an oil/water separator. The following maintenance tasks will be required. Operation & Maintenance of Drainage Facilities Inspect Catch Basins,Remove&Dispose Annually of Debris Collected Inspection of Vaults Annually Vaults: As needed, at least when sediment Remove & Dispose of Debris Collected collected is over 1 ft. depth in the bottom. Inspect Sand Filter Every 6—months Clean out Debris Replace Sand Material in Sand Filter Annually r t ' Maple Valley Highway Phase 2 Page 8 Perteet,Inc. March,2006 Section 9: Other Drainage Items ' It is our understandingthat the City of Renton will be compiling the Stormwater Y p g ' Pollution Prevention and Spill (SWPPS)Plan, the Operations and Maintenance Manual, and will be assembling any necessary bond quantities, facility summaries, or declarations of covenant, if applicable. r ' Maple Valley Highway Phase 2 Page 9 Perteet,Inc. March,2006 ' Appendices Appendix A: Related Reports ' Appendix B: Hydraulic Calculations Appendix C: Project Figures Appendix D: Construction Plans Appendix A: Related Reports Refer to: Maple Valley Highway(SR 169 MP. 22.85 to 24.80) Hydraulics Report, October 2003. Geotechnical Engineering Report, Maple Valley Highway(SR-169) HOV 1401h Way SE ' to SR-900, Renton, Washington, March 2003 J� J� 7 � 1 Fr-1 i.°r-t ., \ .Dr-z � J 1 .`-\/ � � i _ !��i` •iF. i- �;�` � � :-� ,�_ "^ 1: )) � -'-'' - _ x ' .\'.\i - ` "-:-r�� `� '� ' V p I c� ! 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FIGURE 2 - MAPLE VALLEY HIGHWAY �� •vwob.>n.D>X •`G0,M-TIaD DRAINAGE BASIN MAP - SR 405 SEGMENT ' Appendix B: Hydraulic Calculations 1 1 1 1 I 1 1 1 1 1 1 1 1 1 1 1 Perteet, Inc. Water Quality Calculations Maple Valley Highway, Phase 2 Lisa Theriault Project No. 21031 11/10/05 WESTERN WASHINGTON HYDROLOGY MODEL V2 PROJECT REPORT Project Name: East—Basic Site Address: City Report Date : 11/10/2005 Gage Seatac ' Data Start 1948 Data End 1998 Precip Scale: 1.00 ' PREDEVELOPED LAND USE Basin Basin 1 Flows To Point of Compliance GroundWater: No Land Use Acres ' IMPERVIOUS: 0.5 DEVELOPED LAND USE Basin : Basin 2 Flows To East Filter GroundWater: No ' Land Use Acres IMPERVIOUS: 0.5 ' RCHRES (POND) INFORMATION Filter Name: East Filter Filter Flows to : Point of Compliance Hydraulic Conductivity (in/hr) : 1 ' Filter Material Depth: 1 Filter Material: Volume Filtered (acre ft) : 59.39 Percent of Total Volume: 00.00 Pond Rain / Evap is not activated. Dimensions Depth: 4ft. ' Bottom Length: 23ft. Bottom Width : 12ft. Side slope 1: 0 To 1 ' JATrans Design\21031 - Maple Valley Highway\Drainage\Phase 2 - Drainage\DrainageCalcsI I-10-05.doc Page Cale-1 Perteet, Inc. Water Quality Calculations Maple Valley Highway, Phase 2 Lisa Theriault Project No. 21031 11/10/05 East Basic ' Side slope 2: 0 To 1 Side slope 3: 0 To 1 Side slope 4: 0 To 1 Volume at Riser Head: 0.019 acre-ft. Discharge Structure Riser Height: 3 ft. Riser Diameter: 12 in. Pond Hydraulic Table Stage(ft) Area(acr) Volume(acr-ft) Dschrg(cfs) Infilt(cfs) 0.000 0.006 0.000 0.000 0.000 ' 0.100 0.006 0.001 0.000 0.007 0.200 0.006 0.001 0.000 0.007 0.300 0.006 0.002 0.000 0.008 0.400 0.006 0.003 0.000 0.008 0.500 0.006 0.003 0.000 0.009 0.600 0.006 0.004 0.000 0.009 0.700 0.006 0.004 0.000 0.009 0.800 0.006 0.005 0.000 0.010 0.900 0.006 0.006 0.000 0.010 1.000 0.006 0.006 0.000 0.011 1.100 0.006 0.007 0.000 0.011 ' 1.200 0.006 0.008 0.000 0.012 1.300 0.006 0.008 0.000 0.012 1.400 0.006 0.009 0.000 0.012 ' 1.500 0.006 0.010 0.000 0.013 1.600 0.006 0.010 0.000 0.013 1.700 0.006 0.011 0.000 0.014 1.800 0.006 0.011 0.000 0.014 1.900 0.006 0.012 0.000 0.014 2.000 0.006 0.013 0.000 0.015 2.100 0.006 0.013 0.000 0.015 2.200 0.006 0.014 0.000 0.016 ' 2.300 0.006 0.015 0.000 0.016 2.400 0.006 0.015 0.000 0.017 2.500 0.006 0.016 0.000 0.017 2.600 0.006 0.016 0.000 0.017 2.700 0.006 0.017 0.000 0.018 2.800 0.006 0.018 0.000 0.018 2.900 0.006 0.018 0.000 0.019 ' 3.000 0.006 0.019 0.000 0.019 3.100 0.006 0.020 0.308 0.020 3.200 0.006 0.020 0.871 0.020 ' 3.300 0.006 0.021 1.600 0.020 3.400 0.006 0.022 2.464 0.021 3.500 0.006 0.022 3.443 0.021 3.600 0.006 0.023 4.526 0.022 ' 3.700 0.006 0.023 5.704 0.022 3.800 0.006 0.024 6.969 0.023 3.900 0.006 0.025 8.315 0.023 4.000 0.006 0.025 9.739 0.023 ' J:\Trans_Design\21031 -Maple Valley Highway\Drainage\Phase 2 - Drainage\DrainageCalcsI1-10-05.doc Page Calc-2 Perteet, Inc. Water Quality Calculations Maple Valley Highway, Phase 2 Lisa Theriault Project No. 21031 11/10/05 East Basic ANALYSIS RESULTS Flow Frequency Return Periods for Predeveloped ' Return Period Flow(cfs) 2 year 0.124876 5 year 0.151829 10 year 0.169251 25 year 0.190987 50 year 0.207064 100 year 0.223098 Flow Frequency Return Periods for Developed Unmitigated Return Period Flow(cfs) 2 year 0.124876 5 year 0.151829 10 year 0.169251 25 year 0.190987 50 year 0.207064 100 year 0.223098 ' Flow Frequency Return Periods for Developed Mitigated Return Period Flow(cfs) 2 year 0.105674 5 year 0.140321 ' 10 year 0.162223 25 year 0.188905 50 year 0.208161 100 year 0.226955 Yearly Peaks for Predeveloped and Developed-Mitigated 1 Year Predeveloped Developed 1949 0.128 0.130 1950 0.182 0.172 1951 0.123 0.123 1952 0.112 0.093 1953 0.100 0.084 1954 0.119 0.096 1955 0.127 0.113 1956 0.123 0.118 1957 0.139 0.138 1958 0.127 0.087 1959 0.097 0.096 1960 0.121 0.119 1961 0.106 0.097 ' 1962 0.109 0.066 1963 0.104 0.073 1964 0.123 0.058 1965 0.110 0.081 1966 0.109 0.106 1967 0.164 0.161 1968 0.186 0.131 ' J:\Trans_Design\21031 -Maple Valley Highway\Drainage\Phase 2 - Drainage\DrainageCalcsl 1-10-05.doc Page Calc-3 Perteet, Inc. Water Quality Calculations Maple Valley Highway, Phase 2 Lisa Theriault Project No. 21031 11/10/05 East-Basic ' 1969 0.099 0.097 1970 0.109 0.108 1971 0.107 0.101 1972 0.151 0.149 ' 1973 0.100 0.083 1974 0. 109 0.079 1975 0. 144 0.138 1976 0.099 0.100 1977 0.128 0.067 1978 0.166 0.158 1979 0.164 0.075 1 1980 0.135 0.131 1981 0.150 0.150 1982 0.204 0.208 1983 0.152 0.136 ' 1984 0.113 0.070 1985 0.108 0.109 1986 0.131 0.131 ' 1987 0.189 0.134 1988 0.091 0.073 1989 0.114 0.051 1990 0.204 0.202 1991 0.192 0.190 1992 0.113 0.109 1993 0.078 0.065 1994 0.094 0.049 1995 0.117 0.089 1996 0.134 0.131 1997 0.130 0.127 ' 1998 0.143 0.103 Ranked Yearly Peaks for Predeveloped and Developed-Mitigated Rank Predeveloped Developed 1 0.2041 0.2022 2 0.1917 0.1900 1 3 0.1894 0.1720 4 0.1859 0.1609 5 0.1819 0.1583 6 0.1656 0.1503 ' 7 0.1644 0.1492 8 0.1637 0.1383 9 0.1516 0.1375 10 0.1514 0.1364 1 11 0.1501 0.1336 12 0.1436 0.1310 13 0.1427 0.1308 14 0.1390 0.1307 15 0.1346 0.1307 16 0.1342 0.1301 17 0.1311 0.1267 18 0.1304 0.1228 19 0.1278 0.1192 J:\Trans_Design\21031 -Maple Valley Highway\Drainage\Phase 2 - Drainage\DrainageCalcsI1-10-05.doc Page Calc-4 i Perteet, Inc. Water Quality Calculations Maple Valley Highway, Phase 2 Lisa Theriault Project No. 21031 11/10/05 ' East-Basic ' 20 0.1277 0.1184 21 0.1274 0.1135 22 0.1265 0.1095 23 0.1231 0.1089 24 0.1230 0.1079 25 0.1229 0. 1065 26 0.1205 0. 1034 27 0.1188 0. 1010 28 0.1166 0.0995 29 0.1144 0.0974 30 0.1135 0.0970 ' 31 0.1130 0.0962 32 0.1116 0.0958 33 0.1102 0.0931 34 0.1093 0.0888 35 0.1093 0.0875 36 0.1092 0.0840 37 0.1091 0.0832 38 0.1085 0.0810 39 0.1066 0.0785 40 0.1057 0.0750 41 0.1035 0.0733 42 0.1003 0.0725 43 0.0995 0.0701 44 0.0993 0.0670 45 0.0988 0.0659 46 0.0972 0.0648 47 0.0936 0.0579 48 0.0912 0.0510 ' 49 0.0782 0.0490 1/2 2 year to 50 year Flow(CFS) Predev Final Percentage Pass/Fail 0.0624 1178 547 46.0 Pass 0.0639 1099 512 46.0 Pass 0.0654 1018 484 47.0 Pass 0.0668 934 464 49.0 Pass 0.0683 863 443 51.0 Pass 0.0697 804 417 51.0 Pass ' 0.0712 746 390 52.0 Pass 0.0727 696 361 51.0 Pass 0.0741 644 342 53 .0 Pass 0.0756 602 323 53.0 Pass ' 0.0770 567 311 54.0 Pass 0.0785 522 293 56.0 Pass 0.0800 481 271 56.0 Pass 0.0814 444 257 57.0 Pass 0.0829 420 240 57.0 Pass 0.0844 395 229 57.0 Pass ' 0.0858 373 216 57.0 Pass 0.0873 336 203 60.0 Pass 0.0887 318 194 61.0 Pass J:\Trans Design\21031 - Maple Valley Highway\Drainage\Phase 2 - Drainage\DrainageCalcs I 1-10-05.doc Page Calc-5 Perteet, Inc. Water Quality Calculations Maple Valley Highway, Phase 2 Lisa Theriault Project No. 21031 11/10/05 ' East Basic ' 0.0902 292 180 61.0 Pass 0.0917 273 168 61.0 Pass 0.0931 246 156 63 .0 Pass 0.0946 232 146 62 .0 Pass ' 0.0960 214 140 65 .0 Pass 0.0975 202 124 61.0 Pass 0.0990 190 118 62 .0 Pass 0.1004 182 112 61.0 Pass 0.1019 166 108 65.0 Pass 0.1033 158 101 63 .0 Pass 0.1048 144 95 65.0 Pass 0.1063 138 90 65.0 Pass 0.1077 129 85 65.0 Pass 0.1092 123 80 65.0 Pass 0.1106 107 74 69.0 Pass 1 0.1121 101 71 70.0 Pass 0.1136 96 66 68.0 Pass 0.1150 90 63 70.0 Pass 0.1165 87 61 70.0 Pass 0.1180 82 57 69.0 Pass 0.1194 79 53 67 .0 Pass 0.1209 72 52 72.0 Pass ' 0.1223 65 51 78.0 Pass 0.1238 61 47 77.0 Pass 0.1253 57 46 80 .0 Pass ' 0.1267 52 42 80.0 Pass 0.1282 49 41 83 .0 Pass 0.1296 45 39 86.0 Pass 0.1311 43 31 72 .0 Pass ' 0.1326 40 29 72.0 Pass 0.1340 39 28 71.0 Pass 0.1355 35 28 80.0 