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Home My WebLink AboutSWP272254(2) CITY OF RENTON� RE�ElVED MAY 15 1996 N O DIVISION V I SI ON »:....:>::>:::> ..:........:.:.......:. .....:............. :.;:.::.::.:..::.:... :: E .:, , � t1 :.:::::::::::::::.::..:::::::::::::.::::::.. ....... A > >>` .. :.:. ...............::.;:.;: ------------------------- .... N :W ► TNN: : :::::::: OUR JOB NO. 5131 RY JACQ ��g WAS�OS' PREPARED FOR: JERRY SOLOMON 6 201 SOUTH 7TH STREET RENTON, WA 98055 oMRes 10/10/ PREPARED BY: BARGHAUSEN CONSULTING ENGINEERS, INC. 18215 - 72ND AVENUE SOUTH KENT, WASHINGTON 98032 (206) 251-6222 SEPTEMBER 15, 1995 REVISED MAY 10, 1996 • TABLE OF CONTENTS Page 1.0 Project Overview . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 2.0 Preliminary Conditions Summary . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 2.1 Drainage Basin . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . N/A 2.2 Soils . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . N/A 3.0 Off-Site Analysis . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 3.1 Upstream Drainage Tributary . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 3.2 Downstream Drainage Analysis . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 4.0 Retention/Detention Analysis . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2 4.1 Delineation of Drainage Basin . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2 4.2 Soil Classification . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2 4.3 Runoff Curve Numbers . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2 • 4.4 Time of Concentration . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3 4.5 Design Storm . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3 4.6 Detention System . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3 5.0 Conveyance System Analysis and Design . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3 6.0 Special Reports and Studies (Not Applicable) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3 7.0 Basin and Community Plan Areas . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3 8.0 Other Permits . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4 9.0 Erosion/Sedimentation Control Design . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4 10.0 Additional Documents 4 11.0 Maintenance and Operations Manual . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4 5131.006 [JSG/kr/dpl APPENDICES Figures and Exhibits . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Appendix A Hydrological Computations . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Appendix B Conveyance Calculations . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Appendix C • 5131.006 [JSG/kr/dpl • 1.0 PROTECT OVERVIEW The proposed project lies within the northeast quarter of Section 19, Township 23 North, Range 5 East of the Willamette Meridian in King County as illustrated on Figure No. 2 within Appendix A of this report. More specifically, the site lies at the northeast corner of the intersection of South Grady Way and Shattuck. The site is irregular in shape and approximately 3.55 acres in size. South Grady Way provides approximately 660 feet of street frontage to the south while Shattuck provides 140 feet of street frontage to the west. The property is an abandoned railroad bed and currently is undeveloped. The topography of the site is relatively flat. The surface conditions consist of dirt, gravel, and some vegetation, including grass, shrubs, and young growth trees. The proposed project will construct an automotive retail facility, including a 6,000-square foot office/showroom and a separate service building. The structures will be centrally located within the property and surrounded by customer/employee parking as well as storage parking for inventory. Presently, on-site runoff generally flows toward South Grady Way as sheet flow. The proposed drainage system will collect all on-site runoff and discharge to the public storm system in South Grady Way at the property frontage. A Technical Information Report worksheet is included within Appendix A, Figure No. 1. 