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02929 - Technical Information Report
�� /�� � O� N � Stoneway Concrete Redi-Mix Concrete Plant 915 Houser Way North Renton, Washingfon Technical Information Report July 19,2001 9i i� �• o S� ��Og �tA���i��.� � � ' O � cn ' L�'��C �4�q� ,_ slo�rAL�� -x��f�.cs 7��i 1�03 Selpeco Resources, Inc. Prepared for: Stoneway Concrete Prepared by: Craig Overly, P.E.. i:IIY� F{c:�� ' RECElu�`� JUL 2 x� :�� . �UfLDNVG Div�;,,�..� �',�9z 9 Stoneway Concrete Technical Information Report SECTION I- PROJECT OVERVIEW.......................................................................................................; lntroducfion................................................................................................................................................3 ExisfingConditions"................................................................................................................................3 ProposedDrainage System....................................................................................................................4 SECTION II- PRELIMINARY CONDITIONS SUMMARY....................................................................4 1990 King County Surface Wafer Design Manual- Core Requirements:........................................4 King County Surface Wafer Design Manual- Special Requirements:..............................................5 SECTION III -OFF-SITE ANALYSIS.......................................................................................................5 DownstreamAnalysis..............................................................................................................................5 SECTION IV-RETENTION/DETENTION ANALYSIS..........................................................................6 Runoff Control and Hydrologic Analysis................................................................................................6 SECTION V-CONVEYANCE SYSTEM ANALYSIS AND DESIGN..................................................7 ConveyanceAnalysis...............................................................................................................................7 ProcessSump Design.............................................................................................................................7 SECTION VI-WATER C�UALITY.............................................................................................................8 SECTION VII -BASIN COMMUNITY PLAN AREAS............................................................................8 SECTION VIII-OTHER PERMITS...........................................................................................................8 SECTION IX- EROSION AND SEDIMENTATION CONTROL DESIGN...........................................8 SU M MARY....................................................................................................................................................9 FIGURES.....................................................................................................................................................10 Figure1- Vicinity Map..........................................................................................................................10 Figure 2- Ringe!&Associates Parcel Map.......................................................................................10 Figure3-Plant Layout..........................................................................................................................10 Figure 4-Existing Drainage Patterns.................................................................................................10 Figure 5- Developed Condition...........................................................................................................10 Figure 6-. Storm Water Run-off Schematic.......................................................................................10 Figure 7- Downstream Storm Drainage System..............................................................................10 APPENDICIES............................................................................................................................................11 AppendixA-Hydrologic Analysis.......................................................................................................11 Appendix B- Conveyance Analysis.....................................................................................................12 AppendixC- Wetvau/t Design.............................................................................................................13 Page 2 of 13 9928resubmitdrainagereport.doc Stoneway Concrete Technical Information Report ..�_ . ._:v . . ,.....�.... ,.,.