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HomeMy WebLinkAboutSWP273295(2) Technical Information Report ' Maple Valle Highway Phase 2 P Y g Y March 10, 2006 for: City of Renton Prepared by: 1 Perteet inc. 2707 Colby Avenue,Suite 900 Everett,WA 98201 425-252-7700 1 1-800-615-9900 � � i � � � � � � � � � � � r � � � � I � � � \;�, � � v �. C 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. Drainage Engineer: Lisa Theriault, P.E. J ' EXPIRES 03f 1'-/ 1 TABLE OF CONTENTS SECTION 1: PROJECT OVERVIEW........................................................................... I SECTION 2: CONDITIONS AND REQUIREMENTS SUMMARY..........................2 ' SECTION 3: OFFSITE ANALYSIS...............................................................................3 STUDY AREA DEFINITION................................................................................................ 3 RESOURCEREVIEW.......................................................................................................... 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 EXISTING SITE HYDROLOGY............................................................................................4 DEVELOPED SITE HYDROLOGY........................................................................................4 FLOW CONTROL AND WATER QUALITY SYSTEM.............................................................4 SECTION 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................................................................................................................... 1 ' APPENDIX A: RELATED REPORTS.................................................................................... 1 APPENDIX B: HYDRAULIC CALCULATIONS..................................................................... 1 APPENDIX C: PROJECT FIGURES...................................................................................... 1 APPENDIX D: CONSTRUCTION PLANS.............................................................................. 1 i 1 ' Section 1 : Project Overview This memorandum provides the calculations for the proposed water quality facilities for ' 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 HRM). 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. PROJECT SITE Q rre stn s m os NE 37 �J ��O N "'/ SE Stti MAPLEWQOD 'ss GOLF COURSE �QY� Perteet Inc. VICINITY MAP 426-252-77001 1-BOM 15-9900 2707 Colby Acenue,sufle 900 N.T.S. EvenjH,WaShlnQton.98201 Maple Valley Highway Phase 2 Pagel Perteet,Inc. March,2006 ' Section 2: Conditions and Requirements Summary 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 ' 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: 91stpercentile, 24-hour irunoff 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 ' 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. Maple Valley Highway Phase 2 Page 2 Perteet,Inc. March,2006 r rSection 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 rconveyance 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 r 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 Valley Highway(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. r Mitigation of Existing or Potential Problems Refer to Maple Valley Highway(SR 169 MP. 22.85 to 24.80)Hydraulics Report October, 2003. 1 r r r r Maple Valley Highway Phase 2 Page 3 Perteet,Inc. March,2006 1 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 C). 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 WWHM2. 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'xl2'x4' 1 Wet Vault 27'xl6'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 King County Surface Water Design Manual, Section 1.2.4, existing 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 i Section 7: Construction Stormwater Pollution ' Prevention Plan (CSWPPP) Analysis and Design 1 ESC Plan Analysis and Design ' 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 1 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 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 Maple Valley Highway Phase 2 Page 8 Perteet,Inc. March,2006 Section 9: Other Drainage Items It is our understanding that the City of Renton will be compiling the Stormwater 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. 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 Bering Report,Maple Valley Hi hwU(SR-169)HOV 140"Way SE ' to SR-900, Renton, Washin Loon,March 2003 t 1 1 ' l 7t4-I 1 La-I -D.-1 - y�- (- ,\ ./ 1, '`\-i L : __r r` •if.•i /1'�:\`' �f i:� ♦: - '?" - Cr. --,\•.�",•-^ »• -_;- •� V a% ��- ta-S --- /�\ � � \� ta- +17t ]0 / 7 .�f•-.�• `�/ ./ �;. ./ •'. .. =�`f"::r yr�/"J. ' f1 12 '�t _ , _ , ._ � I / 1 1 rl � 1 \ \ \ 7.[(-1 r 's ,F'/' -�_-�—✓`, �/%/ ri f �1 � � I t��'+ `2 7 o Ltca-1 Q � .Da.t .... _ �;' C�_�_ 7t7-s ��', -�l � _ � ., / _ - .Ix`I •�I II �\��:: '•, .g'O - 1 i t ,� - -' 7`Y. �/� •.r: r, =.,t, ��.. 1'/. 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MAPLE VA LLEY HIGHWAY FIGURE 2 DRAINAGE BASIN MAP — SR 405 SEGMENT ' Appendix s: Hydraulic Calculations 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: Oft. ' Bottom Length: 23ft. Bottom Width : 12ft. Side slope 1: 0 To 1 ' J:\Trans_Design\21031 - Maple Valley Highway\Drainage\Phase 2 - Drainage\DrainageCalcsI 1-10-05.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 0.00S 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 1 ' J:\Trans_Design\21031 -Maple Valley Highway\Drainage\Phase 2 - Drainage\DrainageCalcsl 1-10-05.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 ' 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\DrainageCalcsl1-10-05.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 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 ' 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 JATrans_Design\21031 -Maple Valley Highway\Drainage\Phase 2 - Drainage�DrainageCalcsl1-10-05.doc Page Calc-4 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 JATrans_Design\21031 - Maple Valley Highway\Drainage\Phase 2 - Drainage�DrainageCalcsl1-10-05.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 ' 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\DrainageCalcsI I-10-05.doc Page Calc-6 1 ' 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�DrainageCalcsl1-10-05.doc Page Calc-7 i ' Perteet, Inc. Water Quality Calculations Maple Valley Highway, Phase 2 Lisa Theriault ' Project No. 21031 11/10/05 East Basic L 1 i as ' 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 1 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: 4ft. Bottom Length: 20.5ft. JATrans_Design\21031 -Maple Valley Highway\Drainage\Phase 2 - Drainage�DrainageCalcsl 1-10-05.