2.0 PRELBONARY CONDITIONS STM1�i�ItY Not Applicable. • 3.0 OFF-SITE ANALYSIS This project proposes the construction of an on-site drainage system which would ultimately discharge stormwater to the existing public drainage system (South Grady Way). Consequently, this analysis includes identification of the upstream tributary area and an analysis of the downstream for a distance of one-quarter mile, in accordance with Section 1.2.2, Chapter 1 of the King County Surface Water Design Manual. 3.1 UPSTREAM DRAINAGE TRIBUTARY This project is essentially isolated from off-site runoff. The property to the north and the east do not drain onto the subject property as dictated by topography. Drainage from the west and south on South Grady Way and Shattuck enter into the public storm system and do not drain onto the subject property. All runoff from the site is generated from direct precipitation. 3.2 DOWNSTREAM DRAINAGE ANALYSIS After discharge to the public storm drainage near the center of the property frontage with South Grady Way, the stormwater will flow into a Type II catch basin and then proceed south underneath South Grady Way through approximately 60 feet of 12-inch concrete pipe into another Type H manhole. This manhole also collects storm drainage from the east and west, north and south sides of this vicinity of South Grady Way. Flows continue south from that point for approximately 100 feet to a Type I catch basin. The pipe diameter is 15 inches and material is corrugated metal. Flow is then directed to the east in the public storm drainage system for approximately 150 feet in a pipe of unknown diameter and material. After entering another Type I catch basin, the stormwater flows to the south again 300 feet where flows enter a Type I catch basin and then proceed south again for another 200 feet before - I - 5131.006 [JSG/kr/dpl reaching an 84-inch Type III manhole with a 42-inch discharge pipe. The preceding information was taken off the City of Renton's Manhole and Outlet Pipe Inventory, Sheet 21. 4.0 RETENTION/DETENTION ANALYSI Within Appendix B of this report are calculations computed by using the SCS-based method for the 100-year/24-hour storm event. Based on the attached computation, there will be an increase in the peak runoff rate of more than 0.5 cfs. Because over 5,000 square feet of impervious surface will be added during this project, storm drainage detention would be incorporated into the design of the storm . drainage system. 4.1 DELINEATION OF DRAINAGE BA IN By using the topographic survey prepared by this office, the tributary area has been identified. The site consists of one drainage basin which generally sheet flows from the north, to the south. No off-site runoff will drain onto the property as dictated by topography and as controlled by the existing street improvements. In addition, the storm drainage system shall be situated such that all on-site runoff shall be collected and conveyed through the detention system. Consequently, by-pass runoff will be considered negligible for computation purposes. Delineation of the basin is illustrated on Exhibit B. AR (Detained Area) = 2.09 acres Ao (Off site Area) = 0 acres AB (By-pass Area) = 0 acres . 