�r<.. ,�.. lntroduction This drainage report explains how surface and storm water runoff will be handled from the proposed Stoneway Concrete Redi-Mix Concrete Plant project located in Renton, Washington. The proposed site drainage system is designed in accordance with the 1990 King County Surface Water Design Manual (KCSWDM). The project site is located at 915 Houser Way North approximately 800 feet south of Park Avenue North. See Figure 1 for a vicinity map The project site is comprised of several parcels of land, which are identified as Parcels F, P, O and a 50-foot portion of Parcel L. The Parcel information was prepared by Ringle &Associates and is shown on Figure 2. The main portion of the plant will be located on the undeveloped northern half of Parcel F. The southern half of Parcel F contains an existing single-story office and warehouse building. This existing building will provide office and warehouse space as well as a possible truck maintenance shop and control room for the proposed project. The project is bordered to the north and east by the"HITCO" building (Parcel L) and to the west by Burlington Northern Santa Fe (BNSF) railroad right-of-way. The total project site area, including existing building and parking on Parcel F (0.7 acres), is approximately 3.6 acres. See Figure 3 for a plant layout. "Existinp Conditions" The existing site conditions for the project site are defined as those that existed prior to May 1979 since, to our knowledge, there are no existing drainage facilities on the undeveloped portion of the site that were constructed per approved permits. Our knowledge of the site conditions prior to 1979 is based on interviews with the current property owner and the development history of the adjacent properties. The adjacent properties were developed prior to 1979 and include Houser Way N to the east, the "HITCO" building on Parcel L to the north, the office and warehouse building located on the southern half of Parcel F, and the Burlington Northern Santa Fe railroad tracks to the west. The ' o�ce and warehouse building and associated parking on Parcel F currently drains by"tight lined" roof downspouts and catch basins to the City's storm sewer located in Houser Way North. In the past, the undeveloped northem half of Parcel F has been used for storage and is currently graded so that approximately half of the area drains by sheet flow to Houser Way N and the other half drains by sheet flow towards Parcel P and the BNSF tracks. Parcel P was previously used to access Parcels N, L and F by rail spurs from the main BNSF tracks. This area currently drains to a shallow swale that slopes north along the BNSF tracks and discharges to the City's storm sewer system located in Houser Way N. See Figure 4 for existing drainage patterns. All open areas within the project site are currently surfaced with compacted gravel although records show that a portion of Parcel P used to be paved. The underlying soil composition is composed of inedium dense to dense gravel fill in the top 2 to 3 feet with varying amounts of silt, sand and cobbles. Alluvial deposits consisting of loose to medium dense silty sand with varying amounts of gravel and organic matter are present below the fill along the western side of the site in Parcels P and O. Glacially consolidated deposits consisting of dense to very dense sand with varying amounts of silt, gravel, and cobbles and hard silt are present below the fill in Parcel F. Page 3 of 13 9928resubmitdrainagereport.doc Stoneway Concrete Technical Information Report Proposed Drainage System Storm water run-off will be managed in accordance with the"1990 King County Surface Water Design Manual" to meet the requirements of the City of Renton as well as the"Sand and Gravel General Permit"to meet the NPDES requirements of the Washington State Department of Ecology (DOE). The site run-off will be classified as either Process Water, Type 3 Storm Water or Type 1 Storm Wafer as defined by the DOE General Permit and will be determined and managed as follows: Process Water. Storm water that comes into direct contact with the project process areas and becomes contaminated will be managed as process water. Best Management Practices (BMPs) will be implemented to minimize the amount of storm water that is handled as process water. These BMPs include enclosing the concrete plant in a building, minimizing the footprint of the truck washout area and covering a portion of the truck staging area. The uncovered process area is about 30,000 sf(0.7 acres)and is identified on Figure 5. Storm water that becomes process water will be collected in a concrete lined sump and will be handled by one or a combination of the following methods: • use in the manufacturing process to make concrete, • treat and discharge to the sanitary sewer under a King County Wastewater Discharge Permit, or • transport off-site for disposal. Type 3 Storm Wafer. Storm water that comes into direct contact with areas outside the process area and subject to vehicular use will be managed as Type 3 storm water. These areas total about 69,700 sf(1.6 acres)and are identified on Figure 5. The site will be graded so that Type 3 storm water run-off will sheet flow to a curb and gutter located along the west side of the site. The curb and gutter will