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 JATrans_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 1 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-I I 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\DrainageCalcsl1-10-05.doc Page Cale-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 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 JATrans_Design\21031 -Maple Valley Highway\Drainage\Phase 2 - Drainage\DrainageCalcsl1-10-05.doc Page Calc-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 182 111 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 1 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\DrainageCalcsI1-10-05.doc Page Cale-14 i ' 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 0.1850 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. 1 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�DrainageCalcsI I-10-05.doc Page Cale-15 1 ' • - • 1 t 1 WWHM2.0 ' M,, al s ?z ..�x. 8 ( y A irk �. rF ��S a 4 1• .} f f t � t� .. c �: t �� �' �% ',��F���� r:• ,7,�,. �'� �sue' ''�F'x 9✓ y .;,ems. •.»>,,.,. �WWHM2.0 -WA €O .vr, ,''PnP ..'l�. .'">'+R'k`. .'TiHA'..R.� ..n 4�3 "i.9,:�..� ..x k. �e'.vr� .A#-.> �fi'_2!'a',+:�. � i ' 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 ' d = 1 Diameter, ft A:= (d2)' ' A=0.785 Cross sectional area, sf Pam,:= 7r•d PW=3.142 Wetted perimeter, ft ' R:_ A— PW R =0.25 Hydraulic radius, ft ' n := 0.013 Manning roughness coefficient s:= 0.005 Channel slope 2 1 ' (1486. 1 3 2 Q:= A• J R •s n ' 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 �l 7/22/03 2:3 :19 pm Perteet Engineering, Inc page 1 Maple Valley Hwy #21031 i+ 405 - WEST- Preliminary Drainage Calculations BASIN SUMMARY �I (I BASIN ID: wd002 NAME: West developed 2-yr SBUH METHODOLOGY fl TOTAL AREA. . . . . . . : 1.50 Acres BASEFLOWS: 0.00 cfs ' RAINFALL TYPE. . . . : TYPEIA 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 =' I PEAK RATE: 0.61 cfs VOL: 0.22 Ac-ft TIME: 480 min i ' BASIN ID: wd010 NAME: West developed 10-yr SBUH METHODOLOGY TOTAL AREA. . . . . . . : 1.50 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE. . . . : TYPEIA PERV IMP PRECIPITATION. . . . : 2.80 inches AREA. . : 0.00 Acres 1.50 Acres ,I TIME INTERVAL. . . . : 10.00 min CN. . . . : 0.00 98.00 TC. . . . : 0.00 min 5.00 min ABSTRACTION COEFF: 0.20 f PEAK RATE: 0.87 cfs VOL: 0.32 Ac-ft TIME: 480 min ii BASIN ID: wd100 NAME: West developed 100-yr SBUH METHODOLOGY f TOTAL AREA. . . . . . . : 1.50 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE. . . . : TYPEIA PERV IMP PRECIPITATION. . _ . : 4.00 inches AREA. . : 0.00 Acres 1.50 Acres z TIME INTERVAL. . . . : 10.00 min CN. . . . : 0.00 98.00 TC. . . . . 0.00 min 5.00 min ABSTRACTION CO 0.20 �f PEAK RATE: 1.25 cf VOL: 0.47 Ac-ft TIME: 480 mini BASIN ID: we002 - NAME: West existing 2-yr SBUH METHODOLOGY i TOTAL AREA. . . . . . . . 1.50 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE. . . . : TYPEIA PERV IMP .f PRECIPITATION. . . . : 2.00 inches AREA. . : 0.37 Acres 1.13 Acres I 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 �R i 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. . . . : TYPEIA 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 TOTALAREA. . . . . . . : 0.80 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE. . . . : TYPEIA 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 BASIN ID: b100 NAME: y-pass 100-yr SBUH METHODOLOGY 0.80 Acres BASEFLOWS: RV cfs TOTAL AREA. . . . . . . : RAINFALL TYPE. . . . : TYPEIA 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: 0.67 c s VOL: 0.25 Ac-ft TIME: 480 min BASIN ID: d002 NAME: Developed 2-yr ' SBUH METHODOLOGY TOTAL AREA. . . . . . . : 1.60 Acres BASEFLOWS: cfs RAINFALL TYPE. . . . : TYPEIA PERRVV IMP 1 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 East Bas� Dr alculations BASIN SUMMARY BASIN ID: d010 NAME: Developed 10-yr SBUH METHODOLOGY TOTAL AREA. . . . . . . : 1.60 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE. . . . : TYPEIA 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�De�velopedlOO-yr .34Ac-ft TIME: 480 min BASIN ID: d100 NAM SBUH METHODOLOGY TOTAL AREA. . . . . . . : 1.60 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE. . . . : TYPEIA 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 COE F: 0.20 PEAK RATE: 1.34 cfs VOL: 0.50 Ac-ft TIME: 480 min 002 NAME: Existing BASIN ID: e 9 2-yr SBUH METHODOLOGY TOTAL AREA. . . . . . . : 2.40 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE. . . . : TYPEIA 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. . . . : TYPEIA PERV IMP PRECIPITATION. . . . : 2.80 inches AREA. . : 0.48 Acres 1.92 Acres TIME INTERVAL. . . . : 10.00 min CN. . . . : 86.00 96.00 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 D:= 18 Diameter, inches D d := — 12 d = 1.5 Diameter, ft A:= �'(d22 ) ' A= 1.767 Cross sectional area, sf PW:= 7c d pW=4.712 Wetted perimeter, ft i A R:_ — 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. 3s2 I ' 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 1 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 D d := — 1 12 d =2 Diameter, ft 1 (d)2 2 1 A=3.142 Cross sectional area, sf 1 PW:= n•d PW=6.283 Wetted perimeter, ft 1 R:_ A— PW 1 R =0.5 Hydraulic radius, ft 1 n := 0.013 Manning roughness coefficient 1 s:= 0.008 Channel slope 2 1 Q:= A• C R 1.486) 3•s 2 n 1 Q=20.234 Flow in channel, cfs 1 V:= Q A ' V=6.441 Velocity in channel, fps 1 1 J:\Trans Design\21031 -Maple Valley Highway\Drainage\Phase 2- Drainage 1 ' Appendix C: Project Figures 1 1 1 1 1 1 1 1 1 1 1 1 rpQ. 6 N D ' 3 D •�® II �y�./�f o x Z� gyp_ o -e ILT ' � O WEST BASIN = B IN NEW PGIS E IS _ I9, E R AREA = 16,008 SF .� SIN SPLIT EAST BASIN NEW AREA PGI 20,950 SF .y 0 \ EAST BASIN =o '� "`� EXISTING IMPERV. y�� ♦ '� �� AREA = 83,684 SF s , a ` r r r r r r r r r �r r rr �r r r r r r rr \ j fill _ / iLp IIVV//IJJI h'i'Pi ; i - i \, `\ ��it ; ' • � � \ II Ali - MAPLE VALLEY HIGHWAY i %= PHASE 2 - I-4 05 VICINITY SCALE/ o iso O VER VIEW OF DRAINAGE BASINS FED aoo EQUIVALENT AREAS J� _ 1 vCAC1lu �Cl tTyL `/" T �..�\�. \\.`::: \\\ ;ire \ .. • .a.,.; a "•M3�. �i 'w _ -l• ^• a :p ;a�E aaE• 4 VGATE nn. •t .}•.• i~ice o„rssiv \. �. .� i 3�i�G7TJl/0 -1-c'.0 fIbZR16.' _..__._-.. 1536+ v 1535+00 . C ___ . _ . • . NT BA1 5lS- 31EQUIVA� AREA G.50 AC al ss»..v cl"va MAPLE VALLEY HIGHWAY PHASE 2 I-405 VICINITY \ S EAST DRAIN - - AGE. BASIN EQUIVALENT AREA -tG�RE 3 '• P ' ti IN 'NN O 11 ,_ -- --� - \ � ; i — —' \ .• 5i ``� �-�. :;•—. - -. � .-_ter --- _ 6 •• �X /' is - • .• . .V f .•r .•s• — •.• i '\ rr s __—__—_ ``` t ._ s ___ ---ate• _ \ i - `'s•''__ —. 