4.2 SOIL CLASSIFICATION By reviewing the published Soil Conservation Service Maps, we have identified that the soils in this area are generally characterized as Urban of the hydrological group, "Variable." These soils have a moderately high runoff potential, having slow infiltration rates when thoroughly wetted and consisting chiefly of soils with a layer that impedes downward movement of water. These soils are also typically moderately fine to fine textures and a slow rate of water transmission. Soil Group = Urban Hydrologic Group = Variable 4.3 RUNOFF CURVE NUMBER The site is currently undeveloped and either vegetated with various short grasses and a sparse population of scrub trees or cleared of all vegetation. According to Figure No. 7 (Appendix B) the runoff curve number for the existing condition is 86. By assessing the proposed conditions and separately delineating the impervious and pervious surface areas, a runoff curve number for the developed conditions has been determined. Cex = 86 Cde„ = 96.21 • - 2 - 5131.006 [JSG/kr/dp] • 4.4 TEVIE OF CONCENTRATION The time of concentration for the pre-developed conditions has been determined by identifying the path of runoff from the hydrological most distant point of the site to the natural point of discharge. Exhibit "B" identifies the travel distance and the slope. A similar approach was conducted to determine the time of concentration for post-development conditions. 4.5 DESIGN STORM The 2-year/24-hour, 10-year/24-hour and 100-year/24-hour pre-and post-developed storm events have been selected as the basis for this hydrograph analysis. The isopluvial map for the 2-year, the 10-year and the 100-year recurrence intervals and 24-hour duration storm events yield the total precipitation in inches (see Appendix B). Pz = 2.0 inches Pio = 2.9 inches PlO = 3.9 inches 4.6 DETENTION SYSTEM Using the above information, the allowable release rate was determined by developing the 2-year/24-hour, 10-year/24-hour, and 100-year/24-hour pre-development hydrographs. The post-development hydrographs were then computed and routed through the proposed detention facility. Peak 100-year storm detention volume required is approximately 5,700 cf. 5.0 CONVEYANCE SYSTEM ANALYSIS AND DESI N All of the proposed conveyance systems for the project would be analyzed and designed to accommodate runoff produced by_a 25-year/24-hour storm event generated within the associated tributary areas. This analysis would separately assesses the off-site and on-site conveyance systems. 6.0 SPECIAL REPORTS AND STUDIES Not Applicable. 7.0 BASIN AND COMMUNITY PLAN AREA Project lies within the Community Plan Area of Green River Valley and within the Green River drainage basin. • - 3 - 5131.006 [JSG/kr/dpl 8.0 OTHER PERMITS • Building Permit • SEPA • Mechanical, Electrical, Plumbing, etc. 9.0 Erosion/Sedimentation Control Design To help control sedimentation and erosion, silt fence would be proposed along the entire perimeter of the site. Interceptor ditches would also be provided along the perimeter of the project which will collect runoff during construction. A temporary settling pond would be designed to help minimize the transport of sediments from the interceptor ditches to the downstream. In addition, a temporary construction entrance would be constructed to help prevent construction equipment from tracking dirt and debris onto the adjacent roadways. Furthermore, a construction sequence would be included on the plans to govern the appropriate steps to minimize erosion and/or sedimentation. 10.0 Additional Documents Not applicable. 