slope to the north and convey run-off to a water quality wetvault sized per the 1990 King County Surface Water Design Manual. The vault size will be increased by 50%to accommodate biofiltration swale requirements. Type 1 Storm Wafer. Storm water that is collected from roof areas will be treated as Type 1 storm water. Roof areas will include the concrete plant building, the silo headhouse and the covered truck staging/parking area. These areas total about 26,000 sf(0.6 acres) and are identified on Figure 5. Type 1 storm water run-off will be collected and "tight-lined' to the discharge end of the water quality wetvault. See Figure 6 for a schematic arrangement of the storm water management system for the s �� SECTION II— PRELIMINARY CONDITIONS SUMMARY 1990 King County Surface Water Design Manual- Core Repuirements: Core Requirement#1 - Discharge at a natural location (1.2.1): The majority of the existing storm water runoff discharges to the storm sewer located in Houser Way N at a point north of Parcel P. The balance, including the existing office and warehouse building, discharges to the same storm sewer system located in Houser Way N. and east of Parcel F. The proposed drainage system will discharge to the storm sewer located in Houser Way N at the north end of Parcel P. The only exception is the existing office and warehouse building and associated parking area. These areas will continue to discharge to the storm sewer located in Houser Way N. and east of Parcel F. Page 4 of 13 9928resubmitdrainagereport.doc Stoneway Concrete Technical Information Report Core Requirement#2 -Off-Site Analysis (1.2.2): No evidence of drainage problems was observed during a field investigation of the downstream drainage system. Core Requirement#3 - Runoff Control (1.2.3): The site is exempt from peak rate runoff control because the post-developed peak runoff rate for the 100-year, 24-hour duration design storm is less than 0.5 cfs more than the peak runoff rate for the existing site conditions. See "Runoff Control and Analysis"for the hydrologic analysis. Biofiltration is required for this project since the impervious area is being increased by more than 1-acre. The biofiltration requirement will be achieved by increasing the size of the weNault by 50%. Core Requirement#4 - Conveyance System (1.2.4): This information is presented in detail in Section V. Oil/Water Separation is required and will be incorporated into the water quality wetvault. Core Requirement#5 - ErosionlSedimentation Control Plan (1.2.5): The project will construct a series of sediment controls to address specific conditions at the site. These controls will follow the standards set forth in the 1990 KCSWDM. Additional detail is presented in Section IX. Core Requirement#6- Maintenance and Operation (1.2.6): The proposed on-site storm drainage system will be owned, operated and maintained by the owner. The off-site drainace K�ng Gounty �urrace vYarer ues�gn rvlanuai - �pec�ai rtequ�rement.� Special Requirement#5—Special Water Quality Controls (1.3.5): contain more than 1 acre of new impervious surface that will discharce without on-site peak rate runoff control and will requirf SECTION III—OFF-SITE ANALYSIS Downstream Analvsr 5 Pre-developed runoff discharges to the storm sewer located Houser Way North. The storn sewer located in Houser Way N. flows north about 400 feet and discharges to a series of cu that carry the runoff beneath both Lake Washington Blvd. and the mainline BNSF tracks. TI runoff then enters Coulon (John's) Creek,which travels north about 1100 feet and disch�� directly to Lake Washington. Figure 7 shows the site and downstream drainage system. We have inspected the downstream drainage system and did not observe any evidence constrictions or lack of capacity in the existing drainage system. We have also contacte of Renton Utility Systems Division—SurFace Water and there were no known problems with tl-�r current downstream drainage system. Stoneway Concrete Technical Information Report SECTION IV—RETENTIONlDETENTION ANALYSIS Runoff Control and Hydrologic Analysis. The computational steps outlined below were used to obtain the"existing" and developed basin runoff quantities for up to the 100-yr/24-hour design storm. a. Identify and delineate the overall drainage basin for each cischarge po nt from t��e proposed site under existing conditions. ➢ Identify existing land uses ➢ Identify existing soil types using the SCS soil survey or on-site evaluatio ➢ Identify existing drainage features b. Select and delineate pertinent sub-basins based on"existing"conditions. ➢ Select separate sub-basins for on-site and off-site drainage. ➢ Select separate sub-basins for major drainage features. c. Determine runoff parameters for each sub-basin under"existing"conditions ➢ Identify Impervious and pervious areas ➢ Select CN values based on soil type and land use. ➢ Compute the time of concentration for each basin analyzed. d. Compute existing runoff hydrographs based on basin char� design storms for each sub-basin. e. Repeat steps a-d �or thP mm�osed develoned site condit�� Basin Summary General: Tne exist�ng building ana associatea parking locatea on Parcel F nas not been included in the analysis because this portion of the project storm water system will not be modified. I. "Existing" Basin Conditior A. Total Basin Area 1. Graveled surface = �.y ac,� B. Soil Types 1. Fill, Alluvial deposits an�! n! hydrologic group C. CN Values 1. Graveled Surface D. Time of Concentratio� 1. Sheet-f' � E. Precipitatio 1. 