9 fP •1 i..Fcp 1546+00 1547+00L�, EQUIVALENT BASIN ARE. = 0.45 AC 1548+00 ' ` PUE V �1 �"� A. I \`�`. 1549+0 155?'+ /� 00 i \, III i � '• —_'--"—'— — f�. ' DENSE eat.Kti , I' • — 7 /sr'',�/` / ' .��1 i ';,. Rcr "� r-- t 1 1` t° Fes. 1 s� •tzrw�s` Lj QT_ E lRLCS - -fl s L �`��"jab``+ a - `�c - + E�tJ. - I i . - ` I` ,D�I' ,� t Lt�i.} �•i '. .?.E. a 2 JE SW-5 MAPLE VALLEY HIGHWAY PHASE 2 - I-405 VICINITY '®'a.�`y„ `\���� •�•�� �'�.`��` �'yR �. � SCALE - WEST DRAINAGE BASIN . L ,=, 40 0 EET 40' 80, EQUIVALENT AREA r G09(E Appendix n: Construction ri,,,s 12" SO 5 LF SL=0.50z FA STPUL 0169(19) SEE RP2 FOR VAULT LOCATION 12" SO 5 LF SL=0.50Z STA. 1535+61 (441T) CB-141 TYPE 1 STORM VAULT & SAND FILTER ELEVATION TABLE 12" SD 10 LF SL=0.50 SEE RP2 FOR VAULT GE s1 03 54.10 A B C D E IF H i J K L ' LOCATION STA 1534+83 (43.41T) EAST VAULT 27' 16' 6' 8' 55.40 44.50 27' 12' 1 49.10 51.07 46.47 1 6.0' CB-140 TYPE 2-48" DIA ACCESS ' ACCESS WEST VAULT 10' 32' 6' 8' 49.00 41.00 25' 12' 1 49.50 1 47.60 43.00 G.E. 53.00 PANEL i PANEL F-- 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 C STORM ^ 2. ALL ACCESS MHS/GRATES & LIDS SHALL BE DESIGNED FOR H-20 LOADING. VAULT . O FILTER 27'x 16' 3. SEE DRAWING D02 FOR SAND FILTER DETAIL. n v.. VAULT I.E. 51.0 d 27'x12' 4. GROUT ACCESSES TO BE FLUSH WITH PROPOSED GRADE. a. m $. -- .---- A --�6 d• .._46.97 I.E. 51.00 z (O °. d v o SCALE INSIDE LENGTH r r -- --'---- - "-'v--- '--- v - 4 _ .v SEE PLAN FOR INLET 10 0" N w v" °' ° 8. d ° ay. ° Q` ° LOCATIONS TOP SECTION 'o c/) v.- SD SO SD SO SD 10 0 10 20 o ice- - --- ILL I FEET --- ----- ILL ILL � CLEAR ACCESS CLEAR ACCESS 6 II = NOTE: SOUTH WALLS OF VAULT WILL BE G.E. 55.50 INLET FLOW II w Z 0 EXPOSED. GRADE TO COVER AS MUCH AS PRACTICAL EAST SAND FILTER AND STORM VAULTi I -DIVIDER WALL = 24" DIA. CLEAR ACCESS--' I I ut o II ow 3 111 12" STORM I Y _ ORIFICE PIPE I I Q 1549+03 94'RT \k, ♦ / I I TYPE 1L LLI (W/ INVERTED ' -1 G.E. 49.05 d I.E. 47.87 --- II 1 \ SO --- a-Q 11' STA. 1550+26 (51'RT) iNo INTERNAL BAFFLE FOR \\, CB-144 TYPE 2-48" DIA. 10'-0" I MIN STA 1549+58 96'RT) FLOW PATH EXTENSION W1 VANED GRATE UNLESS OTHERWISE SHOWN C8 TYPE IL CLEAR ACCESS G.E. APPROX. 49.5 BASE SECTIONPLAN VIEW SEE SHEET DD2 \ G.E. 49.37 APPROX. .�\, ADJUST TO GRADE ' G.E. 48.87 ACCESS (MATCH EXI E �•,y, I.E. 43.54 I.E. 47.60 ` PANEL SEE PLAN FOR OUTLET v 1 T STOR AC \�� NO. 24 X 4 CASTINGS LOCATION 1 / \ "v AULT 4 PANE 24" CLEAR ACCESS 5'x10" GRATED , V D\32 Ik 3 RISERS AS REQUIRED `o ACCESS PAN E .. �\ GALVANIZED STEEL LADDER ;a' = "E" 8" DI 53 LF SL=0.50% / ` 1. 4 2 Y - -- (2 PLACES) APPROX. G.E. 1 SAND FILTER �/ REMOVE---`�p -} - VAULT I.E. 43.50 EXIST SD Tr- DEPTH-- ---- - -- - -- -- - 25'x12' / �OUTLET PIPE ' 12" DI 4 LF S/=0.50%,1 -12" SO 44 LF S 30.507 INLET PIPE DEAD STORAGE INSIDE VAULT ` > / I "C" DEPTH "D" `�- I.E. 47.50 OIL/WATER SEPARATOR l 12" SO 8 LF SL-0.50R SEE DRAWING 002 w� SO w �- 12" SD 36 LF STA. 75 ('9 Rif) CLEAR ACCESS SL=O.SOR - TYPE 2 60" DW. BOTTOM EL "F 8 / G.E. H EX APPROX. LIDE. _ \ fI \ (MATCH EXIST GRADE) - -,_ - I.E. MATCH FL. (E W) e7- -BT (, 12"`50p8 LF SL= f�-(PLUGGING LE. 43.32 ,S'SW) EX. SD \\ SECTION A-A I.E. 47sg � .\ S0\\ STORM VAULT 12" SD 11 SL=OS OZ SD--->r------SD- SO- G N.T.S. t " < '\ STA. 1550+14 (110'RT) EXISTING CB TYPE 1 I.E. 44.95 W ,1 FIELD VERIFY \ MATCH EXISTING O� `\ 78" SD 10 LF ESL=3.70% 24" SD 64 LF SL=1.70% ' = v % o S j e �STA. 1550+25 (110'RT) ,-j REMOVE>� - \ f CB-146 TYPE 2-48" DIA. EX. SD \ MATCH EXISTING W SOLID LOCKING LID �.E. (APPROX. 42.17) ' Z ;\ G.E. � �•� Sv w \ I.E. 43 ( o � 7 I.E. 44.26.53 53 (E)E) \ J ' = WEST SAND FILTER AND STORM VAULT SCALE J. ElNa g CJ0.of WA 10 0 10 20 P ' a FEET - CITY OF CITY OFRENTON 3-10-06 s,o.a o ime MAPLE VALLEY HIGHWAY(SR169) s�oN017:EN�\�� � �>t� RENTON AL "b � DATUM IMPROVEMENTS:PHASE 2 Y EXPIRES: 11 25 e.1e �n, Plonning/Building/Public Works Dept. � DD1 W NO. REVISION BY DATE APPR "^ DRAINAGE DETAILS 9"" " Yl 68 A -NNNNAA ' FA STPUL 0169(19) Recessed Lift Pockets 1 a d iTj- 6'-B•Top Section r_�571- 6'-0"Vault a 15' Full 180' Open Notes: UV Co. 2-332P, Galvanized I iTT- i1 T-I 7. 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 Galvanized1171 — - _ Spring Assisted Door z CTO 2.CSiC ``�✓ A o cc o In 6'QUARRY SPAUS a (2"-4" SIZE) Q> GEOTENTILE FABRIC _ _ �!� — MAINTENANCE ACCESS ROAD a, a PLAN VIEW 4 Places Oia. Lift Insert N.T.S. 3� 4 Places In Top Section ' Cover Plate = and Frame r 3, 3�,0 1 1/2" Dia. Lift Hole Hold-Down III TOP zxs d \ TOP ELEVATION Each Side, 2 Sides For Coalescing Media leis-sro d \vim J J REMOVABLE 5'X10' j 24' DIA CLEAR ACCESS-1VENTILATION GRATE. 77 ' Manhole Access - - LU a ',. . .. ....:. ..: ... .. .. , _ Cover INLET IE OUTL ET I.E. J 12" RISER Inlet PipeQ -1-Outlet Pipith e l With Sampling T ee_ By mere w ------ o, o By Others 6" DRAIN PIPE O n 3 FLOW FROM II Manhole AE`overr 3 w STORM OEI I c ZVAULT 4' I I 12" NON-PEKE. PIPE Typical Installation Typical Installation I ' --- 6_DRAIN PIPE---------- I I Cover Half Open Cover Closed r' _ - 9LT BEND AND CLEANOUT PIPE PRECAST CONCRETE CURB COVER AND FRAME Sediment Weir Coalescing Media I it Retaining 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 STRUCTURAL. NOTES: INFORMATION NEEDED: GALVANIZED STEEL LADDER APPROX. EL- 1" 1. Concrete: 28 Day Compressive Strength fc- 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" • 12" CMP RISER, TO EL="J" 4. Design: ACI-318-02 Building Code ASTM C-857 "Minimum Structural Design INSIDE VAULT Loading For Underground Precast Concrete BASIC DESIGN INFORMATION: E DEPTH 1" ANCHOR TO WALL Utility Structures' INFLUENT CHARACTERISTICS: 5. Loads: H-20 Truck Wheel w/ 30% Impact Per AASHTO J 12• Oil Specific Grompera: 0.88 re: PLASTIC 8" CLEANOUT WITH WATER GENERAL NOTES: Operating Temperature: 50' LINE GATE TIGHT CAP GEOTEXTILE 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 ft min. Rise Rate INLET PIPE Supply and Install All Piping h Smmpling Tees Designed Per Washington State Department Of Ecology F 12' UP ALL 1 5 CLEAN SAND_ Grout In All Pipes 700x AROUND BASE OUTLET PIPE p ys FLOW EFFLUENT COLLECTED ' OF VAULT Fill th Clean Water Prior To "Start ns Of S tem RATE QUALITY SIZE 9 VerifyAll BLockout Sizes and Locations BOTTOM EL="K" 170 GPM 10 ppm 60 Micron - Projected Plate Area = 44-4 Sq/ft Maximum Process Flow = 555 GPM I I I=1 I I I� I I I I 11=1 I I F]I' C—I 1 I—I I I-1 I'—i ill 1=ilf�ll-11—If=11f�1 I—I F -1 I_I' � �i I 8" DEPTH CSBCr- LEVEL SPREADER UTILITY VAULT COMPANY MATCH TOP ELEV 6" DRAIN PIPE NOTES: TO INLET PIPE INVERT P.O.Box 588 Auburn,WA 98071-0588 1. SEE DRAWING DD1 FOR ELEVATION TABLE. ' (SEE SHEET DDi) 2. ALL CLEANOUTS SHALL BE PLACED WITHIN - Auburn,lN/Wibomilk,all/Pleaxwrta�CA/Gbridlar,AZ/Farrtom,CA PROFILE A VALVE BOX. THE VALVE BOX SHALL BE 3 8" DEPTH DRAIN ROCK CAST IRON, 2 PIECE STRUCTURE. 