Pass 0.1369 34 27 79.0 Pass 0.1384 33 24 72 .0 Pass 0.1399 30 23 76.0 Pass 0.1413 30 23 76.0 Pass ' 0.1428 29 23 79.0 Pass 0.1442 27 23 85.0 Pass 0.1457 26 22 84 .0 Pass 0.1472 26 22 84 .0 Pass 0.1486 24 21 87.0 Pass 0.1501 24 20 83 .0 Pass 0.1516 21 16 76.0 Pass 0.1530 19 14 73 .0 Pass 0.1545 19 13 68.0 Pass 0.1559 19 13 68.0 Pass 0.1574 17 13 76.0 Pass 0.1589 17 12 70.0 Pass 0.1603 16 12 75.0 Pass 0.1618 16 10 62.0 Pass 0.1632 14 10 71.0 Pass 0.1647 12 10 83 .0 Pass 0.1662 10 9 90.0 Pass J:\Trans Design\21031 - Maple Valley Highway\Drainage\Phase 2 - Drainage\DrainageCalcsl 1-10-05.doc Page Calc-6 Perteet, Inc. Water Quality Calculations Maple Valley Highway, Phase 2 Lisa Theriault Project No. 21031 11/10/05 East Basic 0.1676 10 9 90.0 Pass 0.1691 10 8 80.0 Pass 0.1705 10 7 70.0 Pass 0.1720 10 7 70.0 Pass 0.1735 10 6 60.0 Pass 0.1749 10 6 60.0 Pass 0.1764 10 5 50.0 Pass 0.1778 10 5 50.0 Pass 0.1793 9 5 55.0 Pass 0.1808 9 4 44 .0 Pass 0.1822 7 4 57.0 Pass 0.1837 7 4 57.0 Pass 0.1852 6 4 66.0 Pass 0.1866 4 4 100.0 Pass 0.1881 4 3 75.0 Pass ' 0.1895 3 3 100.0 Pass 0.1910 3 2 66.0 Pass 0.1925 2 2 100.0 Pass ' 0.1939 2 2 100.0 Pass 0.1954 2 2 100.0 Pass 0.1968 2 2 100.0 Pass ' 0.1983 2 2 100.0 Pass 0.1998 2 2 100.0 Pass 0.2012 2 2 100.0 Pass ' 0.2027 2 1 50.0 Pass 0.2041 1 1 100.0 Pass 0.2056 0 1 n/a Fail 0.2071 0 1 n/a Fail ' The development has an increase in flow durations from 1/2 predeveloped 2 year flow to the 2 year flow or more than a 10% increase from the 2 year to the 50 year flow. Water Quality BMP Flow and Volume. On-line facility volume: 0.0596 acre-feet On-line facility target flow: 0.0705 cfs. Adjusted for 15 min: 0.0797 cfs. Off-line facility target flow: 0.0404 cfs. Adjusted for 15 min: 0.0457 cfs. program and accompanying documentation as provided 'as-is' without warranty of any kind. The entire risk regarding the performance and results of this program is assumed by the user. AQUA TERRA Consultants and the Washington State Department of Ecology disclaims all warranties, either expressed or implied, including but not limited to implied warranties of program and accompanying documentation. In no event shall AQUA TERRA Consultants and/or the Washington State Department of Ecology be liable for any damages ' whatsoever (including without limitation to damages for loss of business profits, loss of business information, business interruption, and the like) arising out of the user of, or inability to use this program even if AQUA TERRA Consultants or the Washington State Department of Ecology has been advised of the possibility of such damages. JATrans_Design\21031 - Maple Valley Highway\Drainage\Phase 2 - Drainage�DrainageCalcsI 1-10-05.doc Page Calc-7 Perteet, Inc. Water Quality Calculations Maple Valley Highway, Phase 2 Lisa Theriault Project No. 21031 11/10/05 East Basic AIM I NJ y — _ �zs i - 1 - - i v . ' J:\Trans_Design\21031 - Maple Valley Highway\Drainage\Phase 2 - Drainage\DrainageCalcsI1-10-05.doc Page Calc-8 ' Perteet, Inc. Water Quality Calculations Maple Valley Highway, Phase 2 Lisa Theriault Project No. 21031 11/10/05 ' WESTERN WASHINGTON HYDROLOGY MODEL V2 PROJECT REPORT Project Name: West—Basic Site Address: City Report Date : 11/10/2005 Gage Seatac Data Start 1948 Data End 1998 ' Precip Scale: 1.00 PREDEVELOPED LAND USE Basin Basin 1 Flows To Point of Compliance Groundwater: No ' Land Use Acres IMPERVIOUS: 0.45 ' DEVELOPED LAND USE Basin Basin 2 Flows To West Filter GroundWater: No Land Use Acres IMPERVIOUS: 0.45 ' RCHRES (POND) INFORMATION Filter Name: West Filter Filter Flows to : Point of Compliance Hydraulic Conductivity (in/hr) : 1 Filter Material Depth: 1 Filter Material: Volume Filtered (acre ft) : 53.34 Percent of Total Volume: 00.00 Pond Rain / Evap is not activated. Dimensions Depth: Oft. Bottom Length: 20.5ft. ' JATrans_Design\21031 - Maple Valley Highway\Drainagc\Phase 2 - Drainage�DrainageCalcsl1-10-05.doc Page Calc-9 ' Perteet, Inc. Water Quality Calculations Maple Valley Highway, Phase 2 Lisa Theriault Project No. 21031 11/10/05 West Basic Bottom Width : 12ft. Side slope 1: 0 To 1 Side slope 2: 0 To 1 Side slope 3: 0 To 1 Side slope 4: 0 To 1 Volume at Riser Head: 0.017 acre-ft. Discharge Structure ' Riser Height: 3 ft. Riser Diameter: 12 in. Pond Hydraulic Table Stage(ft) Area(acr) Volume(acr-ft) Dschrg(cfs) Infilt(cfs) 0.000 0.006 0.000 0.000 0.000 0.100 0.006 0.001 0.000 0.006 ' 0.200 0.006 0.001 0.000 0.006 0.300 0.006 0.002 0.000 0.007 0.400 0.006 0.002 0.000 0.007 0.500 0.006 0.003 0.000 0.008 ' 0.600 0.006 0.003 0.000 0.008 0.700 0.006 0.004 0.000 0.008 0.800 0.006 0.005 0.000 0.009 ' 0.900 0.006 0.005 0.000 0.009 1.000 0.006 0.006 0.000 0.009 1.100 0.006 0.006 0.000 0.010 1.200 0.006 0.007 0.000 0.010 1.300 0.006 0.007 0.000 0.011 1.400 0.006 0.008 0.000 0.011 1.500 0.006 0.008 0.000 0.011 1.600 0.006 0.009 0.000 0.012 1.700 0.006 0.010 0.000 0.012 1.800 0.006 0.010 0.000 0.013 1.900 0.006 0.011 0.000 0.013 ' 2.000 0.006 0.011 0.000 0.013 2.100 0.006 0.012 0.000 0.014 2.200 0.006 0.012 0.000 0.014 2.300 0.006 0.013 0.000 0.014 2.400 0.006 0.014 0.000 0.015 2.500 0.006 0.014 0.000 0.015 2.600 0.006 0.015 0.000 0.016 2.700 0.006 0.015 0.000 0.016 2.800 0.006 0.016 0.000 0.016 2.900 0.006 0.016 0.000 0.017 3 .000 0.006 0.017 0.000 0.017 ' 3.100 0.006 0.018 0.308 0.017 3.200 0.006 0.018 0.871 0.018 3.300 0.006 0.019 1.600 0.018 ' 3.400 0.006 0.019 2.464 0.019 3.500 0.006 0.020 3.443 0.019 3.600 0.006 0.020 4.526 0.019 3.700 0.006 0.021 5.704 0.020 3.800 0.006 0.021 6.969 0.020 3.900 0.006 0.022 8.315 0.021 4.000 0.006 0.023 9.739 0.021 iJATrans_Design\21031 - Maple Valley Highway\Drainage\Phase 2 - Drainage\DrainageCalcsl 1-10-05.doc Page Calc-10 ' Perteet, Inc. Water Quality Calculations Maple Valley Highway, Phase 2 Lisa Theriault ' Project No. 21031 11/10/05 West-Basic ANALYSIS RESULTS Flow Frequency Return Periods for Predeveloped Return Period Flow(cfs) 2 year 0 .112388 5 year 0.136647 10 year 0.152326 25 year 0.171888 50 year 0.186358 100 year 0.200788 Flow Frequency Return Periods for Developed Unmitigated Return Period Flow(cfs) 2 year 0.112388 5 year 0.136647 10 year 0.152326 25 year 0.171888 50 year 0.186358 100 year 0.200788 Flow Frequency Return Periods for Developed Mitigated Return Period Flow(cfs) 2 year 0.095461 5 year 0.12651 10 year 0. 146109 25 year 0.169961 50 year 0.187159 100 year 0.203935 Yearly Peaks for Predeveloped and Developed-Mitigated Year Predeveloped Developed 1949 0.115 0.117 1950 0.164 0.153 ' 1951 0.111 0.111 1952 0.100 0.084 1953 0.090 0.078 1954 0.107 0.087 1955 0.115 0.102 1956 0.111 0.107 1957 0.125 0.124 1958 0.114 0.079 1959 0.087 0.087 1960 0.108 0.108 ' 1961 0.095 0.088 1962 0.098 0.059 1963 0.093 0.066 1964 0.111 0.052 ' 1965 0.099 0.073 1966 0.098 0.096 1967 0.148 0.145 ' J:\Trans_Design\21031 - Maple Valley Highway\Drainage\Phase 2 - Drainage\DrainageCalcsl 1-10-05.doc Page Cale-11 Perteet, Inc. Water Quality Calculations Maple Valley Highway, Phase 2 Lisa Theriault Project No. 21031 11/10/05 West Basic 1968 0.167 0.120 1969 0.089 0.088 1970 0.098 0.097 1971 0.096 0.091 1972 0.136 0.134 1973 0.090 0.078 1974 0.098 0.074 ' 1975 0.129 0.125 1976 0.089 0.090 1977 0.115 0.060 1978 0.149 0.143 1979 0.147 0.067 1980 0.121 0.118 1981 0.135 0.136 1982 0.184 0.187 1983 0.136 0.123 1984 0.102 0.063 1985 0.098 0.098 ' 1986 0.118 0.118 1987 0.170 0.118 1988 0.082 0.065 1989 0.103 0.046 ' 1990 0.184 0.182 1991 0.173 0.171 1992 0.102 0.098 1993 0.070 0.058 1994 0.084 0.044 1995 0.105 0.080 1996 0.121 0.118 ' 1997 0.117 0.114 1998 0.128 0.094 Ranked Yearly Peaks for Predeveloped and Developed-Mitigated Rank Predeveloped Developed 1 0.1837 0.1819 2 0.1725 0.1710 3 0.1704 0.1533 4 0.1673 0.1453 5 0.1637 0.1428 6 0.1491 0.1355 7 0.1479 0.1343 8 0. 1473 0.1251 9 0.1365 0.1241 10 0.1363 0.1228 11 0.1351 0.1205 12 0.1292 0.1180 13 0.1284 0.1178 14 0.1251 0.1176 15 0.1212 0.1176 16 0.1208 0.1171 17 0.1180 0.1144 18 0.1174 0.1107 J:\Trans-Design\21031 - Maple Valley Highway\Drainage\Phase 2 - Drainage\DrainageCalcsI1-10-05.doc Page Calc-12 Perteet, Inc. Water Quality Calculations Maple Valley Highway, Phase 2 Lisa Theriault Project No. 21031 11/10/05 West Basic ' 19 0.1150 0.1076 20 0.1149 0.1071 21 0.1147 0. 1020 22 0.1139 0.0984 ' 23 0.1108 0.0983 24 0. 1107 0.0974 25 0.1106 0.0963 26 0. 1085 0.0935 27 0. 1070 0.0910 28 0.1049 0.0896 29 0.1030 0.0876 ' 30 0. 1021 0.0876 31 0.1017 0.0868 32 0. 1004 0.0866 ' 33 0.0992 0.0841 34 0.0984 0.0801 35 0.0983 0.0789 36 0.0983 0.0781 ' 37 0.0982 0.0778 38 0.0976 0.0735 39 0.0959 0.0730 40 0.0951 0.0671 t 41 0.0932 0.0664 42 0.0902 0. 