2-yr/24 .. ..��.y; :;.., . . .:.� .� - �..,� ...� 2. 10-yr/24-hr design storm event =2.90 inci 1!?(1-��r'���-�� rinainr etn�m �"Pn+ - '� g!1 �:• A. Total Basin A Stoneway Concrete Technical Information Report 2. Impervious Areas (i.e.: buildings, pavements, etc.) =2.1 acres 3. Process Water Area = 0.7 acres B. CN Values 1. Landscaping: CN=86 -0.1 acres 2. Impervious: CN=98—2.1 acres 3. Process Runoff Area: CN=98 - 0.7 acres C. Time of Concentration 1. Sheet-flow: �150LF (Graveled surFace) @S=0.5% 2. Channel Flow: �250LF (Graveled/Bare Dirt Swale) @S=1% Since the entire site is paved a practical limit of 5 minutes was assumed for the developed site conditions D. Precipitation 1. 2-yr/24-hr design storm event = 2.00 inches 2. 10-yr/24-hr design storm event = 2.90 inches 3. 100-yr/24-hr design storm event= 3.90 inches A summary of the storm water basin calculations is presented in Table 1 below. A computer output summary is included in Appendix A. Peak Rafe 24hr Storm (CFS) 2-Year 10-Year 100-Year Existing 0.53 CFS 1.04 CFS 1.63 CFS Develo ed 0.87 CFS 1.29 CFS 1.77 CFS SECTION V—CONVEYANCE SYSTEM ANALYSIS AND DESIGN i Conveyance Analysis � This section outlines the criteria used to analyze and design the proposed storm water conveyance system. 1. A pipe system is used to convey the 25-year and 100-year peak run-off rate as determined by the rational method. A backwater analysis was performed and demonstrates that there is a minimum of 0.5 feet between the hydraulic grade line and the top of all drainage structures for both the 25-year and 100-year storm. Detailed calculations are included in Appendix B. Process Sump Design This section summarizes the sizing of the process sump to hold the 10-year storm event per the requirements of the Department of Ecology Sand and Gravel General Permit (NPDES). The calculated run-off volumes and corresponding sump size are summarized below. The detailed analysis is contained in Appendix B. Precipitation: 10-year storm—2.9 inches. 25-year storm—3.4 inches. 100-year storm—3.9 inches. Page 7 of 13 9928resubmitdrainagereport.doc Stoneway Concrete Technical Information Report � h ,i "r �- � � Process Area— 0.7 acres. � j �`��� Run-off Volumes: 10-year storm—6800 ft3. � --- -- 25-year storm—8060 ft3. 100-year storm—9330 ft3. Available Containment: Sump—6800 ft3. Daily allowable discharge to sanitary sewer per King County Industrial Waste Discharge permit—2,670 ft3. (20,000 gallons) On-site ponding — 1,395 ft3. Totai containment volume— 10,865 ft3. In summary, the system is sized to handle the 10-year storm with the containment sump and still cover the 100-year storm with sanitary discharge and on-site ponding capability. SECTION VI—WATER QUALITY The project requires a biofiltration swale per Core Requirement#3, Oil/Water Separation per Core Requirement#4 and a wetvault per Special Requirement#5. Site constraints will not allow a biofiltration swale so the wetvault size will be increased by 50% to meet this requirement. Oil/Water separation will be incorporated into the wetvault design. The design of the wetvault is included in Appendix C. SECTION VII— BASIN COMMUNITY PLAN AREAS This section does not apply to this project. SECTION VI11—OTHER PERMITS The project will require a NPDES storm water permit from the Washington State Department of Ecology. SECTION IX— EROSION AND SEDIMENTATION CONTROL DESIGN The risk of soil erosion is low because the site is flat and currently surfaced with compacted gravel. The project plans show the necessary erosion control facilities including construction entrances, catch basin protection and sediment trap. SECTION X - MAINTENANCE Facilities will be maintained by the Owner per the standards set forth in the King County Surface Water Design hlanual. Page 8 of 13 9928resubmitdrainagereport.doc Stoneway Concrete Technical Information Report SUMMARY 1. The site does not does not require detention facilities because the post-developed peak runoff rate for the 100-year, 24-hour duration design storm is less than 0.5 cfs more than the peak runoff rate for the existing site conditions the developed peak. 2. The project will require a water quality wetvault. The wetvault will be oversized by 50% to accommodate biofiltration swale requirements. _� . .. _�. _ � ._ � , .._. - .._ . , ,_. .��+ _ _. _ Preparea � 1 � . � Craig R. Overly, Fj'E. SPInPrn RAcnurr�F?.� Page 9 of 13 9928resubmitdrainagereport.doc FIGURES Figure 1— Vicinity Map. Figure 2—Ringel&Associates Parce!Map. Figure 3—Plant Layout. Figure 4—Exisfing Drainage Patterns. Figure 5—Developed Condition. Figure 6—. Storm Water Run-off Schematic Figure 7—Downstream Storm Drainage System � M i.