9 660—CPS VAULT OIL WATER SEPARATOR SAND FILTER DETAIL N.T.S. ' E N.T.S. F P sb.3 � N,T,s, ��»' <y CITY OF RENTON �3-1Q--� Fa 6 irc •� CITY OF MAPLE VALLEY HIGHWAY(SR169) �� RENION IMPROVEMENTS:PHASE �EE DATUM c _DD2�C,E Planning/Building/Public Works Dept. ' EXPIRES: 11 25 NO. REVISION BY DATE APPR DRAINAGE DETAILS A-NNNNA FA STPUL 0169(19) v� CL d a (L ACCESS MANHOLE ' DER .61 ryh PROTECT W 72' DIA TYPE 2--,,,, Z 60' DIA TYPE 2 CATCH BASIN w CATCH BASIN o (n 12 S ' EL a } 1 �2 50 � 0 h w '?ACCESS MANHOLE J J > PROTECT ' LADDER W J Q 60" DI TYPE 2 CB STA 1534+64 (28.2' LT� 72" DIA TYPE 2 CB STA 1534+22 (24.5' RT) SCALE: 1'=3' SCALE: 1"=3' ACCESS MANHOLE y0 ' LADDER ryM S� 72' DIA TYPE 2--,, ROTECT 60' DIA TYPE 2 CATCH BASIN CATCH BASIN o EX 12 1 ACCESS MANHOLE 6 S PROTECT g � �.,ry ER ryh �• ABANDON ro x REMOVE TO INSTALL Nv � O 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' o 9 E E WA/N'cc�<0 y Z,�, N•-& p CITY OF CITY OF RENTON a-lo-cs -I` RENTON MAPLE VALLEY HIGHWAY(SR169) _ IMPROVEMENTS:PHASE 2 "..�DD3 � Planning/Building/Public Works Dept. EXPIRES: 11 25 QE �n N0. REVISION BY DATE APPR »� DRAINAGE DETAILS �* A-NNNN T. 23 N., R. 5 E., W.M. FA STPUL 0169(19) ~ STA. 1532+30 (35.0'LT) CONSTRUCTION NOTES: w ¢ C13-101 TYPE 2 48' DIA. ' \ 7 w o W SOLID.LOCKING D O2 CONSTRUCT PARnAI-CEMENT CONCRETE APPROACH TYPE 4 d ca n G.E. 55.60 STA. 1534+00 (28.2'LT) WITH PEDESTRIAN CURB, PER WSDOT STD. PLAN F-4. \ a< < .y CUT& RECONNECT EX. 2e SD CB-103 TYPE 2 48' DIA. MATCH EXISTING SIDEWALK AND DRIVEWAY GRADE. "''� a, F LE MATCH EXISTING= 46.60 3 �^ APPROX - VERIFY IN FIELD 23 REMOVE AND RELOCATE ROCK WALL AS DIRECTED BY THE p � G.E. 54.47 \ o IX ENGINEER (INCLUDED IN PROPERTY RESTORATION). ' o ..,EX _ CUi& RECONNECT . 24' SD '^°d FIE TCH IX�RIOT. 0 APPROX. O SAWCUT AND REMOVE OR PULVERIZE EXISTING PAVEMENT. ASPHALT coi o_ m +^ STA. 1532+30 (29.0'LT) CO 6 ADJUST UTILITY VAULT TO GRADE �������������������t��������t���� PAakwc f-,-<0 u, ,.,.. CB-99 TYPE 1 O z z I-z c� m G.E.54.98 PROP. R/W w w_ D, z O STA 1532+50 INSTALL HYDRANT, SEE DETAIL A BELOW. wwox <m I.E. 49.98 EASEMENT a a, w 10 6 12 O8 ADJUST VALVE BOX TO GRADE z ( zzz __ _ -_ �- m m m 2 ~z 13 14 /-48' LT _ 10 REMOVE CHAINLINK FENCE AND GATE AS REQUIRED TO w SS--�_ 1� r R/W _ _,c-- FILL---- --- LL-- -- -- Fl - - BP ----FILL CONSTRUCT IMPROVEMENTS. _ 0 12 VAULTS TO BE RELOCATED BY PSE o (A SS \ SS _ -- FILL�_ a >"' W _ - - _-_-- :�tl ' '"i, + 13 MAINTAIN AND PROTECT EXISTING TREES DURING ILL ILL ILL ILL '-ILL M CONSTRUCTION. _ 22' LT 10' 7 EXISTING 2_ 4 SD PIPE G G Ln W 14 MAINTAIN & PROTECT EXISTING STORM PIPE 0 - G G �_'�' T ----- ----�r----- 8� SS --$ 'r © CONNECT EXISTING STORM DRAIN TO CATCH BASIN. VERIFY ' = G G----�-C' SS c "" g (' IE PRIOR TO CONSTRUCTION. } SS BT SS BT SS BT 4 SL=56.30z a,�. 1 53 F-Z ® ADJUST MH TO GRADE. SEE PLATE DETAIL SHEET DD2 FOR 111 1533+00 - (n SPECIAL PLATE COVER ACROSS CURB LINE +00 1531+00 1532+00 _ - Q MAPLE VALLEY HIGHWAY (SR169) ~ - +- \� Z o ' w 28• ,� B GENERAL NOTES: Lij 1. SEE ALIGNMENT PLAN FOR ALIGNMENT INFORMATION. n- 26' Ri 4 28 RT --- CB-too C -10 =Ld Q ------ -- - U 2. PAVEMENT, CURB, GUTTER AND SIDEWALK SHALL BE ' - ---- DITCH - -- ------- - --- -- --- - - - F-- REMOVED AS REQUIRED TO CONSTRUCT THE Q IMPROVEMENTS AND AS SPECIFIED IN SPECIFICATION SECTION 2-02. --T -� - �- - ----> 11' DrrcH 3. SEE SIGNAL PLANS FOR SIGNAL ADJUSTMENTS AND -� IMPROVEMENT. ' DRAINAGE DITCH -- ---- ---- --- ---=� - 4. SEE SIGNING MANDOV ILLUMINATION PLANS FOR SIGN AND TRANSITION PROVIDE �� � LUMINAIRE REMOVALS, ADJUSTMENTS AND IMPROVEMENT. POSITIVE DRAINAGE //��C TO NEW DITCH eJ C� -/W -� DRAINAGE DITCH PER 5. DRAOF INAGE OFFSETS SHOWN ARE TO CENTER OF cGT RECONSTRUCT i--CLIP--- R- SECTION A SHEET RS1 EXISTING DITCH ro - 6. UNDERGROUND UTILITIES ARE KNOWN TO EXIST IN THE AREA F�EMENT +a OF CONSTRUCTION. THE LOCATIONS OF EXISTING UTILITIES J n F< SHOWN ON THE PLANS ARE APPROXIMATE AND DO NOT REPRESENT ALL UTILITIES IN THE AREA. 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. CENTERLINE PROFILE ELEVATIONS SHOWN AT 25' INTERVALS. 8. SAWCUT LOCATIONS ARE APPROXIMATE AND MAY BE ADJUSTED AS DIRECTED BY THE ENGINEER. 65 I o 65 EX. 8' w e �o I Io _10 LF 6" DI Y m + REMOVE EX. FIRE HYDRANT �;,W I ! w n INSTALL 6 90" BEND & BLOCKING 60 ! 1 $TA 1533+70 (29.0' RT) o M m STA 1532+90 (29. ' RT) <p SHACKE FH TO VALVE ' _-- 8-102 TYP 1 -Llf 117 6O ADJUST VALVE TO GRADE _ ! IXI NG GRADE << 574 G.E. 54.52 e .9 PRO POSED GRADE - I.E. 51.121 i I E. 50.58 --_ --_ - i I Q DETAIL A i --- ----- 55 -- ---- ;-o.3tz U) N.Ts. z_ 50 I I ' 12' SO 90 LF SL-0.6oz -� ' 50 EX. ' WATER 1 i i i Ll = I I 12' SO 18 LF f- SL-8.28z Q z i{ 3 � 55.85 55.76 SSJ67 55.59 55.51 55.44 5536 �55.28 � 55.20 ! 55.13 55. 5 TOC LEFT i I MED LEFT SCALE 55.92 5585 55 7 5.69 55.61 55.54 55 55.38 55.30 55.23I 55. 5 CL B I I ; C i , M . ED RIGHT i 55.86 5577 55 8 5.59 55.51 55.44 55 6 155.28 I 55.20 55.13I 55. TOC RIGHT 20 t0 0 20 40 E 1530+00 1531+00 1532+00 1533+00 1534+00 FEET t'-�' CITY OF' _ -"o" •-• CITY OF RENTON 3-to�s Cj Perteet�K 1°'� ,� MAPLE VALLEY HIGHWAY(SR169) �.. RENTON IMPROVEMENTS:PHASE 2 ,d �zszsznaoi,aooa,s.esro - ' 1 DATUM c nmcoeyr,K�,,..swbmo c� Planning/Building/Public Works Dept. RP1 ' EXPIRES: 11 25 a»ma.w,d„„ eam, ,,,,r,�,o„n., _ NO. REVISION BY DATE APPR r.� PLAN AND PROFILE a 14 66 NIAIAI ' FA STPUL 0169 19 STA. 07 TYPE (248" D) � T. 2 3 N. R. 5 E. W.M. � � CB-107 TYPE 2 48" DIA \ STA 1537+50 51'L W/ OPEN GRATE LOCATION TO BE STA 1536+08 (29.0'LT) 1- OW OFF ASSEMBLY L VERIFIED BY ENGI R 21 STA 1535+61 44' L CB-108 TYPE 2-48" DIA. I.E. 46.80 (W,SE) / CONSTRUCT APPR CB-141 TYPE i W/ OPEN GRATE e15' 1-BL CAP STA 1537+55 (29.0'LT) CONSTRUCTION NOTES: I.E. 47.26 (NW) SO/// ONLY G.F_ 54.10 G.E 55.14 \ 15 1-BLOCKING CB-111 TYPE 1 G.E. 55.75 1 ADJUST CATCH BASIN TO GRADE. CL� � I.E. s1.03 \\\\\\\\\\ \ \ \ `� I.E. s1.2z O d 12 70x2 12"SD 22 IF =0.55xX X' 49.00 (SE \ 1 EASEMENT \ O4 ADJUST MANHOLE TO GRADE CB-140 SAWCUT AND REMOVE OR PULVERIZE EXISTING PAVEMENT. FlLL 6O n- STA. 1534+42 .2'L SEE SH �T. DO 4 \ BUILDING \ __ --_--- �---- FlLL 19 FlLL REMOVE EXISTING 70 FILL FILL - go FILL10 PROP. I 9 LIGHT POLE 7O CUT CAP AND BLOCK 4" SERVICE LINE AT THE I.E. MATCH EXISTING _ _ . _ - � \\\\\\\\\\\\\\\ \\\ \\\\\\\�GATE 12' MAIN. _ (NW) .TO REMOVE CONCRETE RETAINING WAIL AND STEEL HANDRAIL CSTRUCTION .. .• ..•• - 10 REMOVE CHAINLINK FENCE AND GATE AS REQUIRED TO r _ • ` '.