11.0 MAINTENANCE AND OPERATIONS MANUAL Not applicable. • -4 - 5131.006 [JSG/kr/dpl APPENDIX A FIGURES AND EXHIBITS • Figure 1 - Technical Information Report • • Figure 2-Vicinity Map • Exhibit A-Downstream Drainage Map • Exhibit B - Predevelopment Conditions Map • Exhibit C -Post-Development Conditions Map Page 1 of 2 • King County Building and Land Development Division TECHNICAL INFORMATION REPORT (TIR) WORKSHEET PROJECTPART I OWNER AND PART 2 PROJECT • • PROJECT • ProjectOwner Project Name t ,V�`OA/no#✓ Address .�0/S. 7 —rl ,Pew.✓ Location E n-s Phone .See BFlo`✓ Township -23 X10e1--* Project Engineer 1TA3/ 4i,eU291c5 Range 6' CAf'T Company Section /f eg�ure.✓ E, i�e�Pis Project Size �5S AC Address Phone �- 6L7.,Z Upstream Drainage Basin Size AC PART 3 TYPE OF • OTHERPART 4 0 Subdivision 0 DOF/G HPA Shoreline Management 0 Short Subdivision 0 COE 404 0 Rockery 0 Grading 0 DOE Dam Safety 0 Structural Vaults X Commercial 0 FEMA Floodplain 0 Other 0 Other 0 COE Wetlands 0 HPA COMMUNITYPART 5 SITE - Community Drainage Basin PART 6 SITE CHARACTERISTICS 0 River 0 Floodplain 0 Stream 0 Wetlands 0 Critical Stream Reach 0 Seeps/Springs 0 Depress io ns/Swales 0 High Groundwater Table 0 Lake 0 Groundwater Recharge 0 Steep Slopes 0 Other 0 Lakeside/Erosion Hazard SOILSPART 7 Soil Slopes Erosion Potential Erosive Velocities l,9hino�.✓� ygit 0 Additional Sheets Attatched /,=/7 6ltI,6;r l/90 Page 2 of 2 King County Building and Land Development Division TECHNICAL INFORMATION REPORT (TIR) WORKSHEET DEVELOPMENTPARTS . 4 REFERENCE LIMITATION/SITE CONSTRAINT 0 Ch.4-Downstream Analysis a a 0 0 0 Additional Sheets Attatched PART 9 ESC REQUIREMENTS MINIMUM ESC REQUIREMENTS MINIMUM ESC REQUIREMENTS DURING CONSTRUCTION FOLLOWING CONSTRUCTION 0 Sedimentation Facilities Stabilize Exposed Surface 0 Stabilized Construction Entrance Remove and Restore Temporary ESC Facilities Perimeter Runoff Control Clean and Remove All Silt and Debris Clearing and Grading Restrictions Ensure Operation of Permanent Facilities 0 Cover Practices Flag Limits of NGPES 0 Construction Sequence 0 Other Other PART 10 SURFACE WATER SYSTEM 0 Grass Lined Channel Tank 0 Infiltration Method ofAnalysi Pipe System Vault 0 Depression C, 0 Open Channel 0 Energy Dissapator 0 Flow Dispersal Compensation/Mitigation Cl Dry Pond 0 Wetland 0 Waiver of Eliminated Site Storage 0 Wet Pond 0 Stream 0 Regional Detention Brief Description of System Operation !'o�v� ,c� Sy rs�/yi Facility Related Site Limitations Additional Sheets Attatched Reference Facility Limitation specialPART11 STRUCTURAL ANALYSIS . . PART 12 EASEMENTS/TRACTS (May require 0 Drainage Easement ast in Place Vault 0 Other Access Easement LJ Retaining Wall Native Growth Protection Easement Rockery>4 High Tract Structural on Steep Slope E] Other I or a civil engineer under my supervision have visited the site. Actual site conditions as observed were incorporated into this worksheet and the attatchments. To the best of my knowledge the information provided 7 �7 here is accurate. Sipnsd0ete �ilv.� /f/0. .Z/;9") 1/90 SEE KAI, E E P-P � SIX -j -I f N�4 Z Zi Y VIAVS09 x j?!\tj ST Maims NE 41 U ATH! ITH'�! Si ..:: jittl" I . . ST 'IN.411f SI sl A: N RD o 'AIM' I.LT�. , Rllfllff W N AIRPORT RPORT WY :; sr " V, NE ... ... I VW N1 ILLIC sr w S 111LIC. ft NW 2ND S T T In z s VICTORIA M"7 12 s REM OLIVEr REM CONCUR, J14111", RI LZT... S Sr Ns S 2ND tl .. q� 0 A, z :: t - I SUR RE N N Sk RfNTON sl ___LTtt, CENTiq ai F, 6TH ST N'J�7 RL SW 7TH T. ST st &Rlof 9TH ST ftffttff_. 