`1 ` m*� _, .� ni�t� � Y�.Y' rlV' .,. N . .. 1t y AV ^�1'�' .f� '�. .G�y� }r•. 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STpN��3a•E ���.�� Stoneway Concrete Technical Information Report APPENDICIES Appendix A—Hydrologic Analysis Computer Output TIR Worksheet ' 1 Page 11 of 13 9928resubmitdrainagereport.doc 3/5/O1 10 : 46 : 32 am Shareware Release page 1 STONEWAY BATCH PLANT INITIAL DRAINAGE CALCS PREPARED BY:MBL --------------------------------------------------------------------- --------------------------------------------------------------------- BASIN SUMMARY BASIN ID: EX-100YR NAME: EXISTING 100-Y_R_ST�RN[_._ SBUH METHODOLOGY TOTAL AREA. . . . . . . : 2 . 90 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE . . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 . 90 inches AREA. . : 2 . 90 Acres 0 . 00 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 88 . 00 0 . 00 TC. . . . . 12 . 39 min 0 . 00 min ABSTRACTION COEFF: 0 .20 PEAK RATE : 1 . 63 cfs VOL: 0 . 64 Ac-ft TIME: 480 min BASIN ID: EX-10YR NAME: EXISTING 10-YR STORM___ SBUH METHODOLOGY � TOTAL AREA. . . . . . . : 2 . 90 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 2 . 90 inches AREA. . : 2 . 90 Acres 0 . 00 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 88 . 00 0 . 00 ' TC. . . . . 12 .39 min 0 . 00 min ABSTRACTION COEFF: 0 . 20 PEAK RATE: 1 . 04 cfs VOL: 0 . 42 Ac-ft TIME: 480 min BASIN ID: EX-2YR NAME: EXISTING 2-YR STORM I SBUH METHODOLOGY � TOTAL AREA. . . . . . . : 2 . 90 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPfi. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 2 . 00 inches AR.EA. . : 2 .90 Acres 0 . 00 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 88 . 00 0 . 00 TC. . . . . 12 .39 min 0 . 00 min ABSTRACTION COEFF: 0 .20 PEAK R.ATE: 0 .53 cfs VOL: 0 . 23 Ac-ft TIME: 480 min BASIN ID: PR-100YR NAME: PROPOSED 100-YR STORM SBUH METHODOLOGY TOTAL AREA. . . . . . . : 2 .20 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 . 90 inches AREA. . : 0 . 10 Acres 2 . 10 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 86 . 00 98 . 00 TC. . . . . 5 . 00 min 5 . 00 min ABSTRACTION COEFF: 0 .20 PEAK R.ATE: 1 . 77 cfs VOL: 0 . 66 Ac-ft TIME : 480 min 3/5/01 10 :46 : 32 am Shareware Release page 2 STONEWAY BATCH PLANT INITIAL DRAINAGfi CALCS PREPARED BY:MBL BASIN SUMMARY BASIN ID: PR-lOYR NAME: PROPOSED 10-YR STORM SBUH METHODOLOGY TOTAL AREA. . . . . . . : 2 .20 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 2 . 90 inches AREA. . : 0 . 10 Acres 2 . 10 Acres TIME INTERVAL. . . . : l0. da min CN. . . . : 86 . 04 98 . 00 TC. . . . . 5 . 00 min 5 . 00 min ABSTR.ACTION COEFF: 0 .20 PEAK RATE : 1 . 29 cfs VOL: 0 .48 Ac-ft TIME: 480 min BASIN ID: PR-2YR NAME : PROPOSED 2-YR STORM SBUH ME'�'HOD�LOGY TOTAL AREA. . . . . . . : 2 . 20 ACres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 2 . 00 inches AREA. . : 0 . 10 Acres 2 . 10 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 .87 cfs VOL: 0 . 32 Ac-ft TIME: 480 min Su►�►��e�( 5-ToR M EYGt�1T E XtSTiNC� CL�r�� ��-V�t-or''Efl �FS� U �L.FS� I 2 ---��Q C� . 53��� U.����s a.34c�5 �b�fi�,�� l . 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'� `� I�II�i�a� � • . . � '�•��,�,r �- . � ;� . � � --- .-. .-..-__ , , ��, ,� �- KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL (2) CN values can be area weighted when they apply to pervious areas of similar CN's (within 20 CN points). However, high CN areas should not be combined with low CN areas (unless the low CN areas are less than 15°� of the subbasin). In this case, separate hydr�graphs should be generated and summed to form one hydrograph. ✓ FIGURE 3.5.2A HYDROLOGIC SO1L GROUP OF THE SOILS IN KII�IG COUNTY • . HYDROLOGIC HYDROLOGIC SOIL GROUP GROUP* SOIL GROUP GROUP` Alderwood C Orcas Peat D Arents, Alderwood Materiaf C Oridia D Arents, Everett Material B Ovall C Beausite C Pilchuck C BeUingham D Puget D ' Briscot - D PuyaAup B Buckley D Ragnar B Coastal Beaches Variable Renton D Eartmont Silt Loam D Riverwash Variable Edgewick C Safal C Everett A B 'Sammamish. D Indianola A Seattle , D ' ' Kitsap C Shacar D Klaus C Si Silt C Mixed Alluvial Land Variable Snohomish D Neilton A Sultan C Newberg B Tukwila D Nooksack C U�ban Variable Normal Sandy Loam D Woodinville D HYDROLOGIC SOIL GROUP CLASSIFICATIONS A. (Low runoff potential). Soils ha�ing hlgh infiltration rates, even when thoroughly wetted, and consisting chiefly oYdeep,well-to-excessivety drained sands or grave�s. These soils have a high rate of water transmission. B. (Moderately low runoff potential}. Soils having moderate infiltration rates when thoroughly wetted, and consisting chiefly of moderately fine to moderately coarse textures. These soils have a moderate rate of water transmission. C. (Moderately high runoff potentiai). Soils having slow infiltration rates when thoroughly wetted, and consisting chiefly of so7s with a layer that impedzs downward