�: .\ \\\\\ \\\ �`\\ •\ + CONSTRUCT IMPROVEMENTS. w E 12" SD 147 SL 0.50 0 (0 ro ` - r ILL /l 12- SD 147 LF SL=0. X � M CL 13 MAINTAIN AND PROTECT EXISTING TREES DURING CONSTRUCTION. ~ r + G 35 G L0 14 MAINTAIN & PROTECT EXISTING STORM PIPE. G RIS R TO BE RELOCATED Ifr- CL M S BT 4 1 + _ BT REMOVE BUILDING. ' o -- - 19 1536+00 _ __ --_- -_-- ----_ Z 17 REMOVE IRRIGATION BOX. - ------- ---------- - - _ -- --------------------- -------- _ Q 00 6 3' LT 6 - t T 8-_ - - RE POLE NG Q 19 ABANDON EXISTING PIPE. 12" So 80 LF MAPLE VALLEY HIGHWAY (SR169 lil yy SL=0.56x ® REMOVE CATCH BASIN. �_ 7� O 7' LT 19 Z Q Q 0 N W N CB-147 N J 21 CONSTRUCT CEMENT CONCRETE DRIVEWAY ENTRANCE TYPE 4 } Q Z BP BP BP BP BP BP Bp LIJ WITH PEDESTRIAN CURB, PER WSDOT STD. PLAN F-4. SEE w - BP BP BP 40' RT CB-142 ; CB-112 =LLj DRAWING NO DWI FOR DRIVEWAY PROFILE J _1 CB-104 r RT 4 �• U REMOVE EXISTING GATE. J L1J 1 i 33• t9 �• 6--------�- CB-109 ----- -- - - ----- ---- _ lll��� ---- --- - (n U - ----------- --- PRIOR TO CONSTRUCTION. DRAIN TO CATCH BASIN. VERIFY IE ' - - - - ------- ,- , Q CONNECT EXISTING STORM J Q �. .• FlLL FlLLILL 4 >• y ® REMOVE BOLLARD. LL�- D SO SO f A;' ;S - O REPLACE EXISTING CB WITH TYPE 2 CB 48" DIA. W/ SOLID Q 7 �-f-- LOCKING LID TO GRADE PER CITY STD. PUN, SEE SPECS. FlLL MAINTAIN EXISTING 14. ' CB-OB 53 14 1Y 19 14 o ITCH ® EAST SAND FILTER,ASEE RE INSIDE CORNER HORIZONTAL WALL VAULT ' ___ _ _ __________ _ LOCATIONS SHOWN 0 STA. 1535+17 (49.7'LT) C�-149 21 STA 1537+20 14 ® EAST STORM VAULT SEE SHEET DDT. HORIZONTAL VAULT 1 nJi CB TYPE 2 48" DIA R/Yf LOCATIONS SHOWN ARE INSIDE CORNER OF WALL 21 STA 1534+86 W SOLID Up STA 1537+50 51' CONNECT TO G.E. 55.20 1-12"X72"TEE (MJxFL) ® INSTALL ELASfOMERIC BEARING PAD AT THE DIRECTION OF THE ' EXISTING CB 1 ,r 12" SO 77 LF I.E. MATCH EXISTING 1-12" GATE VALVE (FLxMJ) ENGINEER. MATCH EXISTING n SL=0.5x = 52.08 APPROX. 1-BLOCKING DITCH + FIELD VERIFY PRIOR TO © PLUGGING EXISTING PIPE M CONSTRUCTION OREMOVE EXISTING PIPE. <Z STA 1534+ (31.3 RT, GENERAL NOTES: CB-104 TYRE 2 48" DV. SEE SHEET RP1 G.E.I.E. 49.093 STA 1534 22 (24.5' CB-147 TrPE 2 72" 0 A. I SEE DETA L SHT DD2 250' V C I p G.E. 54.6 65 Q I.E. N,S 7.35 1 + 65 + I.E. (E,W MATCH D0 G a = 47.25 - PROX. STA 1535+ 1 (41.0' RT, 0 + 00 P7 OELVERIFY ON PRIOR TO a CB-109 TYPE 1 + >: 60 Lc) FIELD VERIFY DEPTH G.E. ."> IX. 16" TER LINEIE 52.32 '�n STA 1536+ 1 (41.0' n SIN 1537+55 41.0' RT) m CB-142 E 1 -1 60 d! PRIOR TO CONSTRUCTI9N F� I N G. 55.53 Q � P OPOSED G E N EXI G GRADE I.E 52.56 N LE 53.03 Q ' UN w W U) ^ �W 55 U) uj -- -3 ---o.a4x I - -- ---- ----- w 55 e Z MAINTAIN 1z"vEralcAl -- - ---- ---- Z J SEPARATION ROM 12" D 94 LF SL= .50x 12" DI 94 LF SL=O SOx 1 DI 85 LF$L=O.SOx J 5O - WATER UNE EX. WATER NE = 50 V12* ----- ---- - U ` Q SCaB•6x WAT RUNE POTHOLE7 1015 ( Q 3 ON 5/22/03 I ffff� TOP OF PIPE=51 44 12'SO021 LF A 1534+3a (41.0' RT) B-106 TYPE 2 48" DIA. W OPEN GRATE 'E. 54.34 I I E. (S) 47.34 ' IE. NW 51. 0 TOC LEFT 55 5 55 13 55 35 55.43 55.52 55.60 5569 55.79 55.89 55.99 56�09 56.20 56.31 56.42 56. 3 TOC LEFT MED LEFT STA 5345 R.82 37. MED LEFT SCALE s CL 5515 55 23 WATE U THO E ((r 5545 55.53 55.62 55.70 55�79 55.89 55.99 56.09 56119 56.30 56.41 56.52 56. 3 CL MED RIGHT ON 22 63 I MED RIGHT TOC RIGHT 55 54 95 TOP F g1P§g50.�5 55.04 5511 55.19 55.28 55.36 55145 55.55 55.65 55.75 551 85 55.96 56.07 56A81 56. 9 TOC RIGHT z0 1O 0 FEET 20 40 ' 1534+00 1535+00 1536+00 1537+00 1538+00 „ CITY OF RENTON 3-10-)6 M 4, 7 O CITY OF MAPLE VALLEY HIGHWAY(SR169) ��REGnEaE Perteet- kw -� RENTON L EHG� zs:- re I_� DATUM IMPROVEMENTS:PHASE 2 y EXPIRES: 11 25 E�•,eu -„ ,; ,900 cIe �_. Planning/Building/Publ'ic Works Dept. -Rp2 ' NO. REVISION BY DATE APPR •^^� * � PLAN AND PROFILE is"M A-Nnininl ' STA 10+55 END PLANING BITUMINOUS PAVEMENT FA STPUL 0169(19) MATCH EXISTING T. 23 N., R. 5 E., W.M. STA 10+45 BEGIN PLANING BITUMINOUS PAVEMENT EXISTING ABANDONED STA CURB ANDGurrER ,�, SEWER A L W ' CONSTRUCTION NOTES: (n END CEMENT CONC. o BEGIN HMA SIDtIV B WALL PLAN AND (n i - BEGIN E 6 EYTRUDED CURB O4 SAWCUT AND REMOVE OR PULVERIZE EXISTING PAVEMENT. I EL TIOM SHEET S-2 STA 1538+65 38-5'LT-40.5'LT END CEMENT CONC. SIDEWALK ' MAT EXISTING SIDEW A MATCH EXISTING , O ADJUST MANHOLE TO GRADE A 1540+42 (29-0' \\\\ \ STq- 15 1+59 ( 9.0'LT) W STA 1538+54 38-5'LT-40.5'L STA 1539+02 (29.0'LT) o -I" TYPE 1 SIDEW A. CB-113 TYPE 1 I 57.01 N I \ \ 8-159 TYPE 1 O7 STA 1538+46 INSTALL HYDRANT, SEE DETAIL B BELOW. 7.54 G.E. 56.40 In 52.62 3 92 O ADJUST VALVE BOX TO GRADE. PROP. R/W 4 I.E. 51.96 STA 154 +45 3 '1 1E ",_ "..P_ "" X 9 REMOVE CONCRETE RETAINING WALL AND STEEL HANDRAIL EASEMENT--- I A NK FE E TYPE 6 \ BUILDING \ ....._ .... O ------- Fl - -_ - TCH ISTING \ -- \� 10 REMOVE CHAINUNK FENCE AND GATE AS REQUIRED TO REMCNE CONSTRUCT IMPROVEMENTS. PROPANE +7 'F' Il$JG 0 \ \\\\\\\\\\\\\ 17 X TANK � LT I 5 L 12 r!\ VAULTS TO BE RELOCATED BY PSE. mu z (0^ - PLAN L-2. SEE DETAIL ON SHT S-2. E 6 PER WSDOT STD. ^�, - l ..� �-� ...�.. ..�-. ' 6-< S 9 SS SS O 16 INSTALL COATED CHAIN UN N --� - - STA 3 32 L F 1 + 17 RELOCATE IRRIGATION BOX. a } (� 10 8qµ 10 5�32 LF 4 ( 6 G �• 19 ABANDON EXISTING PIPE a LO L0 I ILL FB I IL 8 9 P ® REMOVE CATCH BASIN. S= 30 () CONNECT EXISTING STORM DRAIN TO CATCH BASIN- VERIFY IE 0 Z� - BT U-BT _ _;- BT -_---BTj _- - -- _ - _ _� - _ - - - Z PRIOR TO CONSTRUCTION. _ - - --_ ISLAND PER DETAIL 0 ON _ Q ------------------- SL= © CH6.CONSTRUCT RAISED TRAFFIC SIDEWALK RAMP TYPE PER MAPLE VALLEY HIGHWAY (SR169) T -T W w o ; 1 70•LF 0 50X w CONSTRUCT CEMENT CONC B P J of Q Z N 70•LF SL=0-50X 4 RT 4 ✓, Z Q WSDOT STD. PLAN F-3a. Q J BP---- BP 19 J Lli a PROTECT AND MAINTAIN EXISTING RETAINING WALL DURING w 6P BP 4 BP 40. RT =w CONSTRUCTION. W w= C -114 3 - CB-116 J N U --19 49 CB-14 -W W -1 0 "N ® UTIUTY RISER TO BE REMOVED (BY OWEST). Q -- - ----- ----- - - --- ---- - --- ----- - ---- --- ----- ---- - ------ -- ------ O REPLACE EXISTING CB WITH TYPE 2 CB 48" DUl W/ SOUD Q _ = .D - .' FILL LOCKING UD TO GRADE PER CffY STD. PLAN, SEE SPECS. C - .a.. ..-.......,p-. ' - G , 1 SO + ® REMOVE EXISTING WALKWAY AS DIRECTED BY THE ENGINEER. _ _ Fl _ _ CONNECT TO EXIST. STA 1539+30 .5' �' (RAISE STRUCTUR NEEDED) ® SPCIAL PLATE COVER ACROSS CURB UNESHEEf DD2 FOR e SIDEWALK AP MAINTAIN EXISTING PROTECT AND -DAYLIGHT EXISTING F NG DRAIN ® INSTALL ELASTOMERIC BEARING PAD AT THE DIRECTION OF THE _ MAINTAIN EXISTING_- _--- - -- STA 15=9=3=5=.5�____ -__- _ - - DRCH GUARDRAIL IX. C8-3711 52 RT ENGINEER. SIDEWALK AP. G.E 54.24 LE 51.79 ® MANHOLE TO BE ADJUSTED BY PSE STA 1538+67 48. 