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N 0 -:-CALF= fp� Oottiivsr�� rr� • Oio7�it,�c-fir /1/l'z,� SHEET 16 2LF2-t 21,E:2-5 21.F2-2 S S 17TH ` I STD/ LH2-3 2LF2a3 I i i ✓ Zlf2-4 t 21,C2-4 ?JL2- LE2-2 i - r O 21.112-2 21,EA\ I �2IH2`t� ZLH2-1 21L3-11 I 2LG3-6 2LN3-1 21in-5 2L �G3-7 2LG3-16 2LG3-5 21N3-4 Q• 1 LG3-9 2LG3-11 21G7-9� 2LF3-4 2LG3-1 27,G3-17 2LG3-10 21f3-3 Z:iU-3 d 21 -9 2LF3-2 2LF3-s W 2LG3-2 - N —3-1J 21.E3-9 c /� 2LG3-13 2!.G3-!2 21N Zlf 3-1 1.C3_6 S 21Fi3-14 \ 2L113-6 2LfJ-1 2LH4-17 2lF 4-12 2143-15 ZLF 4-1 2LG3-4 21N4-16 21.G4-14 2LG4-11 ZLG4-4 / 21H3-10 / 2LF4- ZLG4-6 \ —21}H4-4 2If 4-4 2LG4-12 1 2LH4-IS 21N4-Il 2144-13 I 2LW-7 21.G4-I I 21.G1-a 21N4-78 21X4-9 2L Ga-5 i 213. -3 21Na-7 2LH4-6 � 21f a-10 / 21F4-1t 21f4-5 -9 2LH4-13 21Hh19 21E,-2 zL44-2 S RENTON VILLAGE PL i 21 2LH4-14 21f 4-6 2LF4-7 2LH4-2 2LF4-3 21)44-3 21F4-8 2LW-9 LF4-I 2LW-10 ��r,,,��'�. 2LH4-t 13 21,f,-, -...�•• I 2LF4-2 2l,GS-12 ZJF4-1 21.G5-13 j-40rJ 21.0-11 2LH3-6 _zLHs-Il �....�. L.J I W -21.H5-5 ll.l 21f5-4 �••• \ i ¢ ¢ 2Lb-8 �2LH5-4e rn M-2 f I iI 3 i Of \ rn ¢ 21.G5- F- S C=/) 15TH (2LGS- I S`T 21X5-7 ,21N3 3 �21.G5-1 1 IZLG5, 21 5_51 I rn 9 3 i l i • �l •-� Cl) '2LG6-5 21G6-9 2L,�? i N '- •1 ZLFi6-2 ( ; S 116TH T I 21N6-8 W L,t 21N6-5 2W6-6 21146-4 9 ¢ ¢ ZLG6-L I 1 -6 S 7TH ST J 2LG6-9 21N6-3 •1•, � �7 I I I 21N6-J 21H6-2 �• e R a E / \ ' ` C. J\ \ �h.b•� B /YIP +••• �HAV �e1i7?M0 AYDkX Somm wi "" Fan •..••. d KD4,-66032 JEFFY Ttlr SOLOAgN E I206)251-6I22 1 rw 70BTTN0 COf•DTT1ON8 (206J231 6 67 fAk SOUTH GRADY WAY DODGE DEAL EF6W RENT'ON,WAS NOTON i i • GRADING AND STORM DRAINAGE PLAN FI0 5-- Dom ✓ C O N-o ►� �(D '�'`� :1-�`4`4 LOCATE555 3 CIc7 cl� a/c� -------- 1 .. <1 ";, 1 -' orxaE Iwu •law V. lop 1' im • ll ,. � aw 77L- yplFgnfWra.ssW $I /`\`n•rul u I )\\ t' f rt art�wr�-gym +lrYil _ ♦ FLLL A/07 y I �) 1 � h I .lQY ,71E W V f M M- •6 S _-_ ... ...w • '<� ............ ` an uu....z `I a.'fG.Y [-11.11 •,M � � ��'\�'< I I -_�___ i >^' art. - ¢.:.,�.:a., u• C.a :.)t.....s..#WVFIOMC t�,m00 l9UIH d1110l*AT `MR 12AMPLUR MDU EAffrrNXM RAW Ixaw amo n iu.ssl Ecr. . Eno.w y art•1.1 ecr. oaim�x� wnx:emWx uv.for rot Wao y tai.w � rvaarta � e RE TAKE • sMa L�oiw[ pn ro�anilcm° iw NO x°°rua•�i°slarww. S „ (3€$ ''��'e�'� '� RPIUC[m WiCN FASIWo COraioM RR att SIW. 3''�•:i '/�)^ '�y' •v e v. 1 e.ex iW n-ii oas �_�� `_z__ �1 °"ur� '�m""a`a'[°�q��'A"'"..ot�°' ate,.,.. �� _ •'i io'rme w�x41p�u:o n a""iq"a'wwc'"a�. 8.c OF RI ON ax®xa aEnr Mn• d''1• u1 e� U M.sib.-ex ww/n..n/lo/'xxs st.is s.4 r-w st xwxn e¢xM. ewilr•T_s�S�si. m • APPENDIX B HYDROLOGICAL COMPUTATIONS • -� \/�� •" 0 I �II Eby ,� `�/ �� ° gogop ` � ° �� !\ •• � : fie • •1 ' r • • L KING COUNTY, WASH_INGTON, SURFACE WATER DESIGN MANUAL • FIGURE 3.51A HYDROLOGIC SOIL GROUP OF THE SOILS INKING COUNTY HYDROLOGIC HYDROLOGIC SOIL GROUP ` , GROUP* SOIL GROUP GROUP* Alderwood C Orcas Peat D Arents, Alderwood Material C Oridia D Arents, Everett Material B Oval[ C Beausite C Pilchuck C Bellingham D Puget D Briscot D Puyallup B Buckley D g B Coastal Beaches - Variable Renton D Earlmont Silt Loam D Riverwash Variable Edgewick C Salal C Everett A Sammamish D Indianola A Seattle D lCrtsap Shacar D Klaus C Si Silt C Mixed Alluvial Land Variable Snohomish D Nelton A Sultan C Newberg B Tukwila Nooksack C Urban V Normal Sandy Loam D Woodinville Cgs`" • HYDROLOGIC SOIL GROUP CLASSIFICATIONS A. (Low runoff potential). Soils having high Infiltration rates, even when thoroughly wetted, and consisting chiefly of deep,well-to-excessively drained sands or gravels. 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. (D (Moderately high runoff potential). Soils having slow infiltration rates when thoroughly wetted,and consisting chiefly of soils with a layer that impedes downward movement of water, or soils with moderately fine to fine textures. These soils have a slow rate of water transmission. D. (High runoff potential). Soils having very slow infiltration rates when thoroughly wetted and consisting chiefly of Gay soils with a high swelling potential, soils with a permanent high water table, soils with a hardpan or day layer at or near the surface,and shallow soils over nearly impervious material. These soils have a very slow rate of water transmission. From SCS, TR-55, Second Edition,June 1986, Exhibit A-1. Revisions made from SCS, Soil Interpretation Record. Form #5, September 1988. 