movement of water, or soils with moderately Tine to fine textures. These soils have a slow rate of water transmission. D. (High runoff potentiai). Sols having very slow infiltrafion rates when thoroughly wetted and consisti�g chiefly of clay soils with a high swelling potential, soils with a permanent high water table, soils wRh a hardpan or clay layer at or near the surface, and shallow soils over neariy impenrious mater�al. These sols have a very slow rate of water transmission. ' From SGS, TR-55, Second Edition, June 1986, Exhibit A-t. Revisions made from SCS, So� Interpretation Record, Form #5, September 1988. � 3.5.2-2 11/92 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TABLE 3.5.2I3 SCS VVESTERN WASHINGTON RUNOFF CURVE NUMBERS SCS WESTERN WASHINGTON RUNOFF CURVE NUMBERS (Published by SCS in 1982) Runofi curve numbers for seiected agricultural, suburban and urban land use for Type �A rainfall distribution, 24-hour storm duration. CURVE NUMBERS BY HYDROLOGIC SO ROUP LAND USE DESCRIPTION A B C� D Cultivated land(1): winter condftion 86 91 94 95 Mountain open areas: low growing brush and grasslands 74 82 89 92 Meadow or pasture: 65 78 85 89 -- Wood or forest land: undisturbed or olde�second growth 42 64 76 81 ' Wood or forest land: young second growth or brush 55 72 8t 86 Orchard: with cover crop e� 88 92 94 Open spaces, lawns, parks, golf courses, cemeteries, landscaping. good condition: grass cover on 7596 i or more of the area 68 80 86 g0 �� fair condition: grass cover on 50°�6 ' , to 75°� of the area 77 85 90 92 �f�� I Gravel roads and parking lots 76 85 89 Q� ' Dirt roads and parking lots 72 82 8 89 T Impervious surfaces, pavement, roofs, etc. 98 98 98 9 '�� Open waier bodies: lakes, wetlands, ponds, etc. 100 100 100 00 Single Family Residential (2) ' Dwelling Unit/Gross Acre % Impervious (3) 1.0 DU/GA 15 Separate curve number 1_5 DU/GA 20 shall be selected 2.0 DU/GA 25 for pervious and 2.5 DU/GA 30 impervious port3on 3.0 DU/GA 34 of the site or basin 3.5 DU/GA 38 4.0 DU/GA 42. ' . 4.5 DU/GA 46 5.0 DU/GA 48 5.5 DU/GA 50 6.0 DU/GA 52 6:5 DU/GA 54 7.0 DU/GA 56 Planned unR devetopments, 96 imperoious c�ndominiums, apartments, must be computed commerciat business and industrial areas. (i) For a more detailed description of agricultural land use curve numbers refer to National Engineering Handbook, Section 4, Hydrology, Chapter 9,August 1972. (2) Assumes roof and driveway runoff is directed info street/storm system. (3) The remaining pervious areas (lawn) are considered to be in good condition for these curve numbers. � 3.5.2-3 11/92 Page 1 of 2 King County Buliding and Land Development Divislon TECHNICAL INFORMATION REPORT (TIR) WORKSHEET • • . � •i •�. • o . � .�;- � P . �� .,� �.�: '�3 , ProjectOw er 'rv`°�U '��IQ�'� �r.��::i;'��.,-j �. � ProjectNamesfibl-{�'G1.�1�`t �, . r��,i=u. ;;.. �i -r'f'.�✓, Address �� �� �'� � w� Location ���� wt�� N. Phone �"� Z ' l��a '� Town hip 2 � Project Engineer 1 �/ Range 'Jr'� Company S�LP� ��I���S �J�3 G Section '� , 4-f�3D l�k-E ►ti1�4SF4i�T6rJ BIeU,� Project Size AC .3��o l��' Address Phone Upstream Drainage Basin Size AC � 3a ►�� �� ��3 4tS �z� � . . . 0 Subdivision 0 pOF/G HPA � Shoreline Management 0 Short Subdivision � COE 404 � Rockery 0 Grading � DOE Dam Safety 0 Structural Vaults � Commercial • � FEMAFIoodplain � Other �((��� [� Other �'��s���f a COE Wetlands 0 HPA ' . � � Community ���� Drainage Basin ���� ��r-_� r�y�r 0 River � Floodplain 0 Stream 0 Wetlands , � Critical Stream Reach � Seeps/Springs � Depressions/Swales � High Groundwater Table � ��e [� Groundwater Recharge � Steep Slopes 0 Other � � Lakeside/Erosion Hazard , . Soil Type � �o�pes� Erosion Potential Erosive Velocities -� -��1� [] Additional Sheets Attatched 1/90 Page 2 of 2 King County Buliding and Land Development Divislon TECHNICAL INFORMATION REPORT (TIR) WORKSHEET , . . . REFERENCE LIMITATIOWSITE CONSTRAINT [] Ch.4-Downstream Analysis 1�'"�� � a o � 0 o � [] Additional Sheets Attatched ' � II MINIMUM ESC REQUIREMENTS MINIMUM ESC REQUIREMENTS �'i DURING CONSTRUCTION FOLLOWING CONSTRUCTION � � Sedimentation Facilities ��Stabilize Exposed Surface � Stabilized Consiruction Entrance � Remove and Restore Temporary ESC Facilities � Perimeter Runoff ConVol '� Clean and Remove All Silt and Debris . 0 Clearing and Grading Restrictions 0 Ensure Operation of Permanent Facilities � Cover Fractices Q Flag Limits of NGPES ' 0 Construction Sequenoe � Other 0 Ofher � 0 Grass�.ined Channel � Tank � Infiltration Method of Analysis , � Pipe System 0 Vault � Depression . �T10�41-J� I 0 Open Channel 0 Energy Dissapator � Flow Dispersal Compensation/Mitigation 0 Dry Pond � Wetland � Waive� of Eliminated Site Storage . � WetPond 0 Stream 0 Regional Detention Brief Descri tion of stem Operation ��� �s'�""" F� Wc�� �h� , . c�t%�.l' � O'I l.. W.4-t'�(Z.. S�A-��G�-�')8� . Faciliry Related Site Limitati ns 0 Addilional Sheeis Attatched Reference Facility Llmitation . , � . � : . � Drainage Easemenf � Cast in Place Vault 0 Other � Aocess Easement 0 Retaining Wall � Native Growth Protection Easement � Rockery>4'High. � Tract 0 Structural on Steep Slope [� Other � . • . . I o� a civil engineer under my supervision have visited the site. Actual site conditions as observed were incorporated into this worksheet and the �i��J attatchments. To the best of my knowledge the informatlon provided here is accurate, s�o�Q•�• 1/9� Stoneway Concrete Technical Information Report Appendix B- Conveyance Analysis Process Sump Sizing. '� ; � , Page 12 of 13 9928resubmitdrainagereport.doc � ���� ����� � �.ec � p��fa�f�v� - .