'RT-50-5'RT STA 1539+50 48.5'RT-52.5'R SIDEWALK A.P. SIDEWALK A.P. MAINTAIN IX --- DEN; 30 REMOVE EXTRUDED CURB. ' STA 1538+67 48.5'RT-50.5' R/W O INSTALLDITCH WATER SERVICE RELOCATE WATER METER AND BOX AND CONNN ECT TO EXISTING SERVICE LINE.SIDEWALK A.P. S169� +786� 169R539+76 GENERAL NOTES: CEDAR RNER PARK STA 10+00 SEE SHEET RP1 r a O O REMOVE EX. HYDRANT 65 + 65 N EMEND B' Cl WITH 20 LF 8' DI STA 1541 62 (41.0' + INSTALL 1-8'x6'TEE (MJxFL) 00 STA 1 8+47.62 ( .4'RT) STA 539+50 (41 0' RT) STA 1540 42 (41.0' CB-120 E 1 N LU 1-8' PG N7 WATERLINE POTHOLE] 1014 4 CB-1 6 TYPE 1 CB-143 E i G.E. 57,3 1-H GATE VALVE (FLxMJ) STA 1538+ (41.0' RT) ON 5/ 2/03 G.E. 6.37 G.E. 56.84 I.E 53.57 1-HYDRANT ASSEMBLY 60 r- CB-114 E 1 TOP O PIPE=52-7 I.E. 5 -03 I.E. 52.97 pROPO ED GRADE 60 2-BLOCKING Q I.E. 53.45 ISTING GRAE E Q �- 0.44% (n --- ---- ----- ---- ---- ----- --- ---- TAIL 55 ---- ----- ---- --- ---- --Lli - ----- - ---------- L720_- SL=0.50X N.T.S. 9 Z 1 Y DI 16 LF SL- .50X Z 50 2 _ ST 1539+86- 43.8' 50 5) 48 0 5/22/03 Q EX. 16 WATER LINE T OF PIPE= 3.33 Q FIELD RIFY DEPTH LE=51.83 PRIOR TO CONSTRUCTION Z TOC LEFT 56 53 56.64 56.75 56.86 5697 57.08 54.17 57.20 5725 57.30 57.39 57.51 57 62 57.73 57.84 57.95 58.(8 TOC LEFT MED LEFT 58.03 58.14 58.25 58 36 58.47 58.58 58.69 58.10 MED LEFT CL 56 63 56.74 56.85 56.96 5707 57.18 57.29 57.40 5751 57.63 57.74 57.85 5796 58.07 58.18 58.29 58. CL s 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 57.73 57.84 57.95 58.(6 TOC RIGHT ' a 1538+00 1539+00 1540+00 1541+00 1542+00 20 10 0 FEET 20 40 J. E/iy,�, G0. WA y FCO �0 CITY OF RENTON 3-10-06 CITY OF `r wLc � MAPLE VALLEY HIGHWAY(SR169) GIST, °�`' Perteet -� RENTON ff��Vdl EMG� "��1aA IMPROVEMENTS:PHASE 2 .azsz-naoi iaooaise5ao I=-i DATUM Planning/Building/Public Works De t �cRP3 c = EXPIRES: 11 25 Cv°"w,yA„�=` a 900 Ci �¢YDept. - °" NO. REVISION BY DATE APPR PLAN AND PROFILE 16 E6 A NNNN A F- mT. 2 3N., ., W.M. FA STPUL 0169(19) J ~ Y N J CONSTRUCTION NOTES: u� J J Z i7 I ro J ° h w 4O SAWCUT AND REMOVE OR PULVERIZE EXISTING PAVEMENT. CL d w O1 e ~ 0 �� STA. 1544+49 (38.0'LT) O REMOVE CONCRETE RETAINING WALL AND STEEL HANDRAIL a PARKING N F'0. w w� CB-121 TYPE 1 CONSTRUCT PLANTER a� a '° ( T) 18 INSTALL COATED CHAIN LINK FENCE TYPE 6 PER WS00T STD. w ,r cA •a ,r•• G.E. 57.18 STA 1546+00 38.0'L ASPHALT 3 c0i w °T '° g I.E. 53.68 SEE LANDSCAPE PLAN LS1 PLAN L-2. SEEP DETAIL ON SHi. S-2 z z z CB-123 TYPE 1 azz aiiwzw aw 2 o G.E. 55.30 0 4 R/W }-ii w w m a m m m� WALL PLAN AND �\ I.E. 51.80 19 ABANDON EXISTING PIPE ELEVATION SHEET S-3. 1�/ REMOVE CATCH BASIN. '---------------- --------- Q CONSTRUCT RAISED TRAFFIC ISLAND PER DETAIL D ON DWG CH3. w 'SS.".. e ® PROTECT AND MAINTAIN EXISTING RETAINING WALL DURING z (D �SS O CONSTRUCTION. w 00 SSss O ® UTILITY VAULT TO BE ADJUSTED TO GRADE (BY OWEST). c3 + STA 1542+79 (39 cl) ' LT) 41 12' SO 151 LF SL-1.257G + ' a 18 9 (0 L0 ® INSTALL 90 LF OF 12' DI WATER MAIN. SLEEVE WATER MAIN (V WALL 1 R=3' �a WITH 27 LF OF 22' STEEL PIPE UNDER RETAINING WALL AND oifu& 154Z+ B FB FB TB FB FB �R ACROSS R/W LINE. CONNECT WATER MAIN TO EX. 12' Q A 65 (33' LT) = F��_ ILL IL - ILL ILL ILL. ® INSTALL BEAM GUARDRAIL NON-FLARED TERMINAL, PER Q 1545+00 15 Q Z WSDOT STD. PLAN C-40. = Z r- I- - - - - - - - _----- _---- _ - - I'•-'j 41 INSTALL PRECAST CONCRETE BARRIER TYPE 2 FROM STA -�- - - 7 1542+68 (30'LT) TO STA 1543+70 (40TT) WITH 10.1 FLARE U-' - ----- - -------------------- ------ - --_- Q RATE INSTALL TERMINAL BARRIER SECTION. BARRIER SHALL W Q --------- W REMAIN IN PLACE AFTER COMPLETION OF PROJECT. of Ld �4' RT d �6' RT 4 MAPLE VALLEY HIGHWAY (SR169) 6' Rr ------ zoz o j JLd J J W2 �' 4 =w Q V)� w w w ao' RT ce-122 �V GENERAL NOTES: -----w ---- - Q SEE SHEET RPI Q ----- --- ------------------------ ---- WALL -� W W.' STA 1543+77 BEGIN TAPER 42 Ri 14 19 STA 1542+31 1-12'x12' TEE (MJxFL) 1-12' GATE VALVE (FLxMJ) �- ___--- R-_ __ NSE TREES 1-BLOCKING DENSE BRUSH _ DENSE BRUSH ' 70 I 460' V.C. O 70 O 0 O 0 + + (D 65 (� N +� I L 65 _ Lo J ~Lo FE N w J 5 60 Q 0 PROP SED GRADE a w ~ 60 J e N V, w ---- 55 z ---- ----- ----- --- -J 55 12' SO 151 LF SL=1.35% U 50 F- f I ! < 50 ' Q STA 544+50 (45 7' FM CB-iV_2 TYPE 1 G.E. i7.DO 5i s I.E. .50 Z TOC LEFT 58 06 58.16 58.24 - 58.281 5828 58.26 58.21 58.13 58 02 57.87 57.69 57.46 57120 56.91 56.59 I 56.23 55J 4 TOC LEFT MED LEFT 58 0 58.90 58.97 59.02 59 2 59.00 58.95 58.87 5876 58.61 58.43 58.20 57 7 I57.65 57.33 56.97 56. 8 MED LEFT SCALE c 58 IL MED RIGHT 58 4 58.94 9.02 9.06 9 66 59.04 58.98 58.89 5876 58.60 58.41 58.18 57 42 157.62 57.28 I 56.91 56. 1 MED RIGHT TOC RIGHT 85 6 58.16 58.24 58.28 5828 58.26 58.20 58.10 5795 57.76 57.53 57.28 5710 156.68 56.33 1 55.95 55. 4 TOC RIGHT 1542+00 1543+00 1544+00 1545+00 1546+00 20 10 0 FEET 20 40 sJ. El�yr � CITY _OF CITY OF RENTON 3-lo-os o R 24043 MAPLE VALLEY HIGHWAY(SR169) GIST ��� Perteet �. �o REN10N IMPROVEMENTS:PHASE 2 4nzsz-noo »oo-eisasro I 1 OATUM a EXPIRES: 11 25 E,„"A900 fE• Planning/Building/Public Jlorks Dept. �5RP4 NO. REVISION BY DAZE APPR PLAN AND PROFILE 17"'M A-NNNN ' T. 5 E. W.M. MAPLE VALLEY HIGHWAY SR 169 FA STPUL 0169(19) F- m STA 1549+38.31- ~m m m PROTECT R � � TESTING ` 1-405 RAMP STA 273+16.78 F � „°i� c CONSTRUCT PLANTER A. 1548+75 (43.65'LT) n 1 W . , ti SEE LANDSCAPE PLAN _128 TYPE 1 ® 13 �:� CONSTRUCTION NOTES: ' Cn w Z - p lSt AND LS2 'E. 50.06 wm S �a �-- o I. .O m m Ol ADJUST CATCH BASIN TO GRADE u v a�-% �"' STA. 1547+49 (40.5'LT) STA 1548+40 13 n" +2 + +^ i w WALL 2 CB-127 TYPE 1 r ,+" O4 SAWCUT AND REMOVE OR PULVERIZE EXISTING PAVEMENT. d <� +l +wlw w SEE WALL PLAN AND G.E. 52.31 END CEMENT CONC. +o N d nw w v PROFILE SHEET S-4. I.E. 48.81 TRAFFIC WALL (55'LT) 8 12 ADJUST UTILITY VAULT TO GRADE Z c� SEE DETAIL Z <o� ' SCONSTRUCT EE LANDSCAPE a a a a DRAWING RD1 8 w �S © ADJUST MANHOLE TO GRADE. PLAN LS1 m m 8 Q ADJUST VALVE BOX TO GRADE 43 -----� ---- -- ------ -- ------- - 4 •` CONIC. SIDEWALK RAMP TYPE 2A PER TELO R ----rf SI 0 t 1 WSDOOTT CONSTRUCT CEMENT F 3B. 51 VAULTS TO BE RELOCATED BY PSE G + 8 12 Z 8 0(D 13 MAINTAIN AND PROTECT EXISTING TREES DURING ST L0 CL CONSTRUCTION. N w ( 11 19 -.