0651 43 0.0896 0.0633 ' 44 0.0894 0.0604 45 0.0889 0.0593 46 0.0874 0.0582 47 0.0843 0.0524 ' 48 0.0820 0.0462 49 0.0704 0.0444 1/2 2 year to 50 year Flow(CFS) Predev Final Percentage Pass/Fail 0.0562 1178 552 46.0 Pass ' 0.0575 1099 522 47.0 Pass 0.0588 1017 487 47.0 Pass 0.0601 934 466 49.0 Pass 0.0615 863 446 51.0 Pass 0.0628 806 426 52 .0 Pass 0.0641 746 396 53.0 Pass 0.0654 696 370 53.0 Pass ' 0.0667 644 352 54.0 Pass 0.0680 602 328 54.0 Pass 0.0693 567 313 55.0 Pass 0.0707 522 302 57.0 Pass ' 0.0720 481 277 57.0 Pass 0.0733 444 261 58.0 Pass 0.0746 420 244 58.0 Pass ' 0.0759 396 233 58.0 Pass 0.0772 373 222 59.0 Pass 0.0785 336 205 61.0 Pass tJ:\Trans_Design\21031 - Maple Valley Highway\Drainage\Phase 2 - Drainage\DrainageCalcsI1-10-05.doc Page Cale-13 ' Perteet, Inc. Water Quality Calculations Maple Valley Highway, Phase 2 Lisa Theriault Project No. 21031 11/10/05 ' west Basic 0.0799 318 194 61.0 Pass 0.0812 292 178 60.0 Pass 0.0825 273 170 62 .0 Pass ' 0.0838 246 159 64.0 Pass 0.0851 232 153 65 .0 Pass 0.0864 214 141 65 .0 Pass 0.0877 202 124 61.0 Pass ' 0.0891 190 117 61.0 Pass 0.0904 182 ill 60.0 Pass 0.0917 166 109 65.0 Pass 0.0930 156 99 63 .0 Pass 0.0943 144 95 65.0 Pass 0.0956 138 92 66.0 Pass 0.0970 129 86 66.0 Pass 0.0983 121 81 66.0 Pass 0.0996 107 74 69.0 Pass 0.1009 102 70 68.0 Pass 0.1022 96 66 68 .0 Pass ' 0.1035 90 64 71.0 Pass 0.1048 87 62 71.0 Pass 0.1062 82 60 73 .0 Pass ' 0.1075 79 54 68.0 Pass 0.1088 72 52 72 .0 Pass 0.1101 65 50 76.0 Pass 0.1114 61 47 77.0 Pass ' 0.1127 57 46 80.0 Pass 0.1140 52 43 82.0 Pass 0.1154 49 41 83 .0 Pass 0.1167 45 38 84.0 Pass ' 0.1180 43 31 72 .0 Pass 0.1193 40 30 75.0 Pass 0.1206 39 28 71.0 Pass ' 0.1219 35 28 80.0 Pass 0.1232 34 27 79.0 Pass 0.1246 33 25 75.0 Pass 0.1259 30 23 76.0 Pass ' 0.1272 30 23 76.0 Pass 0.1285 29 23 79.0 Pass 0.1298 27 23 85.0 Pass ' 0.1311 26 22 84.0 Pass 0.1325 26 22 84 .0 Pass 0.1338 24 21 87.0 Pass 0.1351 24 20 83 .0 Pass ' 0.1364 21 18 85 .0 Pass 0.1377 19 17 89.0 Pass 0.1390 19 14 73 .0 Pass ' 0.1403 19 13 68.0 Pass 0.1417 17 13 76.0 Pass 0.1430 17 12 70.0 Pass 0.1443 16 12 75.0 Pass ' 0.1456 16 10 62 .0 Pass 0.1469 14 10 71.0 Pass 0.1482 12 10 83.0 Pass J:\Trans_Design\21031 - Maple Valley Highway\Drainage\Phase 2 - Drainage\DrainageCalcsl 1-10-05.doc Page Calc-14 ' Perteet, Inc. Water Quality Calculations Maple Valley Highway, Phase 2 Lisa Theriault Project No. 21031 11/10/05 West Basic ' 0.1495 10 9 90.0 Pass 0.1509 10 9 90.0 Pass 0.1522 10 7 70.0 Pass 0.1535 10 6 60.0 Pass 0.1548 10 6 60.0 Pass 0.1561 10 6 60.0 Pass 0,1574 10 6 60.0 Pass 0.1587 10 5 50.0 Pass 0.1601 10 5 50.0 Pass 0.1614 9 5 55.0 Pass 0.1627 9 4 44.0 Pass 0.1640 7 4 57.0 Pass 0.1653 7 4 57.0 Pass 0.1666 6 4 66.0 Pass 0.1680 4 4 100.0 Pass 0.1693 4 3 75.0 Pass 0.1706 3 3 100.0 Pass 0.1719 3 2 66.0 Pass 0.1732 2 2 100.0 Pass 0.1745 2 2 100.0 Pass 0.1758 2 2 100.0 Pass 0.1772 2 2 100.0 Pass 0.1785 2 2 100.0 Pass 0.1798 2 2 100.0 Pass 0.1811 2 2 100.0 Pass 0.1824 2 1 50.0 Pass 0.1837 1 1 100.0 Pass 0.18S0 0 1 n/a Fail ' 0.1864 0 1 n/a Fail The development has an increase in flow durations from 1/2 predeveloped 2 year flow to the 2 year flow or more than a 10% increase from the 2 year to the 50 year flow. Water Quality BMP Flow and Volume. ' On-line facility volume: 0.0441 acre-feet On-line facility target flow: 0.0522 cfs. Adjusted for 15 min: 0.059 cfs. Off-line facility target flow: 0.0299 cfs. Adjusted for 15 min: 0,0338 cfs, program and accompanying documentation as provided 'as-is' without warranty of any kind. The entire risk regarding the performance and results of this program is assumed by the user. AQUA TERRA Consultants and the Washington State Department of Ecology disclaims all warranties, either expressed or implied, including but not limited to implied warranties of program and accompanying documentation. In no event shall AQUA TERRA Consultants and/or the Washington State Department of Ecology be liable for any damages whatsoever (including without limitation to damages for loss of business profits, loss of business information, business interruption, and the like) arising out of the user of, or ' inability to use this program even if AQUA TERRA Consultants or the Washington State Department of Ecology has been advised of the possibility of such damages. JATrans_Design\21031 -Maple Valley Highway\Drainage\Phase 2 - Drainage�DrainageCalcsl 1-10-05.doc Page Cale-15 w. ., .a ?Wj Ell a.'�akw r 3 a 2CkHr ' a lei �. G. e r i, a• - � ak is �y��.ry }� �'� s Pg �� '�4�' i�� ,l «, la�`-� �. s� �.. 4f ^�� { t �'' a "nk,.�:x •�4 •�„ �,� � d r ��' i--�.. b oa�� i ,a'•:a t �a�i' x' �S•iF � ��, "�* �,.� � '�•` sl ` � m d "•3aar •ms uy"eqgx,., 1• 3- *I ` a n � x. _ T;' u � s � u .w-timid s-i�� k y: " i., �,��„• 4,'f. �a �� .. ,� z�' ro,' �c� T1 • N ; x • s' k yt� '1� �,•;v�� j. �r N � # r� �, i � '* C °� `R? �� C ,�� 3� • ? � aLL I n \ ' Perteet, Inc. PIPE FLOW Maple Valley Highway Phase 2 LJT Project No.21031 9/25/05 PIPE FLOW- 12" SD PIPE AT MINIMUM SLOPE-ONSITE CONVEYANCE CALC D:= 12 Diameter, inches d:_ D- 12 td = 1 Diameter, ft (d)2 2 A=0.785 Cross sectional area, sf PW: Tc•d PW= 3.142 Wetted perimeter, ft R:_ A— PW R=0.25 Hydraulic radius, ft ' n := 0.013 Manning roughness coefficient 1 s:= 0.005 Channel slope 2 1 ' Q:= A 11.4861 R 3.s2 n JI Q=2.519 Flow in channel, cfs V:= Q A ' V=3.208 Velocity in channel, fps J:\Trans Design\21031 -Maple Valley Highway\Drainage\Phase 2- Drainage ' 7/22/03 2:3:19 pm Perteet Engineering, Inc page 1 Maple Valley Hwy #21031 l 4015 - WEST Preliminary Drainage Calculations BASIN SUMMARY ' BASIN ID: wd002 NAME: West developed 2-yr SBUH METHODOLOGY TOTAL AREA. . . . . . . : 1.50 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 2.00 inches AREA. . : 0.00 Acres 1.50 Acres TIME INTERVAL. . . . : 10.00 min CN. . . . : 0.00 98.00 TC. . . . . 0.00 min 5.00 min ' ABSTRACTION COEFF: 0.20 PEAK RATE: 0.61 cfs VOL: 0.22 Ac-ft TIME: 480 min ' BASIN ID: wd010 NAME: West developed 10-yr SBUH METHODOLOGY TOTAL AREA. . . . . . . : 1.50 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 2.80 inches AREA. . : 0.00 Acres 1.50 Acres TIME INTERVAL. . . . : 10.00 min CN. . . . : 0.00 98.00 TC. . . . : 0.00 min 5.00 min ABSTRACTION COEFF: 0.20 PEAK RATE: 0.87 cfs VOL: 0.32 Ac-ft TIME: 480 min i� BASIN ID: wd100 NAME: West developed 100-yr SBUH METHODOLOGY TOTAL AREA. . . . . . . : 1.50 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 4.00 inches AREA. . : 0.00 Acres 1.50 Acres ' TIME INTERVAL. . . . : 10.00 min CN. . . . : 0.00 98.00 TC. . . . . 0.00 min 5.00 min ABSTRACTION CO 0.20 � PEAK RATE: 1.25 cfpl VOL: 0.47 Ac-ft TIME: 480 mini � i BASIN ID: we002 -NAME: West existing 2-yr !' SBUH METHODOLOGY TOTAL AREA. . . . . . . . 1.50 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 2.00 inches AREA. . : 0.37 Acres 1.13 Acres + TIME INTERVAL. . . . : 10.00 min CN. . . . : 86.00 98.00 , TC. . . . . 5.00 min 5.00 min ABSTRACTION COEFF: 0.20 PEAK RATE: 0.52 cfs VOL: 0.19 Ac-ft TIME: 480 min 9/20/03 3 :10:59 pm Perteet Engineering, Inc page 1 Maple Valley Hwy 421031 I-405 ' Drainage Calculations BASIN SUMMARY ' BASIN ID: b002 NAME: By-pass 2-yr SBUH METHODOLOGY ' TOTAL AREA. . . . . . . : 0.80 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 2.00 inches AREA. . : 0.00 Acres 0.80 Acres TIME INTERVAL. . . . : 10.00 min CN. . . . : 0.00 98.00 TC. . . . : 0.00 min 5.00 min ABSTRACTION COEFF: 0.20 PEAK RATE: 0.32 cfs VOL: 0.12 Ac-ft TIME: 480 min ' BASIN ID: b010 NAME: By-pass 10-yr SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0.80 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 2.80 inches AREA. . : 0.00 Acres 0.80 Acres TIME INTERVAL. . . . : 10.00 min CN. . . . : 0.00 98.00 TC. . . . : 0.00 min 5.00 min ABSTRACTION COEFF: 0.20 PEAK RATE: 0.46 cfs VOL: 0.17 Ac ft TIME: 480 min I BASIN ID: b100 NAME: y-pass 100-yr SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0.80 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 4.00 inches AREA. . : 0.00 Acres 0.80 Acres TIME INTERVAL. . . . : 10.00 min CN. . . . : 0.00 98.00 TC. . . . . 0.00 min 5.00 min ' ABSTRACTION C F: 0.20 PEAK RATE: 0.�cs VOL: 0.25 Ac-ft TIME: 480 min BASIN ID: d002 NAME: Developed 2-yr SBUH METHODOLOGY TOTAL AREA. . . . . . . : 1.60 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE. . . . : TYPEIA PERV IMP PRECIPITATION. . . . : 2.00 inches AREA. . : 0.00 Acres 1.60 Acres TIME INTERVAL. . .. : 10.00 min CN. . . . : 0.00 98.00 TC. . . . . 0.00 min 5.00 min ABSTRACTION COEFF: 0.20 PEAK RATE: 0.65 cfs VOL: 0.24 Ac-ft TIME: 480 min 9,20,03 3 :10:59 pm Perteet Engineering, Inc page 2 Maple Valley Hwy #21031 -405 Ea�al s' Dr ulations ----------- BASIN SUMMARY BASIN ID: d010 NAME: Developed 10-yr SBUH METHODOLOGY TOTAL AREA. . . . . . . : 1.60 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 2.80 inches AREA. . : 0.00 Acres 1.60 Acres TIME INTERVAL. . . . : 10.00 min CN. . . . : 0.00 98.00 TC. . . . . 0.00 min 5.00 min ABSTRACTION COEFF: 0.20 PEAK RATE: 0.93 cfs VOL: 0�.34�Ac-ft TIME: 480 min BASIN ID: d100 NAME. Dew veloped 100-yr SBUH METHODOLOGY TOTAL AREA. . . . . . . : 1.60 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 4.00 inches AREA. . : 0.00 Acres 1.60 Acres TIME INTERVAL. . . . . 