� � � �� - �� v�r F'� = ��� +�C�s � ����a� � `�� ��� � � 3, �- ��� I D� �c�. -- �� (r�. � � 3 �`� �-�P�.�O 6 p ��.�� = ���1 �c�� � �o �oo ��'� , � v ��,�1' � I! � � � G��P = ���z - o,2��Z �I � I�,� -�- �, � �� � �. �c��,�I � — � �O �� G r� _ �� ���o = "Z��1 �� r �2 Z� � �, � bcr-r�� ' � P►� �bo = 3�� �� s = ��aoo J��� -� � � � ot 204 �� = (2,� - �,Z Co,2��-�� � �o ` z - + D, 1�,204 � 2 ,�� �� C� � � C �� ��d�--- -. _3, :t 7 t,�;..� � Q��nO � �,�� �.� � � PROJECT PROJECT N0. s�-�►��w��c �� -,��� e c���' �� ZS DESCRIPTION � BY: /� n,� DATE �J��v4 REV. \_/1 iJ I ��NC/Tti`e'S V��e� f V0�'+��!'�'�i CK: DATE OE� �2 �oc� � v �� � 2,� c� �. � �� �`;�� �4ti - �Jf� �� � � ,,L � �` � -� � i ��� � 11 � �� �� _ �� � / �T °� 2� ' t 2 �. � �� � 3. �7 - �j � �-� �—F-� U �� — � � � ` ,�S fu�, -�. C�,������,�t' — l c� r�c�...... � Z.4- !� �� , 11 ��� ��� �� �� �� � ��� � �.� � � � �� � ���, ,��.� -� ���'..� � t� � -� �-� . L -�--r-�,� — ��'� �� � �- � = �� -�'��� � i � _ �.� � . b ���--.� ( ' � � � � � ` � ��i�_ �K� �v�-r'��1�U ��, o ��.,,� � �'v-�.1.,�' W�-5 f� `�( -�5 u��u-�,2, _ �p�� �Q �. = ��/ ; 2��3 �'�-3 � � 6 1� �� PROJECT PROJECT NO. `�t P�' w��� '�'(�,�' � DESCRIPTION BY:�,n� DATE ��,�a REV. c�.�F'�/ ��0��"� +'V W� ✓�" '��I Y�I�V�Cl� CK: DATE �, � OF 0 � � �� �� o ' r� �� =�r�, �.�--��� �..�� -��:�=�,� � �� (9O f-�vz.�(l-. �,-�--�,,�.�.�...s� c� �'D� �J� �'�a1�,��t v��.-�.�` � �-, c� o �� � /� �. �o -F-�-, a I��,�.�� 3S� �o �- S�' � �o' = �� -�r�- � ����w�� � �� �j�``°w�`,� � �'�--:-_ �'�__�� �`�. , � �� � � � ��� ' �5at� + (, 2�-� ��� �� � �. �3`�� � � � � � �/�1�-�-� t �-------- � -- (� ��-� � 1 -��- � �-�-�..� ��° � ( � (��� p�� �� = ��� �fi 3 ���' �, � • ... � 13`�� �-3 ��� ��� �� �� +� �� - �-� G,t �-�.. ��2� -�-� �`' ---- a�.�.. 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' „ � � x x � Y��+ fzmF �'-� ' h �► D t �42 (c�3 8 � b I�� " �� D. l�� �.� 3,3 �sa ,3 o z �MIkQ- I►11-1-3 (ZDOP /k(�f_A 2 Q, 14 �' D,IZ 0.5� �•� D. �q'Z � �Z" �' .Q� 2r 3r� r� 31�" �•gj p G� hn�u 3 yv��z oF r�-,ar 3 .o �L — , D, Z 2-l o , l2" �� . �0 3,0 4– o,5 0 0 �µ�-z. wt�4 I �SS u.l�,�. tar�L ,� z z A � o.,5S � � W , D•�t- �S ,`13' 3.s , cJ" ,� p, ,.r� 3, 3, (05 � � � w��1 �a i �, �� �, a��o c•�o bl,o D�SS �R �,� �S �, ,, �, �, � o��. � ,� � � ' C3 �.,x�5t I , r5 �S4 l� �5 12` ►� ,0(� ►< n �� � � -� � � � � a � � r � � � v� d z �' v � � ~ N � � z c� � . a z Project: Srp�,►�k!�r R a.�r PR 3. Calcs b : G(��(,� ��`-( Job No: L8 � \ Location: 1/4 1/4 Sec. TWP RGE. Date: Q- l � l 2or�� Page of r.�., i � � - -- _ � � � x CONVEYANCE SYSTEM ANALYSIS AND SIZING TABLE USING THE RATIONAL METHOD � z Location Area C C•A Sum T� iR iR QR Pipe Typ. Slope �F V V � T� A � Sub Basin Number �ac) C•A (min.) (c.f.s. (in.) n (ft.ft.) �Pipe (pipe (at �ft.) (min.) w n From To full full Qa� n O , D,01� .tlD �`?� �,� Zr`�1 � �� � � � G6 2 ��� p,2� ��G6 �. 9' 2,� �� Ilz '' " `. � 3,2 3�3 l � z y z � �Ci4 GS 3 .D , t O.a�- p,0 t �� o•�hl 3,1 0,2 Z `' " � p � � P� G� � `' D, 6, S.lo D,b� .L 2•� 1� " " �°� 3,0 3.3 31� �(o z � , '�3 w�,t�� S o,2$ � �, ,v� o,za,�r� z���- 2f� �2 �� �� �,S 3,0 3,4- �' r � � a y �' �vn� vwl�4 � ,P�, �L 6 � O��o o�M- D,4Z . � 3�1 1, �� << o,00b 1 , �v,o 3,3 �Sb 1�3 o x �k m 3 " 2 0,1� v.�rj O.12 0,5 ,� d.�3 2�� 1�53 iz' �� o,�m4 2�� 3�� 3: I 3i I��- d z m►�3 w�� � ,v �� — o�S 9.3 0. 4 2. ►3'1 Iz�. ,� �< « � 3.a q- n�s o c� � � ►� `Z � �ssw.�,.¢. fiar�L 1�2 z z � t- �i o�V . o�z 2�4 ,3 15� „ o,m , �, � 3 � 0. � � w � c �° G�v � I �� D,�O n� 0,51 2,3 3 —» n c� ' 0 � � � a Wl `� � � � � � a � '� r � K � � ' � d z rn d � � N �. � z c� � . a , z Project: ���, � R �pr} PR �, Calcs b : I ���' Job No: � � Location: 1/4�1/4 ec_ TVNP RGE. Date: / / Page of r ca 0 J��a�N-��u V l'�Gti� ��� � ��-o h I�� ��� . -",��,�,�� -� --b� - .�� c,.Z 1�S�c� �'rI6�'I�cvQ� .-� o a � � _ � � z Q � z - � � � . w A oc w E- � a 3 _ w . 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Z � (OZ) (6T) (8T) (LT) (9T) (9i) ��T) (£T) �Zi) �iT) (OT) (6) (B) (L) (9) (4) (�) (E) (2) <i) � � C7 Z � � H� S N0I J, d 'Itl � 7V � B � ,LVM ?I � VH � S Z'� +�'�2 '�'i�a� tin�,s� c�}' -1.ag S'1 '� `b�-"�Z ______� � r � � � BACK-WATS. R C. AL .CUL.AT IAN S .HEE .T C � � ." (1) (2) (3) (4) (5) (6) (7) (e) (9) (10) (11) (12) (13) (14) (15) (16) (17) (16) (19) (20) ls7 Z Bar . Fric- Entr Entr Exit Outlt Inlet Appr Bend Junc A � Pipe Outlt Inlet Barrel Barrl Vel TW tion HGL Head Head Contr Contr Vel Head F1ead HW w Segmant Q Lngth Pipe "n" Elav Elev Area �el Head Elev Loss filev Loss Loss Elev Elev Head Loss Loss Elev 'A n CB to CB (ofs) (ft) Size Value (ft) (ft) (sgft). (fps) (ft) .