__12_t0 t� 3 _ 9 r B ul W- o [n 0 2' D 150 LF SL=1.99z 8 ST BT F FB-- -- N -------- r- 14 MAINTAIN AND PROTECT EXISTING STORM DRAIN. ' a } + F I ILL- REMOVE EXISTING TRAFFIC ISLAND. Q -*0 -- ----- STA. 154 +12 (2.5'RT) 29' LT 19 Q Z 0-.q- till12" SD 47 LF S 0 CB-130 E 1 - 1Y ABANDON EXISTING PIPE �j af L0 I 1 SO 36 LF G.E. 50.3 (n I 18, LT S=2.00z I.E. 47. Q ® REMOVE CATCH BASIN. L7 +00 1547+00 15 +00 ors 1549+0 W w 21 CONSTRUCT CEMENT CONCRETE DRIVEWAY ENTRANCE TYPE 4 ' a: Z - - - - - - - - - - - Z WITH PEDESTRIAN CURB, PER WSDOT STD. PLAN F-4. SEE a, - ---- ------------ J w DRAWING NO DWI FOR DRIVEWAY PROFILE. (Pg. RP-B). w - �a --- `8' RT MAP 3 SIG U� Q �B��T RAISED TRAFFIC ISLAND PER DETAIL D ON DWG > J 4 --- 13' RT S T I'- © CONSTRUCT RAISED ISLAND PER DETAIL E ON DWG CH3. SO 39 LF 18 Q 8 CONSTRUCT RAISED ISLAND PER DETAIL F ON DWG CH3. + (3.51M 3 W LIJ= STA 15 75 C -126 CB-129 TYPE 1 B_ 1 L 0.607G d (n(J 18 G. 43' 42' RT CB 132 ® REMOVE EXISTING WOOD WALL. ' Q --- 12" SO 6 LF SL=1. % 48' RT I.E. 46. 8 50. RT N Q 41' CB-125 � 50 ■ $p ® RELOCATE UTILITY VAULT/RISER (BY OTHERS). L/-" �� - 3D REMOVE BOLLARD. -------- - - ---- 1 ----- -----------\ 43 CONNECT WALL DRAINS TO EXISTING CATCH BASIN. IL STA 1549+50. 8 \ O WEST.SAN L ILL ILL FILTER, SEE SHEET D01. HORIZONTAL VAULT ` 38 I 76.9 I LOCATIONS SHOWN ARE INSIDE CORNER OF WALL. S ' - - SD SD I INSI O N v I 14 11 10 5 D m S �� INA 155.ROOR59 70.1 ' O LOCCATIONSRSHOWNTAREEINSIDEE CORNER SHEET DDI. OOF WALL,RIZONTAL VAULT A 31 REMOVE AND REPLACE EXISTING CURB AND GUTTER. 1 50 1 1 4 I - AgATOR �\ I O REMOVE AND REPLACE EXISTING ASPHALT SIDEWALK ` -- ------- 21 O END TAPER RT ` 44 I ® REMOVE AND REPLACE EXISTING RAISED TRAFFIC ISLAND PER END CEMENT I C. CURB, IN I E 2 I DETAIL H ON DWG CH3 TO ACCOMMODATE CONSTRUCTION OF GUTTER AND SIDEWALK � 11 STA 1349�5240 -- INSIDE ER I MATCH EXISTING I 101.50' ,� I VAULTS. BEGIN PLANING } Y S 48 ST 549+80.49/02 BITUMINOUS PAVEMENT `� m INSIDE CORNER I IDEC!,� R ' 7 9 17, ---- - - 46 INSIDES ORNER -10247 ------ GENERAL NOTES: �IN --� - � � SEE SHEET RP7 B IN I ONC. CURB AND G R 0 MATCH EXISTING ' 4 V.C. 400' V.C. SEE SHEET DDt AND 002 FOR DETAILS NOT SHOWN 0 0 + STA1548+75 ( 2.0' RT) 0 '+' STA 1546 01 (53.2' + CB 131 TYPE 2 48" DIA 0 60 (D CB-124 TrPE 1 0STA 1547 03 51.0' W SOLID LOCKI 4G LID + 60 1-405 RAMP NE CORNER G.E. 54.9 <a CB-its E 2 48" W. CURB RETURN ELEVATIONS I.E. 51.46 �-m N I.E. 46.04 o TOP OF 1 STA 1549+74 ( 1.7' RT) Ln G.E 53.0 S J tl I.E. 49.36 + CB 132 TYPE 2 48' DIA. L0 CURB = e 55 Q a w ROPOSED GRADE '�r` W SOLID LOCKI G UD 55 T= 1 4 (-- - I.E. 43.75 Q 1 2 L= ' 9 (n - w PIPES HAVE Pfq ------ --- WATER GHT JOINTS (n 50 Z #:1_2­SD 102if - ----------SL= .00z ---- ---- - ---- ----- --- W 50 } -2.11X -0.765 -- Z 172 LF _ J EX. GAS LINE 12" SO LF 45 PIELD RIOR TO ICONSTR TION CB-1257 OE '56.6' ) EC SEWER LI E 12" p 9 55 U 45 Q G.E. 52.9 P IOR TO CONSTRUCTION---- I.E. !1 �-- 49.42 FIELD VE IFY DEPTH Q PRIOR TC CONSTRUCT ON ' o IX. 24' WATER LINE MNNTAN 12'VERTICA _7 SCALE 5 FIELD .RIFY DEPTH SEPARATI N FROM TOC LEFT 55 4 55.41 54.95 54.45 53 1 53.38 52.87 52.38 51 1 51.47 51.04 50.64 50 2 49.81 49.42 49.04 49. 2 MED LEFT 56 20 10 0 �� 20 40 ' 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 1 TOC RIGHT 55 55.09 54.62 54.11 53.12 52.73 52.22 51 2 51.58 51.34 50.90 51 0 150.91 1 50.85 50.68 50. 0 g 1546+00 1548+00 1549+00 1550+00 c, o CITY OF RENTON 3-10-oe H 24WJ E� �� irc CITY OF MAPLE VALLEY HIGHWAY(SR169) CIS EEN Perteet„.. RENTON IMPROVEMENTS:PHASE 2 - �zszsz-y naooaisasm � � DATUM 'Works Dept. RP5 ' c zroi cony CE Planning/Building/Public r ss ac su, P• EXPIRES: 11 25 E»..a w»h,yo,. NO. REVISION BY DATE APPR PLAN AND PROFILE to A-NNNN A ' T. 23 N., R. 5 E., W.M. FA STPUL 0169(19) a+o > v Q1 ENA D CEMENT CONC. CURB AND GUTTER (14' RT), CONS TRUCTION NOTES:p ¢ i END CEMENT GONG. SIDEWALK ADJUST CATCH BASIN TO GRADE. � . O ' END 8:1 TAPER (10' RT) O / Z CL BEG 2/ ING PLANING BITUMINOUS PAVEMENT d BEGIN OVERLAY SAWCUi AND REMOVE OR PULVERIZE EXISTING PAVEMENT. d STA 74+ 0 11 1 zd a END PLANING BITUMINOUS PAVEMENT / m OO ADJUST VALVE BOX TO GRADE. BEGIN FULL DEPTH PAVING eQ/ D N o a 0 a 11 CONSTRUCT CEMENT CONC. SIDEWALK RAMP TYPE 2A PER U z i Z a Z WS00T STD. PLAN F-36. 0o SO +o o Q ® Q ® tE REMOVE EXISTING TRAFFIC ISLAND. �Z� It 0zU m m STA 73+88 o f- + ��z 2 19 ABANDON/REMOVE STORM DRAIN. ' EGIN CEMENT CONC. um, z w v, u� 21 REMOVE EXISTING CONC. BARRIER AS REQUIRED TO w CURB h GUTTER _H m z9 EGIN CEMENT CONC. < P c� Q Q CONSTRUCT IMPROVEMENTS AND RESET BARRIER TERMINAL < O SI m a w w v v CONNECT BARRIER TERMINAL TO EXISTING BARRIER. T w T a © CONNECT EXISTING STORM DRAIN TO CATCH BASIN. VERIFY IE O 45' LT 3 N In m SO PRIOR TO CONSTRUCTION. a /LQh� 31 1 8 57 _ a) d' '� ® CONSTRUCT RAISED ISLAND PER DETAIL F ON DWG CH3.Q `� 19 /j/`- a �._— / 31 CONSTRUCT CEMENT CONC. SIDEWALK RAMP TYPE 4B PER _ 3 LTJ & S O TD WSDOT S . PLAN F-3E. FB �� / L ® REPLACE EXISTING CB WITH TYPE 2 CB DW W/ SOLID ' _ �� g5(� � \ LOCKING LID 10 GRADE PER CITY STD. PLAN, SEE SPECS. Z ` 155 00 I S3 155 00 ' J �� — _ 1552+00 _ — — Q a3' Rr a /e LE VALLEY �IGHWAY S'D GENERAL NOTES: C� 144 (SR 169) 41' RT ( SEE SHEET RPt SO ST 1550+13 / END HMA SIDEWALK IL END CEMENT UTTERCONC. SO CURB AND GUTTER \ MATCH EXISTING / W�--- SEE SHEET D01 a ELL ILL 1 I — ILL BT BT—�_, 5 SD Etll -9 sn OFF RAMP FOR N.B. 1-405 M E.B. SR-169 CURB RETURN ELEVATIONS TOP OF CURB A=5714'07' 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 48.44 60 + 400• V.C. i 60 O E LO ' E. FlELD RIFY DEPTH S 55 PRIOR 0 CONSTRUCTION• 55 Q SEPARATION FROM in ' I e (•— WATER -INE V) CB-144 < I ' 50 Lu SEE ow(. DD1 I w w 50 z --- I s � I — — ZR 45 = PROPOSED I G E 00 -- ---- ---- �- 45 ' ( EX. 16" WATER INE X+t EXI NG GRADE Q FIE D VERIFY D PTH n a I PRI R TO CON RUCTION '� S x�M z t TOC LEFT 49 2 49.17 48.01 48.52 27 I SCALE 3 MED LEFT CL 49 9 49.12 48.88 48.65 45 { MED RIGHT e TOC RIGHT 50 50.30 50.12 49.77 353 20 to 0 FEET 20 40 1550+00 1551+00 1552+00 1553+00 1554+00 CITY OF CITY OF RENTON 21M3 3-lo-oe ' irc MAPLE VALLEY HIGHWAY(SR169) _9 p �" "ECIST �` Perteet.- R E N TO N m s1j ""`,M, IMPROVEMENTS:PHASE 2 Planning/Building/PublicRP6 ��� E� �zszsz-naoi iaoo-e�sasm �_—i DATUM Works De CJE Dept. EXPIRES: 11 25 r--, UM1i�".I NO. REVISION BY DATE APPR PLAN AND PROFILE y 19 11;06 A-NNN 12' SO 5 LF SL=0.50X FA STPUL 0169(19) SEE RP2 FOR VAULT � LOCATION 12" SD 5 LF SL=O.SOX STA. 1535+61 (44'LT) CB-141 TYPE 1 STORM VAULT & SAND FILTER ELEVATION TABLE 12" SO 10 LF SL=0.50 SEE RP2 FOR VAULT .E'57401 A 8 C D E IF H I J K L 6 LOCATION STA. 1534+83 (43.41T) ,, EAST VAULT 27' 16' 6' 8' 55,40 44.50 27' 12' 49.10 51.07 46.47 6.0' ' fl -- 40 CB-1 TYPE 2-48" DIA ACCESS I ACCESS - WEST VAULT 10' 32' 6' 8' 49.00 47.00 25' 12' 49.50 47.60 43.00 6.0' CL G.E. 40 PANEL PANEL I.E. 46.92 CL NOTES: - 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 h LIDS SHALL BE DESIGNED FOR H-20 LOADING. 4 VAULT ■ D FILTER 27'x16' 3. SEE DRAWING DD2 FOR SAND FILTER DETAIL a VAULT I.E. 51. d n e 7 x12 4. GROUT ACCESSES TO BE FLUSH WITH PROPOSED GRADE. a- SCALE SEE PLAN FOR INLET INSIDE LENGTH 10-0' __-v-__ a 4 v -Q -.