10.00 min CN. . . . : 0.00 98.00 TC. . . . : 0.00 min 5.00 min ABSTRACTION�Mo .20 PEAK RATE: VOL: 0.50 Ac-ft TIME: 480 min BASIN ID: e002 NAME: Existing 2-yr SBUH METHODOLOGY TOTAL AREA. . . . . . . : 2.40 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 2.00 inches AREA. . . 0.48 Acres 1.92 Acres TIME INTERVAL. . . . : 10.00 min CN. . . . : 86.00 98.00 TC. . . . : 5.00 min 5.00 min ABSTRACTION COEFF: 0.20 PEAK RATE: 0.86 cfs VOL: 0.32 Ac-ft TIME: 480 min BASIN ID: e010 NAME: Existing 10-yr SBUH METHODOLOGY TOTAL AREA. . . . . . . : 2.40 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 2.80 inches AREA. . : 0.48 Acres 1.92 Acres TIME INTERVAL. . . . : 10.00 min CN. . . . : 86.00 98.00 TC. . . . . 5.00 min 5.00 min ABSTRACTION COEFF: 0.20 PEAK RATE: 1.27 cfs VOL: 0.47 Ac-ft TIME: 480 min ' Perteet, Inc. PIPE FLOW Maple Valley Highway Phase 2 UT Project No. 21031 9/25/05 PIPE FLOW- 18" SD PIPE AT EXISTING SLOPE 1 D:= 18 Diameter, inches ' D d := — 12 ' d = 1.5 Diameter, ft A:= 7u (2)2 A= 1.767 Cross sectional area, sf PW:= 7r d PW=4.712 Wetted perimeter, ft R:_ A— PW R=0.375 Hydraulic radius, ft n := 0.013 Manning roughness coefficient s:= 0.037 Channel slope 2 1 Q:_ A(1.486).R. 3.s2 n ' Q=20.205 Flow in channel, cfs V:= Q A ' V= 11.434 Velocity in channel, fps ' J:\Trans Design\21031 -Maple Valley Highway\Drainage\Phase 2- Drainage ' Perteet, Inc. PIPE FLOW Maple Valley Highway Phase 2 UT Project No.21031 9/25/05 1 PIPE FLOW-24"SD PIPE AT SLOPE TO MATCH FLOW D:= 24 Diameter, inches 1 D d :_ — 1 12 d =2 Diameter, ft d)2 A. (2 1 A=3.142 Cross sectional area, sf 1 PW: 7[•d PW=6.283 Wetted perimeter, ft 1 A R:= — PW 1 R=0.5 Hydraulic radius, ft 1 n := 0.013 Manning roughness coefficient ' s:= 0.008 Channel slope 1 2 1 CQ:= A- 1.4861.R 3 2 n 1 Q=20.234 Flow in channel, cfs 1 V:= Q A 1 V=6.441 Velocity in channel, fps 1 1 J:\Trans Design\21031 -Maple Valley Highway\Drainage\Phase 2- Drainage 1 ' nPneodi. c rroiooa Figures r-. 8 N ® s s I P® � � LO j fr� x �h f WN rgq' WEST BASIN EIS B I N R NEW PGIS AREA = 16,008 SF '` \ = 9,2 �OF ' SIN SPLIT L ji EAST BASINNEW Q \ AREA = 20,950 SF °y� �. < � EAST BASIN ♦ EXISTING IMPERV. .�� ♦ ' \� AREA = 83.684 SF i _ _. �,_-.-. _.__ _-yam �'�'� ,� \� `•® � ♦ o" r r r r �r rr r r r r r rr r r r r r rr r i 1 _ I II ior y l / A ! NS Nk IN NN LIL)ES NN �� ', ,� �� ' �.�,• ,,� �� ,,; '' cam• \ � � -�51111 \ \'Nk • Pam` �--� MAPLE VALLEY HIGHWAY SCALE PHASE 2 I-405 VICINITY ,So. OVERVIEW OF DRAINAGE BASINS FEET E EQUIVALENT Q AREAS T-1 aORE 2— 1 �� 55 / � I ��/�/ �,,\\ �l �tJlllJk�G•— � � C .fit„ � + �j � i // \ s>ud dal I �'• v.. I � CIO {,♦{t��l `� _ \� ��• � _ i ram'` w. i�:rJ�\� rt♦:,r �G�Lt�`TAT"_T \�.,. .�� `::: :\\r sic `� • :•a •• r :••N'.+ .i �. :w _..1. '�-(i�''��' w•• vj '� iEye t + �C' i '•l �� li •ter••~� •.•{� �. ._.._ &! t>_��`��>1:___�\�� \.\�� \�.��•�\i�1 G:1F L/n' ISZNiGS 13�0 1536+ 1535+00 Cs z ARL15 UAu-R_'Y � • �I - �... ,�.�.:�. •i • • 'BAAREA . .. . ' AC - �K=iVtl CfZ£9 a� . piavE� MAPLE VALLEY HIGHWAY PHASE 2 - I-405 VICINITY SCALE EAST DRAINAGE BASIN 40' 40. 80 EQUIVALENT i FEET Q VALENT AREA f 1 G-O RE 3 i 1 1 '� z ix, t i ` Jr, I FIN cr\ ,r S i 1 �. •—•. • .• ti•... •"•Z—J..• • �.q� ice.. • •.r• _ __ �_r,.,,_�:_._a__ _. __......_ ' _ — c _ y. ../..�•• 4�:. —_%5� _ — .— / a x `"ice s. a y♦ •.• � .� •1r �;• '��•�' .ti .S_••� �/' .s• .. `►.� a�«:Y.i.... t s. .;�:. i� 1 -�-- `�£� — — —� }_:x� �—t ``• 1 e ,®. 4- pw > > � 1546+00 1547+00 . '; EQUIVALENT BASIN AR 1548+00 E.,A ='; 0.45 AC � PLE VA L( E� I �'sas =-- — - -- '. 155a'+00 \ +\``} +00 ..Y c ' It I sin,!.z IL 4T-i4'£1R[LS E� °w ..� ;'` MAPLE VALLEY HIGHWAY >, PHASE 2 I-405 VICINITY LE WEST DRAINAGE BASIN 40 1 0fEff 80' EQUIVALENT AREA a em,rti � i t G[�RE 1 tAppendix D: Construction Plans 1 1 1 1 1 1 1 1 1 1 1 ' 12" SO s LF SL=0.50z FA STPUL 0169(19) SEE RP2 FOR VAULT LOCATION 12" SD 5 LF SL=O.SOz CB 141 TYPE ;44'LT) STORM VAULT & SAND FILTER ELEVATION TABLE 12" SD 10 LF SL=0.50 SEE RP2 FOR VAULT GE 51 03 54.10 A 8 C D E F G H I J K L ' LOCATION � STA 1534+83 (43.4'LT) EAST VAULT 27' 16' 6' 8' S5.4U 44.50 27' 12' 49.10 51.07 46.47 6.0' CL CB-140 TYPE 2-48" DIA ACCESS ACCESS d G.E. 53.00 PANEL PANEL WEST VAULT 10' 32' 6" 8' 49.00 41.00 25' 12' 49.50 47.60 43.00 6.0' � I.E. 46.92 1. VAULT TO BE CONSTRUCTED PER PLANS AND SPECIFICATIONS PROVIDED BY "UTILITY ' VAULT COMPANY" FOR 3 SIDED BOX SYSTEM TYPE STORM VAULT OR EQUAL I.E. 50.97 STORM 2. ALL ACCESS MHS/GRATES do LIDS SHALL BE DESIGNED FOR H-20 LOADING. VAULT . $fWD FILTER 27'x 16' 3. SEE DRAWING DD2 FOR SAND FILTER DETAIL a / VAUl7 I.E. 51.00 - d ' 4 27x12 4. GROUT ACCESSES TO BE FLUSH WITH PROPOSED GRADE. ' w T-- -- _- INSIDE LENGTH ---'-a - _ 4 E.._46.97Qmm I.E. 51.00 A z (p 4. o SCALE r r -' -------- - ---v-- v - Q .v 4 SEE PLAN FOR INLET 10-O� iv E C P 4 4V. 4 "4 G V. .4 4 LOCATIONS TOP SECTION 4 wo rn 10 0 10 20 a < - ILL -�_ SD SD SD 50 FEET r� >Q ILL > .• r CLEAR ACCESS CLEAR ACCESS II = NOTE: SOUTH WALLS OF VAULT WILL BE G.E. 55.50 INLET FLOW II w Z 0 EXPOSED. GRADE TO COVER AS II MUCH AS PRACTICAL EAST SAND FILTER AND STORM VAULT I -DIVIDER WALL oa } 24" DIA CLEAR ACCESS Q 3 W 12" STORM D J Y ORIFICE PIPE I I n 1549+03 94'RT W \ \ • / I I Z TYPE I ' W (W/ INVERTED GRATE) J G.E. 49.05 I.E. 47.87 -- II STA. 1550+26 (51'RT) 14-0 o INTERNAL BAFFLE FOR \\� CB-144 TYPE 2-48" DIA 10'-0" I MIN STA 1549+58 96'RT \ �- FLOW PATH EXTENSION W VANED GRATE ��--111 A CB TYPE 1L CLEAR ACCESS G.E. APPROX. 49.5 BASE SECTION PLAN VIEW UNLESS OTHERWISE SHOWN SEE SHEET DD2 G.E. 49.37 APPROX. �. ADJUST TO GRADE G.E. 48.87 / ACCESS (MATCH EXI E �•�k, I.E. 43.54 ' I.E. 47.60 PANEL \ SEE PLAN FOR OUTLET STOR AC NO. 24 X 4 CASTINGS LOCATION +\ / `V,AULT PANE \ 24" CLEAR ACCESS 32' 5'x10" GRATED j Y 'x {y 3 RISERS AS REQUIRED `o ACCESS PANNEL GALVANIZED STEEL LADDER ' 1, (2 PLACES) APPROX. G.E.- "E" 8" DI 53 LF SL=0.50X e- i IA 4 SAND FILTER REMOVE---,,,�, ACC - <_r VAULT EXIST S � / �- - ---- - -ter - - - --- -- -- 25'x12' I.E. 43.50 ' 12" DI 4 LF S =0.50X -12" SD 44 LF S�0.509 INLET PIPE OUTLET PIPE DEAD STORAGE INSIDE VAULT DEPTH "C" DEPTH "D" u" I.E. 47.50 4)�EE IL/WDARA EEDRAWING D02 TOR J f yG 12" SD 8 LF 1 2" SD 36 LF / ' U >- STA 15 RS) BOTTOM EL="F CLEAR ACCESS SL=0.50z - TYPE 2 60" DIA - -...^, .' S / V G.E. 48.84 APPROX. UD a ==L . \ I (MATCH EXIST GRADE) E. 48.10 � 12"_SD 8 LF SL= � I.E. MATCH (E,W) °T'-�J G PLUGGING I.E. 47s'sw) \\ SECTION A-A SO I.E. a7sa Ex. so 0 �~ 12" SD „ SL=0.50z sD SD- STORM VAULT SD �G N.T.S. STA. 1550+14 (110'RT)s1 s EXISTING CB TYPE 1 I.E. 44.95 W FIELD VERIFY \ MATCH EXISTING v 18" SD 10 LF/L=3.70f. 24" SD 64 LF SL-1.70z SO /STA. 1550+25 (110'RT) REMOVE \ 3 / / CB-146 TYPE 2-48" DIA. EX. SO MATCH EXISTING W SOLID LOCKING LID I.E. (APPROX. 42.17) ' G.E. 50.40 SD �\.\ S`v / I.E. 43.26 (S,W) �1 a I.E. 44.53 (E) \ ' WEST SAND FILTER AND STORM VAULT Y \ s SCALE 3 ElNF wA 10 0 10 20 P _ FEET CITY OF CITY OF RENTON RENTON 3-10-0� 2,4 o iwc 1 to MAPLE VALLEY HIGHWAY(SR169) � w f/ANAL ENS �_ DATUM IMPROVEMENTS:PHASE 2 EXPIRES: 11 25 GIE 1 1 Plonning/Building/Public Works Dept. = DD1 ' o NO. REVISION BY DATE APPR DRAINAGE DETAILS " 22W JAI-ININININJAIAl FA STPUL 0169(19) Recessed Lift Pockets � I ITT- 6'-8"Top Section d 15' Full 180' Open I-T� I Notes: UV Co. 2-332P, Galvanized /il TAT'- 1. Designed For Pedestrian Traffic Only Diamond Plate Cover 2. Cover And Frame To Be Installed — / � As One Unit (Do Not Disassemble) I — / -T 3. Finish: Hot-Dipped Galvanized / /� rrr rrr rrrr rrr ` c in ' �`✓i /i / Spring Assisted Door I rrr Tr """`•""`r`i > A 'o 6• QUARRY SPAus a (2--4• SIZE) } `\ ' GEOTDETILE FABRIC MAINTENANCE ACCESS ROAD 3, -/ PLAN VIEW 3/+- Dia. Uft Insert N.T.S. �� 4 Places In Top Section Cover Plate = and Frame �O / Hold-Down / 1 2' Dia. Lift Hole W / TOP ELEVATION Each Side, 2 Sides For Coalescing Media J rya_zro e. J ' Q 24" DIA. CLEAR ACCESS REMOVABLE 5'X10'� VENTILATION GRATE. - Manhole Access W Cove LETI.E._j 12" RISERT Q ,. -•. :: '..• With Sa Inlet IPiEB --- Pipe r \ IN OUT I.E. mpling T L OuBet By Other n With Sompling Tee , o BY Others 6" DRAIN PIPE__________ � 3 FLOW FROM I I Manhole Above. 3 w STORM II VAULT I I 12• NON-PEKE. PIPE Typical In Typical Installation 4• 6' DRAIN PIPE , Cover Half Open Cover Closed _------------------- .a wI 90' BEND AND CLEANOUT PIPE PRECAST CONCRETE CURB COVER AND FRAME Sediment Weir CoalescingMedia ,it Retaining VAULT N.T.S. Baffle e "G" INSIDE LENGTH SECTION A-A ' NO. 24 X 4 CASTINGS REMOVABLE CONCRETE PANELS 24" CLEAR ACCESS PLAN MEW OVER LENGTH OF SAND BED RISERS AS REQUIRED 5'XIO' GRATED ACCESS PANEL z STRUCTURAL NOTES: INFORMATION NEEDED: GALVANIZED STEEL LADDER APPROX. EL= 1" 1. Concrete: 28 Day Compressive Strength f'c- 4500 psi Top Of Separator Elevation: 49.05 ' is (2 PLACES) 2. Rebor. ASTM A-615 Grade 60 Inlet Pipe Size: 8" 3. Mesh: ASTM A-185 Grade 65 Outlet Pipe Sze: 12- s 4. Design: ACI-318-02 Building Code 12• CMP RISER, TO 0.