(ft) (ft). . (ft). (Et) (fL) (ft) (ft) (ft) (ft) (ft) (ft) A O by � � � z ' �SS �J G �.3 c`g� �.i 1,,, �" l��.. � -� �x c� 4.� i�' I�" 4,aZ ��,33 Z�,Z �,2� 3,S o, � �,o� z�.� n� �► �o.s � �.s � � � 2, M� � � -� ► � � � � r � �� .� �I'�'� 1°1� I S " 2°0•� 2�,�'b �' �� D c��1 30��� �,3 '.�t7�Qj D, D,I�7 31, " .. ( r z � � � �nu� ��3 �3A� I� �' 2b,4� 25,8 1��3 3,S" b�i�j 31�I � 31�lo D�( 31� � �' d• z o . _ x z � . W N��t � 1�4 l4 1Z. " 25, (I 2� a�7°a I�� 31 f� b4 3�0 3Z� a � � � - � • c , . o Co►J ue - Ga� �f�n.�„ � � T ''`'� v�., u {-� � 't� p s y h��3 r� �I I�S 31� 12 `' 29,�`( 3o',�k D,'?� I�Q�. 32 �3 33,3 �- 33,3 " � � � �a�' a�m ►� = 3 �o� o � GB3 I�5 2,� � 1'L `� 30,0 3►,Z� b�l� 3�3 I�b �3 � 3Z,� o � � v m � L � '� � G�� r,�� I��S 233 �2 '' �,2 ,�Z�Zo 0.7$ 2,4- 32,� D; �.� .. 33� � z � Ic3 I�i�. �Z �� 32,2 3a,�i �� - � �Q� o<<b 3g;la� - � � � �' (o, L - z c a � r o - `�TDN��A�'( �'P-�S�j' a � �� : cw�►�o���-� Ib� f - `� t� S-��r�, . ��� � �� � � � KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL FIGURE 4.3.4B CIRCULAR CHANNEL RATIOS � Experiments have shown that n varies slightly with depth. � This figure gives velocity and flow rate ratios fo�varying n(solid line) and constant n (broken line) assumptions. 1.2 � � �� � ` 1.1 �I /� �� ♦` ].0 \ � \ � .9 ` V/V full ♦ 'S \ ' ` ♦. � .� d � � a � � -- � � .6 � aiaf�u � _ : � w . .5 \ � � � � ` .4 �' � ' ` .3 � � _ .2 I ` ; � � � � � .1 ` � 1.0 0.9 0.8 OJ 0.6 0.5 0.4 0.3 0.2 0.1 p R�4TI0 OF FLOW DEPTH TO DIAMETER (d/D) 4.3.4-19 1/'90 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL FIGURE 4.3.3A RATIONAL METHOD LJNIT PEAK RAINFALL INTENSITY(25 YEAR STORM) "i�s' , 0 � � rn 0 a� � � 0 � �rs � 0 � tn � 0 � , � �rs O y � d w+ � C �� � v u � lIS hr3 ' O i h7 LC] C'^J � `, _ N ._-- _- -- -_ , LfS O � ------- ------ - _— . -1Plinutes�iAinimum --_ --- ------- ,�, � 0 o d� o o � � o 0 0 0 O� �O C� . 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' . . . -'_ . - PROJECT PROJECT NO. G��-�'�iUJA� GD1�I��-t"� �g 2�j DESCRIPTION BY: DATE ��Q REV. n �wa� �t����c, �, CK: DATE 3 oF 3 �- KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL 4.6.2 WETPONDS AND WETVAULTS Wetponds and Wetvaults shall be demonstrated to be designed to meet the requirements of Special Requirement #5: Special Wate� Quality Controls, Section 1.3.5, at the 4- to 7-foot design depth. Desi�n Criteria o See Figure 4.6.2A for details. o The depth of the permanent pool in the facility shall be 3 to 6 feet plus one foot of dead storage for sediment. o The inlet and outlet shall be placed to maximize travel time through the facility. The inlet shall be placed just above the dead storage. o A gravity drain for maintenance shall p�ovide an outlet invert of one foot above the bottom of the facility and shall be sized to drain the facility in four hours or less. Controlled by a valve in the control manhole. � P�-�,� f�-� � `� o The peak flow for the Pt-wq design storm for the developed conditions shali pass through the facility. Flows in excess of the Pt-Wq design storm shall bypass the facility in a separate conveyance to the point of discha�ge. A mechanism must be provided at the bypass point to allow the facility to be taken "off-line" manually for maintenance and repair. o The length-to-width ratio of the facility at the design surface area shatl be no less than three-to- I one (preferably five to onel. i o The facility shall be divided into thcee cells. The first cell (the "forebay") shall contain ' approximately ten percent of the design surface area. The second cell shall contain ', approximately 45 percent of the design surface area. o For Wetponds the construction of structures, materials allowed, vegetation required, accessibility for maintenance, easements and hydraulic design methods shall be the same as those described for detention ponds in Section 4.4.4. o For Wetvaults the construction, materials allowed, accessibility for maintenance, easements ' and hydraulic design methods shall be the same as those described for detention.vaults in ' Section 4.4.6. o For Wetpond cells with design surface areas exceeding 10,000 square feet, a 5 foot wide � safety bench shall be provided around the perimeter of the cell with a water depth not exceeding 1 foot in depth. The bench shall be planted with emergent wetlands vegetation � (such as cattails) to discourage entry into the water. o All facilities shall be a minimum of 20 feet from any structure, property line, NGPE, and distances from any septic tank/drain field shall be consistent with Seattle-King County Health Deparfinent requirements. . o All facilities shall be a minimum of 50 feet from any steep slope. A geotechnica! report must I� address the potential impact of a wetpond on a steep slope (see Section 1.3.1 1). ' Method of Analysis The volume of storage in the facility and the peak flows for hydraulic design shall be determined by using the hydrograph methods described in Chapter 3. r,�'j 4,6.2-1 11/92 I