-- -- iv v w - v e ° e 4` < LOCATIONS TOP SECTION -.g of - LL =- SD SD so so 10 0 FEET 10 20 Q iLL iLL ILL I r P - ^ CLEAR ACCESS CLEAR ACCESS = NOTE: SOUTH WALLS OF VAULT WILL BE G.E. 55.50 INLET FLOW I I 0EXPOSED. GRADE TO COVER AS II ~Z MUCH AS PRACTICAL. EAST SAND FILTER AND STORM VAULT 2: 24" DIA. CLEAR ACCESS I DMOER WALL 1 Lu II o W II �� 3 12' STORM J Y �- ORIFICE PIPE I I 'tea m 1549+03 94'RT ` W • / II TYPE 1L / \\ ' w (W/ INVERTED GRATE) 11 J G.E. 49.05 r I --- IL I.E. I E. 47.87 II h' STA. 1550+26 (51'RT) 4-0 ' o INTERNAL BAFFLE FOR CB-144 TYPE 2-48' DIA. 10'-0" I MIN STA 1549+58 96.2'RT / 0. FLOW PATH EXTENSION W VANED GRATE AA CB TYPE 1L CLEAR ACCESS G.E. APPROX- 49. 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 I.E. GRADEI, I.E. 43.54 47.60 PANEL w\ SEE PLAN FOR OUTLET STOR AC NO. 24 X 4 CASTINGS LOCATION S �1�'AULT PANE ( 24 CLEAR ACCESS 5'' ` ' x10' GRATED x32' ly 3 RISERS AS REQUIRED o ACCESS PANNEL \\ E. 4 GALVANIZED STEEL LADDER � (2 PLACES) APPROX. G.E.= "E" 8" DI 53 LF SL=0.50X / I. 4 1 SAND FILTER REMOVE �L( ........ �n VAULT EXIST SD"' �-- - ---- ---- -- - --�- - - - -� 25'x12' I.E. 43.50 12" 01 4 LF S/=0.50X -12" SD 44 LF S 0.50 O INLET PIPE - OUTLET PIPE DEAD STORAGE INSIDE VAULT / DEPTH "C' DEPTH b" `r I.E. 47.50 yo OIL/WATFJ2 SEPARATOR t 12 SD 8 LF SL=0.50% NN w r. A STA. 15 BOTTOM EL="F SEE ORA ING DD2 N SD 12" 36 LF y .._,:_.. ..::..;,.. -"•`. ' CLEAR ACCESS SL=O.S.5 OX - TYPE 2 60' DIA - G.E. 48.84 APPROX. c D (MATCH EXIST GRADE) _E_ 46.10 87 12' 8 LF SL= I.E. MATCH . (E,W) - I.E. 47.58 j EX. SANG O I.E 43.32 ,S,SW) SECTION A-A et 1z" sD 11 SL=0.50X SO SO- STORM VAULT SO SO so N.T.S. � STA 1550+14 (110'RT) EXISTING CB TYPE 1 0SI.E. 4 . 4.95 W FIELD VERIFY MATCH EXISTING cl, >€ 18" Sp 10 LF L=3.70X 24 SD 6\ISL .70R STA 1550+25 (110'RT) REMOVE / CB-146 TYPE 2-48" DL4 E)C SO MATCH EXISTING 8 W SOLJD LOCKING LID I.E. (APPROX. 42.17) Z G.E 50.40 S9 ' I.E. 43.26 (S,W)I.E. 4-4.53 (E) SC WEST SAND FILTER AND STORM VAULT SCALE J- EiNF e e¢o F!o 10 0 10 20 FEET @ 1•"io' °''�"' :: CITY OF CITY OF RENTON 3-TG-06 _ 9� ,gF21M3,`p 4`r w1C � MAPLE VALLEY HIGHWAY(SR169) _ CIST RENTON -2 1- �5�9� '""`un I oc=� DATUM IMPROVEMENTS:PHASE DD1 21.-y A"w.,s�,m soo � � I Planning/Building/Public Works Dept. EXPIRES: 11 25 e..m,.w.w eazo, DRAINAGE DETAILS -.�.�'M `b N0. REVISION BY DATE APPR �"'�'�' A-NNNNAA FA STPUL 0169(19) 1 Recessed Lift Pockets y 6'-B"Top Section n- ITS iT�- 6'-0"Vault a 15' Full 18P Open I_j--I Notes: rffVUV Co. 2-332P, Galvanized 1. Designed For Pedestrian Traffic Only Diamond Plate Cover / I I -T�T�- 2. Cover And Frame To Be Installed As One Not Disassemble) I 3. Finish: Hot-Dipped Dippipp ed Galvanized / / Spring Assisted Door >N (� 2" CSTC `\G/ / A I A oo o 6' QUARRY SPALLS a (2"-4" SIZE) \ QGEOTEXi1LE FABRIC \\ L MAINTENANCE ACCESS ROAD 3: 6 PLAN VIEW 3/4" Die. Lift Insert 'y 4 Places In Top Section N.T.S. Cover Plate = and ram d 3` '��,0 1 1/2" Die. Lit Hole Hold-Down ' c,,,,-za•, V. 1 Each Side, 2 Sides For Coalescing Media W � TOP ELEVATION J may/ Q 24" DIA CLEAR ACCESS REMOVABLE 5'X1O' _ > VENTILATION GRATE. _ Manhole Access _J cover \ INLET I.E. _ OUTLET I.E. ' J _ 2 RISER With S _- - in Te 1 QInlet Pipe -Outlet Pipe amByyinOthers With Sampling e -�- a o By Others Aw ' 3 FLOW FROM -------------------- - O Manhole Aess II -over 3 w STORM 0 VAULT I I 12" NON PERF. PIPE o rn 4, i l Typical Installation Typical Installation 1 II ', Cover Half Open Cover Closed w _ 6" DRAIN PIPE 90' BEND AND CLEANOUT PIPE n v CURB COVER AND FRAME d n. PRECAST CONCRETE Sediment We Coalescing Media it Retaining 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: E GALVANIZED STEEL LADDER APPROX. EL- 1" 1. Concrete: 28 Day Compressive Strength f'c- 4500 psi Top Of Separator Elevation: 49.05 (2 PLACES) 2. Reber. ASTM A-615 Grade 60 Inlet Pipe Size: 8" 3. Mesh: ASTM A-185 Grade 65 Outlet Pipe Size: 12" 12" CMP RISER, TO ELF"J" 4. Design: ACI-318-02 Building Code ASTM C-857 "Minimum Structural Design INSIDE VAULT Loading For Underground Precast Concrete ANCHOR TO WALL Utility Structures" BASIC DESIGN INFORMATION: - DEPTH "L' 5. Loads: H-20 Truck Wheel w/ 30% Impact Per AASHTO INFLUENT CHARACTERISTICS: 12 Oil Specific Gravity: 0.88 PLASTIC 8" CLEANOUr WITH WATER GENERAL NOTES: Operating Temperature: 50' LINE GATE TIGHT CAP GEOTEXTILE 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 ft/min. Rise Rate 'n INLET PIPE , ,..:, Supply and Install All Piping & Smapling Tees Designed Per Washington State Department Of Ecology 12" UP ALL 1 5 CLEAN SAND - OUTLET PIPE Grout In All Pipes 100% AROUND BASE -1 H t I Fill With Clean Water Prior To 'Start-Up" Of System FLOW EFFLUENT COLLECTED Verify AlBLockout Sizes and LocationsRATE 5 OF VAULT ty 110 GPM QUALITY ALlim 60 SIZE C PP BOTTOM EL="K" Projected Plate Area = 444 Sq/ft Maximum Process Flow = 555 GPM rs �1-11�11-11H11 11I=' - HIHII�I�111�11�"- IIF� I I 8" DEPTH CSBC 1 I— ' LEVEL SPREADER MATCH TOP ELEV 6" DRAIN PIPE NOTES: PO IBo.55888VA��.COMPANY TO INLET PIPE INVERT 1. SEE DRAWING D01 FOR ELEVATION TABLE. Wn,1N/MiLwwWe,OR/Pkoxwdnn CA/Chondlr,AZ Fa/ ,fmia,CA Z (SEE SHEET DDl) 2. ALL CLEANOUTS SHALL BE PLACED WITHIN A 8" DEPTH DRAIN ROCK PROFILE A VALVE BOX. THE VALVE BOX SHALL BE CAST IRON, 2 PIECE STRUCTURE. 660—CPS VAULT OIL WATER SEPARATOR SAND FILTER DETAIL N.T.S. N.T.S. ��� J. E/iyc•�o F "° "' CITY OF CITY OF RENTON a-io-oe �° z�o,3 w�c wT� � MAPLE VALLEY HIGHWAY(SR169) _ ' offs/�AAI EHG\� _ Perteetrc. � RENTON IMPROVEMENTS:PHASE Q 2zsac.- naoobussw I � DATUM Planning/Building/Public Works De t "DD2 c EXPIRES: 11 zs E::`°°"„�,; °°° c� .�a. P DRAINAGE DETAILS '°N0. REVISION BY DATE APPR �@ ' A-NNNN A FA STPUL 0169(19) 1 � ACCESS MANHOLE ' DER ° ry~ �} PROTECT w 72' DIA TYPE 2� iCATCH BASIN r DIA TYPE 2 CAT CATCH BASIN 'o (n 12 SD 1 0 y = 1.2 1� >- ACCESS MANHOLE SD }• W J 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: 1'=3' SCALE: 1"=3' t ACCESS MANHOLE y° LADDER N� G� SO DIA TYPE 2� ROTECT DIA TYPE 2 CAT CAT CATCH BASIN CATCH BASIN d- EX 12 SO � 1 ACCESS MANHOLE S PROTECT y \ �-, DER rye` ABANDON ro i s REMOVE TO INSTALL o O NEW PIPE ONLY IF NECESSARY 72" DIA TYPE 2 CB STA 1534+42 (28.2' LT) Ste, 1•-3' 60" DIA TYPE 2 CB STA 1550+21 (97.0' RT) SCALE: 1"=3' S F � � o NJ.& '�'� F CITY OF CITY OF RENTON 3-10-06 24043 0 R1C MAPLE VALLEY HIGHWAY(SR169) L EEN __ Perteet �s R EN TON IMPROVEMENTS:PHASE 2 �prQ'1 �szsz-nnoi iaroa+s-esw DATUM c 777 q �ry,,, CJE Planning/Building/Public Works Dept IMPROVEMENTS: EXPIRES: 11 25 E..wuw.s�. sexoi NO. REVISION BY DATE APPR DRAINAGE DETAILS a M-aa r A-NNNN i i i i