=J" ASTM C-857 'Minimum Structural Design INSIDE VAULT Loading For Underground Precast Concrete BASIC DESIGN INFORMATION: _ ANCHOR TO WALL Utility Structures- DEPTH "L 5. Loads: H-20 Truck Wheel w/ 30S Impact Per AASHTO INFLUENT CHARACTERISTICS: 12' Oil Specific Gravity: 0.88 sPLASTIC 8" CU:ANOUT WITH WATER GENERAL NOTES: Operating Temperature: 50' LINE GATE TIGHT CAP GEOTEXTILE 1. A11 Baffles and Weirs To Be Precast Concrete Influent Oil Concentration: 100 ppm FOR SAND 2. Static Water Depth - 4'-0• Mean oil Droplet Size: 130 Microns 3 FILTER 3. Contractor to: 0.33 ft min. Rise Rate INLET PIPE .. Supply and Install All Piping dr Smopling Tees Designed Per Washington State Department Of Ecology F 12" UP ALL 1 5 CLEAN SAND_ OUTLET PIPE Grout 1n All Pipes 100% ' d AROUND BASE Fill With Clean Water Prior To "Start-Up" Of System FLOW EFFLUENT COLLECTED 9 OF VAULT Verify All BLockout Sizes and Locations RATE QUALITY SIZE ' BOTTOM EL="K" 110 GPM 10 ppm 60 Micron - Projected Plate Area = 444 Sq/ft Maximum Process Flow 555 GPM ° '�II_II(-iIIII IiI-1I I I _1' �II� 1=1 =III- 8 DEPTH CSBC" ' LEVEL SPREADER UTILITY VAULT COMPANY MATCH TOP ELEV 6" DRAIN PIPE NOTES: P.O.Box 588 Aubum,WA 98071-05M TO INLET PIPE INVERT 1. SEE DRAWING DD7 FOR ELEVATION TABLE. ' (SEE SHEET DOI) 2. ALL CLEANOUTS SHALL BE PLACED WITHIN AWwn,K1 M9samiW,OB PlewataR CAchnlar,AZ Fo�ona,CA A VALVE BOX. THE VALVE BOX SHALL BE w 8" DEPTH DRAIN ROCK CAST IRON, 2 PIECE STRUCTURE. 660—CPS VAULT OIL WATER SEPARATOR SAND FILTER DETAIL N.T.S. E N.T.S. s G�� J. E/NF�o w F s � zba3 N.TS. '"°"�"' •'= ,�- CITY OF CITY OFRENTON e wEc � MAPLE VALLEY HIGHWAY(SR169) i O,r�.RFOIST ER{,a�`<. RENT 0 N IMPROVEMENTS:PHASE 2 c' -� DATUM Planning/Building/Public Works Dept EXPIRES: 11 25 CAE �4 DD2 NO. REVISION BY DATE APPR DRAINAGE DETAILS A—NNNN ' FA STPUL 0169(19) u� CL d ACCESS MANHOLE ' DER I? tiM ' PROTECT ' w CAT DIA TYPE 2� CATCH BASIN Z (.O 60' DIA TYPE 2 w CATCH BASIN p' (n 12 S ' a } 0 5 M WACCESS MANHOLE J J ' j PROTECT LADOER W J Q 60" DIA TYPE 2 CB STA 1534+64 (28 2' LT) 72" DIA TYPE 2 CB STA 1534+22 (24.5' RTC SCALE: 1'=3' SCALE: 1"=3' ACCESS MANHOLE ' h0 LADDER M` 1P S� 72' DIA TYPE 2� ROTECT 60" DIA TYPE 2 CATCH BASIN CATCH BASIN d- " EX 1 � ACCESS MANHOLE � S PROTECT y c d.,ry DER �• ABANDON ro REMOVE TO INSTALL o NEW PIPE ONLY IF NECESSARY 72" DIA TYPE 2 CB STA 1534+42 (28.2' LT)' ,> SSE: 1•=3• 60 DIA TYPE 2 CB STA 1550+21 (97.0 RT) SCALE: 1'=3' o 3 E C�Q•�o, A E%r� CITY OF CITY OF RENTON 3-10-4e fRE2�EaEot wlc MAPLE VALLEY HIGHWAY(SR169) _ � l RENTON IMPROVEMENTS:PHASE 2 EHG o...rr� �=� DATUM � EXPIRES: 11 25 CAE Planning/Building/Public Works Dept. DD3 ' NO. REVISION BY DATE APPR DRAINAGE DETAILS zM-W A-NNNN ' T. 23 R. 5 W.M. FA STPUL 0169(19) � N., E., STA 1532+30 (35.01T) CONSTRUCTION NOTES: � \ CB-101 TYPE 2 48" DIA. z W SOLID LOCKING U D O CONSTRUCT PARTIAL CEMENT CONCRETE APPROACH TYPE 4 a \ -49 G.E 55.60 STA. 1534+00 (28.2'1-T) WITH PEDESTRIAN CURB, PER WSDOT STD. PLAN F-4. CUT& RECONNECT EX. 24" SD CB-103 TYPE 2 48" DIA MATCH EXISTING SIDEWALK AND DRIVEWAY GRADE. ING [.I- MATCH EXISTING= 46.60 O a APPROX - VERIFY IN FIELD �E'Ed-GBA1E. REMOVE AND RELOCATE ROCK WALL E ORATION) 8Y THE o o G.E. & RE O ENGINEER (INCLUDED IN PROPERTY RESTORATION). ..� CIJi & RECONNECT IX. 24" SD 4 z w I.E. TCH EXIST. APPROX. - z g 'n FIE PRIOR TO ASPHALT SAWCIJT AND REMOVE OR PULVERIZE EXISTING PAVEMENT. d u +~ STAL 1532+30 (29.0'LT) CO ---- PARKING6 ADJUST UTILITY VAULT TO GRADE. \��\�� I, c m n� CB-99 TYPE 1 O 0 1 g PROP. R +z G.E. 9.98 O STA 1532+50 INSTALL HYDRANT, SEE DETAIL A BELOW. w w o�x a o I.E. 49.98 EASEMENT 12 w _ 00 a -a N w 10 a 4 ® ADJUST VALVE BOX TO GRADE s zzz_ __ _ z Q0 w w t-O 2 i 13 10 REMOVE CHA NLINK FENCE AND GATE AS REQUIRED TO r ---- SS----____-_- mm ; + I RAW 14 -48 LFlLL --- LL-- -- -- FI - -BP----ilU- CONSTRUCT IMPROVEMENTS. w __ p (n SS -SS FILL-- O 12 VAULTS TO BE RELOCATED BY PSE - a } W - - ..l - �.: 'i;7.. s i-': •w'u + 13 MAINTAIN AND PROTECT EXISTING TREES DURING Q ILL ILL ILL ILL tr' a}- =y(�:. �}�j CONSTRUCTION. = ri 22' LT .• 70' --- 7 EXISTING 2_4 SO PIPE G G lM 0- 14 MAINTAIN & PROTECT EXISTING STORM PIPE 0 - - G ------'G - - G --------- ----'E•r= SS --$ © CONNECT EXISTING STORM DRAIN TO CATCH BASIN. VERIFY G�-G-------G - 0 IE PRIOR TO CONSTRUCTION. } SS G BT SS BT SS 4 SL=56.30z ©a E 1 53 17-Z O ADJUST MH TO GRADE. SEE PLATE DETAIL SHEET D02 FOR W +00 1531+00 1532+00 1533+00 - _ (n 3 SPECIAL PLATE COVER ACROSS CURB LINE. - -=, - Q > MAPLE VALLEY HIGHWAY (SR169) ! Z p 28' RT e GENERAL NOTES: _J 4 C -10 _W 1. SEE ALIGNMENT PLAN FOR ALIGNMENT INFORMATION. C 26' RT - 28' RT -100 w ! -_---- - (n 2. PAVEMENT. CURB, GUTTER AND SIDEWAUC SHALL BE D AS IFIED IN ---- •------- - --- - - �- - - - - - ` 3 SECTION 2 PLANS 0 51GCNAL ADJUSTMENTS AND . REMOVED AS REQUIRED O CONSTRUCT -02 '.' �• Q IMPROVEMENTS AN -T - - - - �- - - - - - - - '-:DITCH '--} 6 t t' _ _ IMPROVEMENT. DRAINAGE DITCH 4. SEE SIGNING AND ILLUMINATION PLANS FOR SIGN AND TRANSITION PROVIDE - ---- .� ----� - LUMINAIRE REMOVALS,ADJUSTMENTS AND IMPROVEMENT. POSITIVE DRAINAGE ��C 46 8 C� 5. DRAINAGE STRUCTURE OFFSETS SHOWN ARE TO CENTER OF TO NEW DITCH --�lQ-- R/1Y DRAINAGE DITCH SHE PER - OF STRUCTURE. C RECONSTRUCT SECTION A SHEET RSt EXISTING DITCH ( j ro n: 6. UNDERGROUND UTILITIES ARE KNOWN TO EXIST IN THE AREA +w OF CONSTRUCTION. THE LOCATIONS OF EXISTING UTILITIES -J iEASEMENT SHOWN ON THE PLANS ARE APPROXIMATE AND DO NOT m REPRESENT ALL UTILITIES IN THE AREAL. IT IS THE z RESPONSIBILITY OF THE CONTRACTOR TO CONTACT ALL UTILITY ---------- m OWNERS FOR LOCATIONS AND TO NOTIFY THE ENGINEER PROMPTLY OF ANY CONFLICT. THE ONE CALL NUMBER FOR UNDERGROUND UTILITIES IS 1-800-424-5555. 7. CENTERUNE PROFILE ELEVATIONS SHOWN AT 25 INTERVALS. 8. SAWCUT LOCATIONS ARE APPROXIMATE AND MAY BE ADJUSTED I AS DIRECTED BY THE ENGINEER. I 65 Q 0 65 EX. O o ?n pIp m " DI + REMOVE EX. FIRE HYDRANT 10 LF 6 m I,i V) 1N 6" 90' BEND & BLOCKING 3 1 n I SIIA 1533+7 (29.0ITALL NEW 6" DI M 60 ' n STA 1912+90 (29. ' RT) I a p 60 SHACKE FH TO VALVE x 'B-102 TYP 1 ADJUST VALVE TO GRADE 1 EXISTING GRADE '- G.E.s i94 81 I PROPOSED GRADE IE 2 IE. 50.58 DETAIL A e 1 i .i 9 ----- -- ---- NTS 55 o.31z 55 S W tr i I Z tz• SD 90 tF SL,O.6ox J 50 $ 50 I ; r EX. V WATER /iLl ( U R I � R 12 sD 18 LF 1- i SL=8.28% QQ G i 55.95 € 55.76� 55 7 5.59 55.51 55.44 55 6 5.29 55.20 55.13 55. TOC LEFT MED LEFT SCALE I I 55.92 55.85 55 7 ,55.69 55.61 55.54 55.�46 5.38 55.30 55.23 55. 5 CL I MED RIGHT i 55.86 55.77. 55 155.59 55.51 55.44 55.6 5.28 55.20 55.13_ 55. TOC RIGHT 2'0 16 0 20 40 1530+00 1531+00 1532+00 1533+00 1534+00 FEET J-w E/N CITY OF CITY OF RENTON 3-10-06 o q 24043 c 4r me MAPLE VALLEY HIGHWAY(SR169) t ENG�� Perteet RENTON IMPROVEMENTS:PHASE 2 4zszsz-naoi laooe�sasoo DATUM Plonnin Buildin Public Works Dept. RP1 nm weI••x.�w,sir.soo CJE 9� 9� P EXPIRES: i 1 25 E.„w.w.w,pm,�eezoi IS NO- REVISION BY DATE APPR �^^^� v'" PLAN AND PROFILE "a'- 14'66 G A -NNNNAA STA. 1534+64 28.2'LT) FA STPUL 0169 19 ( T. 23 N., R. 5 E., W.M. E..._ IN OPEN TYPE 2 48' DIA \ STA 1537+0 51'L W/OPEN GRATE LOCATION TO BE STA 1536+08 (29.0'LT) , t-BLOW OFF ASSEMBLY .L VERIFIED BY ENGI 21 SEA 1535+61 44' L CB-108 TYPE 2-48" DIA. I.E. 46.80 (W,SE) CONSTRUCT APPR CB-141 TYPE 1 W/ OPEN GRATE e15 1-12" CAP STA. 1537+55 (29.0'LT) CONSTRUCTION NOTES: (� ONLY I.E 54.10 G.E 55.14 \ 15 1-BLOCKINGCB-111 TYPE 1E. 47.26 (NW) 36LE 51.03 � \ \ � G.E. 55.75 O1 ADJUST CATCH BASIN TO GRADE. � 12' 22 LF 12" SO 22 LF =0.55X X' - '49.00 ((SE� \ EASEMENT I.E. 51.22 11 - ( O4 SAWCUT AND REMOVE OR PULVERIZE EXISTING PAVEMENT. .70X CB-140 4 \ \ -� ---- _ ---- n- - STA. 1534+42 .Z'L SEE SHT. DO _�I�INc -- \-- FILL FILL MOVE EXISTING © ADJUST MANHOLE TO GRADE 19 FILL -- FILL-----sv;asttair FILL-- t0 PROP. R/W 9 LIGHT POLE 7O CUT CAP AND BLOCK 4" SERVICE LINE AT THE - - -70 - - _ I.E. MATCH EXISTING \\\\\\\\\\\\ \\\ \\\\\\\�GATE 12' MAIN. ft (NWZ F�TO - .a a :a `a', a '• Q O REMOVE CONCRETE RETAINING WALL AND STEEL HANDRAIL CS'fRUCTION - '- ` ' Q 10 REMOVE CHAINUNK FENCE AND GATE AS REQUIRED TO w Q \ \ 12" SO 147 SL 0.50 0 CONSTRUCT IMPROVEMENTS. _ E 12' SD 147 LF SL=O. X X X M z O ILL fL p7 13 MAINTAIN AND PROTECT EXISTING TREES DURING CONSTRUCTION. G 35 G21 14 MAINTAIN h PROTECT EXISTING STORM PIPE G SIS R TO BE RELOCATED r- o CA a.1M SBT a ? U7 � __ B7 19 4 1536+00 _ _ 1 + Z- _ REMOVEIRRIGATIONBOX. BT Q 013 - ------- - - ---- ----- 17 -�- _--- ----- ------ O Q 20 e e fi535•�90-- --------- - -- ------------ III ------ - REMOVE EXISTING Z� 00 - _�3' LT - -�r 12" SD 80 LF MAPLE VALLEY HIGHWAY (SR169 FLAG POLE w Q 19 ABANDON EXISTING PIPE. 0 7 N o� 7' LT SL=0.56X o 19 - Z Q ® REMOVE CATCH BASIN. = Q .� 51 � 21 CONSTRUCT CEMENT CONCRETE DRIVEWAY ENTRANCE TYPE 4 } W Z •v CB-147 N ' J Q BP BP BP BP BP BP w WITH PEDESTRIAN CURB, PER WSDOT STD. PLAN F-4. SEE LLI ._ BP BP BP BP 40' RT CB-142 ; CB-112 =LtJ DRAWING NO DWI FOR DRIVEWAY PROFILE J J C -104 40 REMOVE EXISTING GATE. J LTJ �33' RT 19 30. 6 CB-109 ----- -- - - ----- ---- f-N _ 1 ------ - ' (n - -- - - - - ---- ------ ------ --- ---- �, :+ ".. © PRIOR TO CONSTRUCTION.CONNECT EXISTING STORM DRAIN TO CATCH BASIN. VERIFY IE J Q -.I- FlLL FlLL 1 ® REMOVE BOLLMD. (L _ _ t . LL D SD SD p;' S - O REPLACE EXISTING CB WITH TYPE 2 CB 48" DIA W/ SOLID Q 7 LOCKING LID TO GRADE PER CITY STD. PLAN, SEE SPECS. FlLL MAINTAIN EXISTING 14 o CB-106 33 14 19 19 14 p ITCH ® FAST SAND FILTER, SEE SHEET DD2. HORIZONTAL VAULT ��o�� o LOCATIONS SHOWN ARE INSIDE CORNER OF WALL. o STA. 1535+17 (49.7'LT) -149 21 STA 1537+20 14 ® FAST STORM VAULT SEE SHEET DD1. HORIZONTAL VAULT N CB TYPE 2 48" DIA 1 R/W LOCATIONS SHOWN ARE INSIDE CORNER OF WALL.0 21 5TA 1534+86 W SOLID UD ❑ STA 1537+0 51' CONNECT TO G.E. 55.20 1-12"X12"TEE (MJxFL) ® INSTALL EIASTOMERIC BEARING PAD AT THE DIRECTION OF THE EXISTING CB 1 ea 12' SD 77 LF 1.E. MATCH EXISTING 1-12' GATE VALVE (FLxMJ) ENGINEER. 52.08 APPROX. 1-BLOCKING MATCH EXISTING + SL=O.SX FIELD VERIFY PRIOR TO © PLUGGING EXISTING PIPE DITCH no- CONSTRUCTION _ O REMOVE EXISTING PIPE. Qo �i w STA 1534+ (31.3' RT) t GENERAL NOTES: CB-104 TYPE 2 48" DIALt SEE SHEET RP1 I.E. 49.09 STA 1534+22 (24.5' R) CB-147 TYPE 2 72" DIA f SEE DETAIL SHT DD2 20' V.C. I Q G.E. 54.62, 65 Q I.E. N,S7.35 + 65 I.E. (E,W) MATCH EXISTG o + = 47.25 PROX. o t0 ui STA 1535+ 1 (47.0' o d" FIELD VERI PRIOR T0� r CB-109 E 1 + r rc 60 L0 CONSTRU ON „, IX. 16' WATER LINE G.E. 54.72 u) STA 1536+ 1 (41.0' o -1537+55 �411.0' RT) L✓7 I -m FIELD VER DEPTH I.E. 52.67 CB-142 TYPE t � 60 a PRIOR TO CONSTRUCTIgN u, ,n G. 55.53 € Q P OPOSFD G E I. EXI G GRADE I.E. 52.56 $n I.E. 53.03 Q a>w ( w I aw I w 55 t/) - 0_3 0.44% I ---_ --- 55 LLJ ---- --- - - --- -- - ---- ---- ----- - -- -- W Z MAINTAIN 12'�VERTICAL Z J SEPARATION ROM 12" D 94 LF SL- .50X 12' DI 94 LF SL=O 0X 1 Z" DI 85 LF L=0.50X J WATER LINE 50 I EX. WATER NE =f 50 9 = - ---- ---- SD T2• ~ 3(8• A 1536+11.36 7 6y I WATERLINE POTHOLE 1015 Q ON /22/03 TOP OF PIPE=51t44 12' SO SL=O.OX7 LF STA 1534+ (41.0' C'�8-106 TYP, 2 48" DIA W OPEN GRATE I j .E. 54.34 j 1 E. (S) 47.311 IIE. NW 51.70 i I TOC LEFT 55 5 55 13 55 35 55.43 55.52 55.60 55,169 55,79 55,89 55.99 56109 56.20 56.31 56.42 56. 3 TOC LEFT SCALE o MED LEFT STA �5345 3 82 37. I } MED LEFT CL 55 15 55 23 WATEkL1 THOLE ( 55�45 55.53 55.62 55.70 55�79 55.89 55.99 56.09 56119 56.30 56.41 56.52 56.13 CL MED RIGHT ON V2270,5g�§BSO.I 5 MED RIGHT TOG RIGHT 55 0 54195 TOP OF 55.04 55111 55.19 55.28 55.36 5545 55.55 55.65 55.75 55185 .55.96 56.07 56.18 56. 9 TOG RIGHT 20 10 0 FEET 20 40 � E 1534+00 1535+00 1536+00 1537+00 1538+00 �\ J'WA GAF » ., CITY OF RENTON S-1� a R 2. 3�o �� c 1"-� �% CITY OF MAPLE VALLEY HIGHWAY(SR169) ECISTER Perteet- 7K RENTON L ENG\ �`ue IMPROVEMENTS:PHASE 2 .nzsz-nmi,aooe,sasm DATUM �RP2 ' s EXPIRES: 11 25 E'�a,°j,�„"„°°„�,;�p,900 C:E Planning/Building/Public Works Dept. € NO. REVISION BY DATE APPR PLAN AND PROFILE y A-NNNN ' STA 10+55 END PLANING BITUMINOUS PAVEMENT FA STP MATCH EXISTING T. 2 3 N., R. 5 E., W.M. UL 0169(19) STA 10+45 BEGIN PLANING BITUMINOUS PAVEMENT EXISTING ABANDONED STA 1539+23 30' SANITARY SEWER ' 30' L WAL� 1 CONSTRUCTION NOTES: ' (n END CEMENT CONIC. _ BEGI HMA SIDEW C----�S WALL PLAN AND U) CURB AND GUTTER $ BEGI E 6 EXTRUDED CURB O4 SAWCUT AND REMOVE OR PULVERIZE EXISTING PAVEMENT. STA 1538+65 38.5'LT-40.5'LT END CEMENT CONIC. SIDEWALK I I ELL TION SHEET S-2. CL ' MAT SIDEWALK A.P. MATCH EX EXISTING ISTING O ADJUST MANHOLE TO GRADE 1540+42 (29.0' \ \ STA. 15 1+59 ( 9.0'Ll) a STA 1538+54 38.5'LT-40.5'LT STA- 1539+02 (29.0'LT) ^ o -117 TYPE 1 SIDEW A CB-113 TYPE i 5 .0 CB-119 TYPE 1 O STA 1538+46 INSTALL HYDRANT. SEE DETAIL B BELOW. G.E. 56.40 ' .E 52.62 . 3.92 O ADJUST VALVE BOX TO GRADE. 57.54 PROP. R/W I.E. 51.9E - 4 EASEMENT I 0 ' a STA 154 TED C L \ \ -...___.a .....__..... .....la.._...._X..._ O REMOVE CONCRETE RETAINING WALL AND STEEL HANDRAIL NK FE E TYPE 6 euaaNc 34 \ 10 REMOVE CHAINLINK FENCE AND GATE AS REQUIRED TO ------- Fl - -__- TC� I-N� REMOVE FILL - �� CONSTRUCT IMPROVEMENTS. PROPANE 7 '}' IIYJG 0 \ 17 �' yp ' TANK 48' LT I + 5 L_ 12 VAULTS TO BE RELOCATED BY PSE. z (D .: d'; 00 to D CHAINUN FENCE E 6 PER WSDOT STD. r 00 ';._I .. :=. d 'is :.off!'.' - --- --� - - 6 --- S B SS SS P�L-2. SEE DETAIL ONKSHT S-. o + SID STA 3 32' L �- o_ } N t0 a PROOPAKN 10 30 T F 1 17 RELOCATE IRRIGATION BOX. 00 '�%32 LF 4 I a G � 19 ABANDON EXISTING PIPE L0 FS ILL FB e FB I P L0 o ® REMOVE CATCH BASIN. a = 0 30 9 (' © CONNECT EXISTING STORM DRAIN TO CATCH BASIN. VERIFY IE 0 ZQ - BTU-BT - -_;- BT - -BT - - _- - - - -� - - - - - Z PRIOR TO CONSTRUCTION. - --= --- --- ------ - (n6.CONSTRUCT RAISED TRAFFIC ISLAND PER DETAIL D ON DWG - ----------------------- -- �� ----------- _ __ _____ �j 4 Q MAPLE VALLEY HIGHWAY (SR169) 1 `�� W 4 RT 70•LF SL=O 50% W Of CONSTRUCT CEMENT CONIC. SIDEWALK RAMP TYPE 1B. PER J LLI ° 12• SD 4 �� 4 a Z Q ® WSDOT STD. PLAN F-3a. J Q Z 70 LF SL-0.50% Q J ______,_-Bp_--- BP 19 J W e PROTECT AND MAINTAIN EXISTING RETAINING WALL DURING W W= BP CB-114 BP 3 4 BP CB-116 40 RT W W =W CONSTRUCTION. J Lu U 1p 49 CB-143 _ U N UTILITY RISER TO BE REMOVED (BY OWEST). Q ~ -- - ---- --- ---- -- --- ----- - ---- --- ---- ---- - ------ ----- -------- O N C 48" D W ---- - ~ EI Q LOCKING DI 0 GRADE PER TYPE STD. PLAN, SEE SPECS. REMOVE EXISTING WALKWAY AS DIRECTED BY THE ENGINEER. - R _ CONNECT TO EXIST. ® ADJUST MH TO GRADE SEE PLATE DETAIL SHEET DD2 FOR STA 1539+30 .5' (RAISE STRUCTUR NEEDED) SPECIAL PLATE COVER ACROSS CURB LINE. SIDEWALK A.P. PROTECT AND DAYLIGHT EXISTING F NG DRAIN ' MAINTAIN EXISTING a MAINTAIN EXISTING ® INSTALL 0.ASTOMERIC BEARING PAD AT THE DIRECTION OF THE STA 1539+33 52.5' DITCH SIDEWALK A.P. GUARDRAIL EX. CB-3711 52 RT ENGINEER. G.E. 54.24 ------ _ I.E.I 51.79 ® MANHOLE TO BE ADJUSTED BY PSE STA 1538+67 48. 'RT-50.5'RT ------ _____ SIDEWALK A.P. STA 1539+50 48.5'Ri-52.5' MAINTAIN IX _____ ® REMOVE EXTRUDED CURB. SIDEWALK A.P. DITCH jT �N• STA 1538+67 48.5'RT-50.5' R/WJ O INSTALL i• WATER SERVICE RELOCATE WATER METER AND BOX SIDEWALK AP. AND CONNECT TO EXISTING SERVICE LINE. MAPLE VALLEY Hl"AY SR 169 SR 169 STA 1539+78.66 GENERAL NOTES: CEDAR RIVER PARK STA 10+00 SEE SHEET RP1 Jk- O REMOVE IX. HYDRANT 65 0 65 N EXTEND 8• a WITH 20 LF 9• DI STA 1541 62 (41.0' + INSTALL 1-8•x6'TEE (MJxFL) 00 STA 1 E POT2 (�GJ10 STA 539+50 (41 0' RT) STA 1540 42 (41.0' CB-120 E 1 cV 1-8' PLUG € (� WATER NE POTHOL 1014 4 CB-1 6 TYPE 1 CB-143 E 1 G.E 57.3 1-6• GATE VALVE (FLxMJ) STA 7538+ (41.0' RT) ON 5/ 2/03 G.E 6.37 G.E. 56.8 I.E. 53.57 In 1-HYDRANT ASSEMBLY 60 CB-114 E 1 TOP O PIPE=52.7 I.E. 5 t.03 I.E. 52.97 PROPO ED GRADE 60 2-BLOCKING Q LE. 53.45 E KISTING GRAI E Q e 0.44% N --- ---- -- - ----- ---- - - ----- ---- -- DETAIL B 55 w SL-0.50 N.T.S. Z 12• DI 16 LF SL= .50% Z J -- -- J J 50 = STA 1539+86. 43.8' U 50 U 5) C) 03 Q EX. 16 WATER LINE TO�48 ON SOF 2PIPE= 3.33 Q FIELD 1111 DEPTH LE=51.83 PRIOR 0 CONSTRU ION ' Z TOC LEFT 56 3 56.64 56.75 56.86 56 7 57.08 54.17 57.20 57 5 57.30 57.39 57.51 57 62 57.73 57.114 57.95 58. 8 TOC LEFT MED LEFT 58.03 58.14 58.25 58 6 58.47 58.58 58.69 58. 0 MED LEFT p CL 56 63 56.74 56.85 56.96 57 7 57.111 57.29 57.40 57 1 57.63 57.74 57.85 57 6 58.07 58.18 58.29 58. CL MED RIGHT 58.03 58.14 58.25 58 6 58.47 58.59 58.71 58. 4 MED RIGHT SCALE TOC RIGHT 56 9 56.40 56.51 56.62 56 3 56.84 56.95 57.06 5717 57.29 57.40 57.51 57 62 157.73 1 57.84 1 57.95 58. 6 TOC RIGHT E 1538+00 1539+00 1540+00 1541+00 1542+00 zo 10 o FEET zo 40 w CITY OF CITY OFRENTON 3-10-06 o q 2� 3 0 4� irc MAPLE VALLEY HIGHWAY(SR169) �fs��vAL sEN�� z Perteet � RENTON IMPROVEMENTS:PHASE 2 .anz-nao i iaaasuesoo t , DATUM ' aro, .p,�,,,,•sin.voo Planning/Building/Public Works Dept. : EXPIRES: 11 25 e».•n.wan�o�sa�o� RP3 NO. REVISION BY DATE APPR -^�'� PLAN AND PROFILE "�" 1 a-Go � m T. 23 N., R. 5 E., W.M. FA STPUL 0169(19) CONSTRUCTION NOTES: Z � ' c/) n J w ° v w 4O SAWCUT AND REMOVE OR PULVERIZE EXISTING PAVEMENT. CL 0 ~ m STA- 1 Li44+49 (38.0'LT) �9 REMOVE CONCRETE RETAINING WALL AND STEEL HANDRAIL -o 0 e o Q. PARKING a< w<a c.i�w w a O a = a 7 CB-G E.121 T E 1 CONSTRUCT PLANTER 16 INSTALL COATED CHAIN LINK FENCE TYPE 6 PER WSDOT STD. ASP+�T 3 n v O *1 SEE LANDSCAPE PLAN LS1 STA 1546+00 (38.0'LT) O w _�z o z z a I.E. 53.68 CB-123 TYPE 1 PLAN L-2. SEET DETAIL ON SHT. S-2. ' azz azzwzw w 2 ao G.E. 55.30 4 39 �n �i w w m a m m m WALL PLAN AND w �\ I.E. 51.80 19 ABANDON EXISTING PIPE R ELEVATION SHEET S-3. 1�J ® REMOVE CATCH BASIN. GN ---------- -----®---------- Q CONSTRUCT RAISED TRAFFIC ISLAND PER DETAIL D ON DWG a '•` ~ _ �: '4 _ '.' + ..,SS. © PROTECT AND MAINTAIN EXISTING RETAINING WALL DURING :-• z (O SS SS' O CONSTRUCTION. w OO. SS O ® UTILITY VAULT TO BE ADJUSTED TO GRADE (BY OWEST). z + STA 1542+79 (39' LT) 41 12" SO 151 IF SL=1.255 + O INSTALL 90 LF OF 12" DI WATER MAIN. SLEEVE WATER MAIN KL + WALL 1 16 pB R=3' FB FB f6 FB Y FB ca �'IZ WITH 27 LF OF 22' STEEL PIPE UNDER RETAINING WALL AND Q Q_ STA 1542+65 (33' LT) ACROSS R/W LINE CONNECT WATER MAIN TO EX. 12" _ _� LAIC ILL IL ILL ILL ILL ® INSTALL BEAM GUARDRAIL NON-FLARED TERMINAL, PER C7 0 Q 1545+00 15 Q Z WSDOT STD. PLAN C-4a. ' = Z - - - - - - - --_------_----- _-- _ _ V)� 41 INSTALL PRECAST CONCRETE BARRIER TYPE 2 FROM STA (n 1542+68 (30'LT) TO STA 1543+70 (40'LT) WITH 10:1 FLARE >' N - ----- - ---------------------- - ------ - Q RATE. INSTALL TERMINAL BARRIER SECTION. BARRIER SHALL W Q T ----------_ W REMA IN PLACE AFTER COMPLETION OF PROJECT. Of W �4' RT ,{ V6' RT 4 MAPLE VALLEY HIGHWAY (SR169) 6' ,� ------ Z o ' > J v J W W w W2 Y 4 =W Q (no W W W 40' Rr CB-1� �� GENERAL NOTES: ---------W ---- - Q SEE SHEET RP1 ' Q ------- --- ----�------------- ---- - - �_ -R N WALL _ W STA 1543+77 ' - BEGIN TAPER 42 RT 14 19 STA 1542+31 1-12'x12'TEE (MJxFL) 1-12" GATE VALVE (F1xMJ) t NSE TREES 1-BLOCKING DENSE BRUSH ___--- -- ------------__ ' .-'„ ) DENSE BRUSH 70 ( 460 V.C. C) 70 O 1 + c+p 65 N 65 LO ¢ ,^ �p I �� r E YJ YCE ' 60 Q J PROP SED GRADE w N 60 W ti t - ------------------------------------- ----- -- n-- ---- ---- - 55 55 Z ---- ---- ---- -- 9 J `! 12' SD 151 LF SL=1.35 f I 50 < 50 STA 544+50 (45 7' RT) CB-1 2 TYPE 1 I C.E. i7.00 I.E. 53.50 TOC LEFT 58101 j58.16 58.24 58.28 58 28 58.26 58.21 58.13 58:02 57.87 57.69 57.46 5720 �56.91 56.59 56.23 55. 4 TOG LEFT ' 3 MED LEFT 58 0 58.90 58.97 59.02 5902 59.00 58.95 58.87 5876 58.61 58.43 58.20 5797 57.65 57.33 56.97 56. MED LEFT SCALE g CL 58 58.50 58.58 58.62 58 62 58.60 58.54 58.45 58132 58.16 57.97 57.74 5748 57.19 56.87 56.51 56.12 CL MED RIGHT 58 4 58.94 59.02 59.06 5906 59.04 58.98 58.89 58 76 58.60 58.41 58.18 5792 57.62 57.28 56.91 56. 1 MED RIGHT TOC RIGHT 85 6 .58.16 58.24 58.28 58.28 55.26 58.20 58.10 57 5 57.76 57.53 57.28 5700 56.68 56.33 55.951 55. 4 TOC RIGHT 1542+00 1543+00 1544+00 1545+00 1546+00 20 10 O FEET 20 40 s G�� d. Eiy,�.`O F f A. CITY _OF CITY OF RENTON 043 3-t0-o6 o a 24 0 RIC MAPLE VALLEY HIGHWAY(SR169) Ii eENG�� Perteet,K REN 1 ON IMPROVEMENTS:PHASE 2 lzs2=X i=-ssoo DATUM ' EXPIRES: 11 25 ,--„�,; �900 AGE �gY Planning/Building/Public Works Dept. RP4 NO. REVISION BY DATE APPR •^p•@ PLAN AND PROFILE 17-.SO NJ Al MAPLE VALLEY HIGHWAY SR 169 FA STPUL 0169(19) m T. 23 NI 0 5 E., W.M. PROTECT R STA 1549+38.31- �m m tj co TESTING 1-405 RAMP STA 273+16.78 CONSTRUCT PLANTER A. 1548+75 (43.65•T) - w CONSTRUCTION NOTES: I I ti SEE LANDSCAPE PLAN -128 TYPE 1 ® 13 m Z LS1 AND LS2 rcm 5 W m c�i n a O U 1. 5 S6 rs W - 13 0,7 O1 ADJUST CATCH BASIN TO GRADE. rn F STA. 1547+49 (40.5'LT) STA 1548+40 .4 m d +Z +2 +� Z WALL 2 CB-127 TYPE i r� O4 SAWCUT AND REMOVE OR PULVERIZE EXISTING PAVEMENT. w END CEMENT CONC. d•• �- nor f w SEE WALL PLAN AND G.E. 52.31 TRAFFIC CURB 55'L J' w n' '° r; Z v SEE DETAIL Z PROFILE SHEET S-4. I.E. 48.81 END WALL ( T) 5 12 <o ' m OS ADJUST UTILITY VAULT TO GRADE SCONSTRUCT EE LANDSCAPE TER �a a <w z DRAWING RDt w E w� Z`' O ADJUST MANHOLE TO GRADE. ' PLAN LSl �'d d m m 9 4 In __ ----- Q - � ----_-_ O ADJUST VALVE BOX TO GRADE 1 TEEM fl • ------ _ . SIDEWALK RAMP TYPE 2A, PER ----r�------ ------ -- WSDOT STD, PLAN F-3B. 11 CONSTRUCT CEMENT CONC P _ - Si Q ••SiG" 5 + 12 VAULTS TO BE RELOCATED BY PSI- a Cn ~ io0 O(D iJ MAINTAIN AND PROTECT EXISTING TREES DURING Q .. T T J 11 i11 12' SD_]Zr8 _ 9 B_ N B T L0 w CONSTRUCTION. 'o 0 Q 2" D 150 LF SL=1.99z 8 BT BT F FB N --------- 14 MAINTAIN AND PROTECT EXISTING STORM DRAIN. ' a v + F ILL- -- Tn _ ----- (' 18 REMOVE EXISTING TRAFFIC ISLAND. Q (O .�- C 3 STA. 154 +12 (2.5'RT) 29' LT 19 ¢Z a, 1R 12" SO 47 LF S 0 1 SD 36 LF CB-130 E 1 f-- 10 ABANDON EXISTING PIPE 1 18' LT 1 =SOOx G.E. 50.3 (n I.E. 47. Q ® REMOVE CATCH BASIN. 0 +00 1547+00 15 +00 wrs 1549+0 Ld a' 21 CONSTRUCT CEMENT CONCRETE DRIVEWAY ENTRANCE TYPE 4 2 Z< - - - -r- - - - - - - -' } - - - _Q WITH PEDESTRIAN CURB, PER WSDOT STD. PLAN F-4. SEE ------------- ---- - J DRAWING NO DWI FOR DRIVEWAY PROFILE (Pg. RP-6). w Q -- - - ---- =W Q CONSTRUCT RAISED TRAFFIC ISLAND PER DETAIL D ON DWG J w --- _V8' Rr MAP 3 stc U cLts. jQ Z 4 13' RT S T Q © CONSTRUCT RAISED ISLAND PER DETAIL E ON DWG CH3. SD 39 W LLJ STA. 15 +75 (3.5'RT)_ 0,60X 5 CONSTRUCT RAISED ISLAND PER DETAIL F ON DWG CH3. Lij L I C -126 GB-1209 B E 1 8_ 1 43. RT 42' RT CB 132 ® REMOVE EXISTING WOOD WALL Q ~' 12' SD 6 LF SL=1. Oz 48• RT I.E. 46. 8 50' RT N I ® RELOCATE UTILITY VAULT/RISER (BY OTHERS).Q C -1 4 4 so SD 41' CB-125 . ® REMOVE BOLLARD. ---- _ - - ---- 1 ----- - -_- O CONNECT WALL DRAINS TO EXISTING CATCH BASIN. IV r +` ILL ILL IL STA 1549+50. 8 \ O WEST SAND FILTER, SEE SHEET DD1. HORIZONTAL VAULT 4 S / 5E I 76.9 ' I LOCATIONS SHOWN ARE INSIDE CORNER OF WALL - - - = SD SD m I INSj ORN I it iti D S A 45 WEST STORM VAULT SEE SHEET O HORIZONTAL VAULT 15 +00.59 70.413T 14 5 / IN RNER O LOCATIONS SHOWN ARE INSIDE CORNER OF WALL 4 1 __ �.�. �-----� __--` � Mn 1 ATER N � St REMOVE AND REPLACE EXISTING CURB AND GUTTER. t 6 50 O ` I - AIIATOR 21 1 04 �\ 44 I ® REMOVE AND REPLACE EXISTING ASPHALT SIDEWALK ' END TAPER RT �� ------ j 56 REMOVE AND REPLACE EXISTING RAISED TRAFFIC ISLAND PER END CEMENT C NC. CURB, _ STA GUTTER CH AND SIDEWALK y 11 STA 49�g4 INSIDE549 ER2 I DETAIL H ON DWG CH3 TO ACCOMMODATE CONSTRUCTION OF BEGIN PLANING I m Z 'ODE 46 ST 49+80.49 2. I VAULTS. BITUMINOUS PAVEMENT IN IDE CORN 1 IDEdR�NER 1 ------- -- ------- ---- 48 INSID'E ORNER 10247 GENERAL NOTES: � 7 s 1.7• - ' I GIN -O - � SEE SHEET RP1 B GIN IT ONC. CURB AND G i MATCH EXISTING ' 4 V.C. 400' V.C. SEE SHEET DD1 AND D02 FOR DETAILS NOT SHOWN Q Q + STA 1548+75 ( 2.0' FIT) Q € + STA 1546 01 (53.2' a CB 131 TYPE 2 48" DIA Q 60 (p CB-124 E 1 STA 1547 03 51.0' W SOUD LOCKI G UD 60 1-405 RAMP NE CORNER G.E. 54.9 m NCB-t26 E 2 48' V+ CURB RETURN ELEVATIONS I.E. 51.46 �, as I.E. 46.04 Q TOP OF g + STA 1549+74 ( 1.7' RT) G E. 53. CURB t1- n I.E. 49.36 + CB 132 TYPE 2 48" DIA. e 55 Q w ROPOSED G E W MLJD LOCKING UD e- 55 P4 T- ----- 0 I.E. 43.75 Q 1 2 L= ' 9 (n ---- - w PIPES HAVE 3 4 PT WATER IGHT JOINTS V) 50 Z 12 sD 102 iF SL_ .00z ------ ---- ----- LLJ 50 J - -2.11 z -0.76z -- Z 12' D 172 if J _ EX. GAS LINE 12' SO 45 PRIOR TO ICONSTR TION CBA 1257 OE'56.6' . SEWER LI E 12' p 9 55 U 45 Q G.E.I.E. 49.42 PRIOR TO CO STRUCTION �Q n .4 ' o PRIOR VERIFY CONSTRUCT N EX. 24" WATER LINE MAINTAIN 1Y VERTICAL FIELD RIFY DEPTH SEPARATION FROM SCALE 9 TOC LEFT 55 4 55.41 54.95 54.45 5321 53.38 52.87 52.38 5191 51.47 51.04 50.64 50 2 49.81 49.42 49.04 49. 2 MED LEFT 56 20 10 0 20 40 ' e CL 5612 55.69 55.24 54.74 54 2 53.70 53.21 52.73 52 8 51.84 51.43 51.04 50 7 50.32 49.99 49.68 49. 9 � MED RIGHT 56 m 51 TOC RIGHT 55 4 55.09 54.62 54.11 53.12 52.73 52.22 51 2 151.58 51.34 50.90 51 0 150,91 1 50.85 50.68 50. O s 1546+00 1548+00 1549+00 1550+00 � o CITY OF CITY OF RENTON �3-10-06 y 2. 3 wLc MAPLE VALLEY HIGHWAY(SR169) Perteet RENTON IMPROVEMENTS:PHASE 2 L E o �� DATUM RP5 GE aw.rri Planning/Building/Public Works Dept. ' EXPIRES: 11 25 E+ ^u�^ � NO. REVISION BY DATE APPR 9°•""�"' PLAN AND PROFILE '� 16 v.66 y A-NNNN A ' T. 23 N., R. 5 E., W.M. I FA STPUL 0169(19) 5TA 4+04 > � Q, /I CONSTRUCTION NOTES: END CEMENT CONC. CURB AND GUTTER (14' R) O / ' END CEMENT CONC. SIDEWALK U7 END 8:1 TAPER (10. FT) / ADJUST CATCH BASIN TO GRADE. BITUMINOUS PAVEMENT 21 BEGIN OVERLAY 0O / c� d o Y � � 40 SAWCUT AND REMOVE OR PULVERIZE EXISTING PAVEMENT. d Sf 74+20 END PLANING BITUMINOUS PAVEMENT Lj / m O ADJUST VALVE BOX TO GRADE. BEGIN FULL DEPTH PAVING ^ ^ o 11 CONSTRUCT CEMENT CONK. SIDEWALK RAMP TYPE 2A PER Z ® Z WSOOT STD. PLAN F-3B. Zz tiff ® ° SO Z oQ 0 0 1E REMOVE EXISTING TRAFFIC ISLAND. h = m m STA 73+88 o ut F- + i ABANDON/REMOVE STORM DRAIN. ' EGIN CEMENT CONK. vo, z w ,�, w CURB do GUTTER '"z 2 m � � 0 21 REMOVE EXISTING CONK. BARRIER AS REQUIRED TO Z 9 EGIN CEMENT CONK. < �> �0 0 0 CONSTRUCT IMPROVEMENTS AND RESET BARRIER TERMINAL. QQ o CONNECT BARRIER TERMINAL TO EXISTING BARRIER. Q T C) SI ma V)ZWZW w 45' LT T N ° © CONNECT EXISTING STORM DRAIN TO CATCH BASIN. VERIFY IE aU O 3 I O O `� PRIOR TO CONSTRUCTION. ' Q 4 If) 19 31 ` 8T_ 0) CONSTRUCT� 3' / ® CONSTRUCT RAISED ISLAND PER DETAIL F ON DWG CH3. `� BT P — 31 WONSTSDOT STD.CEMENTPLAN O C. SIDEWALK RAMP TYPE 4B PER _ ,/•�. 3 LT FB ��"'/// SD / O REPLACE EXISTING CB WITH TYPE 2 CB 48" DIA. W/SOLID co BT gr I \ LOCKING LID TO GRADE PER CITY STD. PLAN. SEE SPECS. W =� - 3 -- - Br So j `` 155 00 S° 15�53y-�00 - w - _— 1552+00 _ - Q 43' FIT a /e LE �IGHWAY (SR 169) 5° ` GENERAL NOTES: C� 144 I' 41' FITSEE SHEEP RPtSTA 1550 END HMA SIDEWALK tL END CEMENT CONK. 3 `\ I S° CURB AND GUTTER MATCH EXISTING t W� SEP SEE SHEET DD1 9 ELL ILL I ' BT_,--____--ST Jn OFF RAMP FOR N.B. 1-405 M E.B. SR-169 CURB RETURN ELEVATIONS TOP OF CURB A=52'14'07' PC STA 74+50.00 4.00' 48.99 R=83.7' 1 4 48.69 T- 41.04' 1 2 48.37 L-55.17' 3 4 48.23 E.O.C. STA 73+87.00 4.00 RT 48.44 O 60 + 1 400' V.C. i _60 O 1 I i U) FIELD VERIFY DEPTH' o 55 PRIOR 1.0 COMAINT" NSTRU ON _55 Q SEPARAtION FROM I n WATER �iNE N i CB-1441 50 w SEE OWC1. DDT w 50 w 5 L — J --=o-_7s I g- ----- 45 = P POSW GRADE io - --- ---- ---- 45 ' E1. 16* WATER LINE I +t EXI NG GRADE FIE D VERIFY Df}PTH I N I Q I PRIOR TO CONsr RUCTION U TOC LEFT 49 2 49.17 48.81 48.52 27 ( I SCALE 3 MED LEFT ' CL 49 9 49.12 48.88 48.65 4�.45 MED RIGHT ( I e TOC RIGHT 50 60 50.30 50.12 i 49.77 i 4 53 1 1 1 20 10 0 FEET 20 4O E 1550+00 1551+00 1552+00 1553+00 1554+00 "g J- E/TVA, G� A �, 3-10—oe CITY OF CITY OF RENTON Perteet IMPROVEMENTS:PHASE 2 �o q z�o.3 a 4� i°Lc 1• 1 MAPLE VALLEY HIGHWAY(SR169) ,� REN fON _ `�s9jp�AL "" �zs-zu-noo i�eaoa.saero DATUM �RP6 ' 2—�cr.�..�.�s s.re sro Cie ��' Planning/Building/Public Works Dept. NO. REVISION BY = EXPIRES: 11 25 ew�an.w �po�eem+ DATE APPR •^ PLAN AND PROFILE A-NNNN 12" SO 5 LF SL=0.50x FA STPUL 0169(19) ' SEE RP2 FOR VAULT LOCATION 12' SO 5 LF SL=0.50X STA 1535+61 (441T) CB-141 TYPE 1 STORM VAULT & SAND FILTER ELEVATION TABLE (� 12' SO 10 LF SL=0.50 SEE RP2 FOR VAULT G.E. 54.10 A B C E F G H I J K L � LOCATION I.E. 51.03 STA. 1534+83 (43.4'LT) EAST VAULT 27' 16' 6' 8' 55.40 4-4.50 27' 12' 49.10 51.07 46.47 6.0' ' a -- CB-140 TYPE 2-48" DIA. ACCESS ACCESS - WEST VAULT 10' 32' 6' 8' 49.00 41.00 25' 12' 49.50 47.60 43.00 6.0' a II..E. 46.92 PANEL j PANEL a 1. VAULT TO BE CONSTRUCTED PER PLANS AND SPECIFICATIONS PROVIDED BY 'UTILITY VAULT COMPANY FOR 3 SIDED BOX SYSTEM TYPE STORM VAULT OR EQUAL. ' I.E. 50.97 AIRY it 2. VAULT ALL ACCESS MHS/GRATES & LIDS SHALL BE DESIGNED FOR H-20 LOADING. 0 FILTER 27'zi 6' 3. SEE DRAWING DD2 FOR SAND FILTER DETAIL n 27'x12' I.E. 51. w d n is 4. GROUT ACCESSES TO BE FLUSH WITH PROPOSED GRADE. a - .E. 46.97 NE S A z CO ' •-- --a-------- --=vL --- °--:-- SCALE INSIDE LENGTH TOP SECTION v w 4 a - Q -o. a. a SEE PLAN FOR INLET 10'-0" n u a 8 A LOCATIONS a i-n SO SO SD SD SD 10 0 10 20 } --__--__- iLL ILL I FEET ILL n ---�-�- ---- �T-- CLEAR ACCESS CLEAR ACCESS = NOTE: SOUTH WALLS OF VAULT WILL BE G.E. 55.50 INLET FLOW I I o w 0 EXPOSED. GRADE TO COVER AS = MUCH AS PRACTICAL. EAST SAND FILTER AND STORM VAULT II �z } 24" DIA. CLEAR ACCESS i I DIVIDER WALL o 1a o= LL I I x 3 _I _ 12" STORM [] x v J Y ` \ ORIFICE PIPE I I a m wo 1549+03 94' / k' • i z TYPE 1L LU (W/ INvmm GRATE) II J G.E. 49.05 v,ag I.E. 47.87 Q L=Z�111 I lit -II -- ---- A -- w STA. 1550+26 (51'RT) 1 14-0 INTERNAL BAFFLE FOR CB-144 TYPE 2-48' DIA 10-0' ' STA 1549+58 96.2'RT $ MIN / FLOW PATH EXTENSION W VANED GRATE PLAN CB TYPE 1L BASE SECTION UNLESS OTHERWISE SHOWN / CLEAR ACCESS AG.EDJUST STTOAPPROX. 49. SEE SHEET DD2 G.E.8.87 49.37 APPROX. ADJUST TO GRADE LE. 447..60 ACCESS (MATCH IX�GRADEI. H, I.E. 43.54 PANEL ' S TOR PSEE PLAN FOR OUTLET AC NO. 24 X 4 CASTINGS LOCATION ��'x32' L24CLEAR ACCESS \\ .1- 4 W 3 SERS AS REQUIRED o ACCESS PANNEL LVANIZED STEEL LADDER PLACES) APPROX. G.E.= 'E' 8 01 53 LF SL=O.SOR1 ,, _„_, / I. 4 - ... IMIT ` SAND FILTER �/ REMOVE--,, - VAULT OT ` I.E. 43.50 EXIST SD -- -- _ -- - "-I- - ---- - - - 25'x12' /T/ 12" DI 4 LF SZ0.50%, �' O INLET PIPE) OUTLET PIPE 12" SO 44 LF S 0.50 DEAD STORAGE INSIDE VAULT / DEPTH 'C" DEPTH b" I.E. 47.50 c� OIL/WATTFECj2 SEPARATOR 12" SO 8 LF SL-0.50% SEE DRAWING DD2 u' - N Sp r' 12' SO 36 LF STA 15 BOTTOM EL="F LEAR ACCESS/ L=0.50% - TYPE 2 60" DIA G.E.G.E 48.84 APPROX. .:.:•... ,-:., ......, .-..: ... ... 77-70 (MATCH EXIST GRADE) I.E. 6.10 . 8T _ E MATCH (E,W) �137��_ 12" p8 LF S= PLUGGING I.E. 43.32 ,S,SW) SECTION A-A 3R , I.E. 47.56 o S Sp. sD 12 SO 11 SL=0.0X so so SD- STORMY'VAULT / S. EXI 1'G C8 T P110'Rr7 � EXISTING CB TYPE 1 py 6� I.E. 44.95 W v / FIELD VERIFY / MATCH EXISTING Or' / 18" SO 10 LF L=3.70% 24' SO 6\LFSL .70% y, N STA. 1550+25 (110'RT) EMOVE SQ R / CB-146 TYPE 2-48' DIA IX. SO MATCH EXISTING \44� W SOLID LOCKING LID I.E. (APPROX. 42.17) Z /\ G.E. 50.40 c�0 / I.E E. 4 . ( I. 44.53 53 (E)E) WEST SAND FILTER AND STORM VAULT SCALE J. E 10 0 10 20 FEET •= s CITY OF CITY OF RENTON s-lo-oa o R z.ou�0 4 wio- � R E N TO N MAPLE VALLEY HIGHWAY(SR169) _ 7 Perteet�� ""`an �¢f DAtuM IMPROVEMENTS:PHASE 2 �sszsx-noo�+aoae+s-esoo EXPIRES: 11 25 2-Cocoiw.n,.,swaao AGE Planning/Building/Public Works Dept. DD1 E- NO. REVISION BY DATE APPR n.�m DRAINAGE DETAILS 22 A-NNNN A FA STPUL 0169(19) i (� Recessed Lift Pockets Q? d �ii% 6'-8"Top Section f-t�71- 6'-0"Vault Notes: W Co. 2-332P, Galvanized 15' Full 189 Open f i�% 1. Designed For Pedestrian Traffic Only Diamond Plate Cover i f _j17! 2. Cover And Frame To Be Installed - As One Unit' Not Disassemble)3. Finish: Hot-Dipped Galvanized i u Spring Assisted Door >a ut 44 2" CSTC A o 6' QUARRY SPALLS i 1y ¢ U) (2"-4" SIZE) e. `•�L / ;�� .!�! 1 a QGEOTEXiILE FABRIC ' r MAINTENANCE ACCESS ROAD a� 6 3/4" Dia. Lift Insert N.T.S. Cover Plate PLAN VIEW "� 4 Places In Top Section �\ _ and"Frame r J. .S N0 1 1/2" Dia. Lift Hole Hold-Down old-Dolescing Media ' >- c,,;,_za r 1 Each Side. 2 Sides W TO'd-zm r \ � TOP ELEVATION Q 24" DAA. CLEAR ACCESS REMOVABLE 5'X10' VENTILATION GRATE. - Manhole Access ' J 12" RISER Cove I.E. -- � .. ,. ,. .. .. . . OUTLET r \ INLET � � I.E. - _ ... •- - _ Inlet Pie Q \ With Sampling Tee --Outlet Pipe By Others a With Sampling Tee 6" DRAIN PIPE o By Others ' -------------------- 3 FLOW FROM O Manhole Aeces9 II over 3 w STORM 0 a VAULT I I 12 NON-PERF. PIPE o 4• II � Typical Installation Typical Installation A I I Cover Half Open Cover Closed w 6" DRAIN PIPE _ -------------------- 90' BEND AND CLEANOUT PIPE PRECAST CONCRETE CURB COVER AND FRAME Sediment Weir "ales ci n9 Media ie Retaining ,.., i • -,.: a.:r-�i - - ..;.-• : VAULT N.T.S. Baffle ' "G- INSIDE LENGTH SECTION A-A NO. 24 X 4 CASTINGS REMOVABLE CONCRETE PANELS 24" CLEAR ACCESS PLAN VIEW OVER LENGTH OF SAND BED RISERS AS REQUIRED 5'x10' GRATED ACCESS PANEL z STRUCTURAL NOTES: INFORMATION NEEDED: 5 GALVANIZED STEEL LADDER APPROX. EL- 1" 1. Concrete: 28 Day Compressive Strength f c= 4500 psi Top Of Separator Elevation: 49.05 e (2 PLACES) 2. Rebar. ASTM A-615 Grade 60 Inlet Pipe Size: 8" 3. Mesh: ASTM A-185 Grade 65 Outlet Pipe Size: 12" 4. Design: ACI-318-02 Building Code 12" CMP RISER, TO EL=J" ASTM C-857 "Minimum Structural Design INSIDE VAULT Loading For Underground Precast Concrete ANCHOR TO WALL Utility Structures" BASIC DESIGN INFORMATION: DEPTH �'" 5. Loads: H-20 Truck Wheel w/ 30% Impact Per AASHTO INFLUENT CHARACTERISTICS: 12" Oil Specific Gravity: 0.88 PLASTIC 8" CLEANOUT WITH WATER GENERAL NOTES: Operating Temperature: 50' LINE GATE TIGHT CAP GEOTE)MLE 1. All Baffles and Weirs To Be Precast Concrete Influent Oil Concentration: 100 ppm FOR SAND 2. Static Water Depth = 4'-0" Mean oil Droplet Size: 130 Microns FILTER 3. Contractor to: 0.33 min. Rise Rate INLET PIPE _ _ Supply and Install All Piping & Smmpling Tees Designed Per Washington State Department Of Ecology E3 12" UP ALL 1 5 CLEAN SAND' OUTLET PIPE Grout In All Pipes 100% ti AROUND BASE - - Fill With Clean Water Prior To "Start-Up" Of System FLOW EFFLUENT COLLECTED Verify All BLockout Sizes and Locations OF VAULT SIZE BOTTOM ELa" 110 PM 110 pPm 60 Micron Projected Plate Area = 444 Sq/ft Maximum Process Flow = 555 GPM �I! I I� �1=1II�I(-1II�I�HII�I�' Il-1IlT II-1il—III Ih I �IIA - �IH' =1InI�� I, 8" DEPTH CSBC -I 1(— LEVEL SPREADER MATCH TOP ELEV 6" DRAIN PIPE NOTES: UTILITY VAULT COMPANY TO INLET PIPE INVERT 1. SEE DRAWING DD1 FOR ELEVATION TABLE. P.O.Boz 588 Aubum,WA 98071-Q588 (SEE SHEET DD1) 2. ALL CLEANOUTS SHALL BE PLACED WITHIN Ah-01K/Vb-i e.OR/I G/a-dW.AZ/Fmmm,Ot z PROFILE A VALVE BOX. THE VALVE BOX SHALL BE 8" DEPTH DRAIN ROCK CAST IRON, 2 PIECE STRUCTURE. 660—CPS VAULT OIL WATER SEPARATOR SAND FILTER DETAIL N.T.S. N.T.S. F G O wTs "®" "' CITY OF CITY OF RENTON s-to-oe a R 21a1J w1C MAPLE VALLEY HIGHWAY(SR169) _ �sS, EENG��( ///a� ® Perteet � RENTON IMPROVEMENTS:PHASE Vu-zsz-naoi�moc�s-eBw �� DATUM DD2 EXPIRES: 11 25 V.CODy'sY°"'"'SiAa 900 C� Planning/Building/Public Works Dept. DRAINAGE DETAILS E`""n w'1nptan 98�01 NO. REVISION BY DATE APPR A—NNNN A FA STPUL 0169(19) F~- ch c ci- ACCESS MANHOLE ' DER y� PROTECT w 72" DIA TYPE 2- CATCH BASIN ' F DIA TYPE 2 CAT CATCH BASIN o U) 2 SD 7 C3 y /Zuj u' ACCESS MANHOLE 3D vh J Q PROTECT LADDER ' W J Q 60" DIA TYPE 2 CB STA 1534+64 (28.2' LT) 72" DIA TYPE 2 CB STA 1534+22 (24 5' RT) SCALE: t•=3' SCALE: 1'=3' ACCESS MANHOLE y° LADDER A ry S� DW TYPE 2� ROTECT DIA TYPE 2 CAT CA CATCH BASIN CATCH BASIN 8 IX 12 ACCESS MANHOLE Z ti PROTECT y / d., DER g �• ABANDON N REMOVE TO INSTALL �^ 0 ' `r0 NEW PIPE ONLY IF NECESSARY 72" DIA TYPE 2 CB STA 1534+42 (28.2' LTA SCALE: 1•=3' 60" DIA TYPE 2 CB STA 1550+21 (97.0' RT) SCALE: 1'=3' S J. E/iy�.�`O o� 0-06 F24043E� i� rvc KT """ "� �= �- CITY OF CITY OF RENTON MAPLE VALLEY HIGHWAY(SR169) �� SrER `/ Perteet,K _ RENTON L ENS � Q7 ,��_„�„�,,� '�"rs DATUM IMPROVEMENTS:PHASE 2 EXPIRES: 11 25 �1OiCOD'•""°""°'s"""0° - Planning/Building/Public Works Dept. DD3 EM1dnnp°`�98'01 NO. REVISION BY DATE APPR �+* : ' DRAINAGE DETAILS yyA'W A-NNNN A 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1