3.5.2-2 I/90 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL 14be 3.5.213 SCS WESTERN WASHINGTON RUNOFF CURVE NUMBERS f SCS WESTERN WASHINGTON RUNOFF CURVE NUMBERS (Published by SCS in 1982) Runoff curve numbers for selected agricultural, suburban and urban land use for Type to rainfall distribution, 24-hour storm duration. CURVE NUMBERS BY HYDROLOGIC SOIL GROUP LAND USE DESCRIPTION A B C D Cultivated land(1): winter condition 86 91 94 95 Mountain open areas: low growing brush and grasslands 74 82 89 92 Meadow or pasture: 65 78 Qq 89 Wood or forest land: undisturbed 42 64 76 81 Wood or forest land: young second growth or brush 55 72 81 86 Orchard: with cover crop 81 88 92 94 Open spaces, lawns, parks, golf courses, cemeteries, landscaping. good condition: grass cover on 75% or more of the area 68 80 (86 ) 90 fair condition: grass cover on 50% v . to 75% of the area 77 85 90 92 Gravel roads and parking lots 76 85 89 91 Dirt roads and parking lots 72 82 87 89 Impervious surfaces, pavement, roofs, etc. 98 98 98 98 Open water bodies: lakes, wetlands, ponds, etc. 100 100 100 100 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 portion 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 unit developments, % impervious condominiums, apartments, must be computed commercial business and industrial areas. (1) For a more detailed description of agricultural land use curve numbers refer to National Engineering Handbook, Section 4, Hydrology, Chapter 9,August 1972. 10 (2) Assumes roof and driveway runoff is directed Into street/storm system. (3) The remaining pervious areas (lawn) are considered to be in good condition for these curve numbers. 3.5.2-3 I/90 ��•1 AID /�•• - $� i �a�,[.'�r�:t �f�i■III �� / :� I� s „re. KING COUNTY, WAS HINGTON, SURFACE WATER DESIGN MANUAL FIGURE 3.5.1E 10-YEAR 24-HOUR ISOPLUVIALS 22 ' — 23 - 24 25 _ _ a 4 ' 26 2.7 J r 33 KOM S � ' i YEAR 24-HOUR PRECIPITATION ISOPLUVIALS OF IG-YEAR 24-HOUR TOTAL PRECIPITATION IN INCHES 30 - O 1 2 3 4 5 6 7 8 Mlles . .1-10 3�5 �- 1.: 300,000 35 !�. 1/90 4.0 MEMCIwin . FORMA 11" Is .� "gi ► Mill LN Ell ` •sue- IF �� P File Input Hydrograph Storage Discharge LPool Proj : 5131 BarghaU5en Engineers Display Level Pool Results eeeeeeeeeeeeeeeeeeeeeeeeei Match Inflow Storage Disch Peak Peak Peak Description Peak Peak ID ID Stage Volume Out 2 YR EVENT 0.22 0.82 1 1 22.06- 2727 0.22 10 YR EVENT 0.47 1 .24 1 3 22.47 4194 0.47 100 YR EVENT 0.78 1 .70 1 3 22.94 5869 0.70 01'. aeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeef ot,, 0 M A iJ ESL 15 s #4IP 5/10/96 2 : 27 : 41 pm Barghausen Engineers page 1 JERRY SOLOMAN CAR DEALERSHIP JOB NO. 5131 BASIN SUMMARY BASIN ID: 100DEV NAME: 100 YR DEVELOPED SBUH METHODOLOGY TOTAL AREA. . . . . . . : 2 . 09 Acres BASEFLOWS: 0. 00 cfs RAINFALL TYPE. . . . : TYPEIA PERV IMP PRECIPITATION. . . . : 3 . 90 inches AREA. . : 0. 20 Acres 1. 89 Acres TIME INTERVAL. . . . : 10. 00 min CN. . . . : 86. 00 98. 00 TC. . . . . 1. 96 min 3 . 30 min ABSTRACTION COEFF: 0. 20 TcReach - Sheet L: 10. 00 ns: 0 . 1500 p2yr: 2 . 00 s: 0 . 0200 impTcReach - Sheet L: 140. 00 ns: 0. 0110 p2yr: 2 . 00 s: 0. 0200 impTcReach - Channel L: 230 . 00 kc: 42 . 00 s: 0. 0050 PEAK RATE: 1. 70 cfs VOL: 0. 62 Ac-ft TIME: 470 min BASIN ID: 100PRE NAME: 100 YR PREDEVELOPED SBUH METHODOLOGY TOTAL AREA. . . . . . . : 2 . 09 Acres BASEFLOWS: 0 . 00 cfs RAINFALL TYPE. . . . : TYPEIA PERV IMP PRECIPITATION. . . . : 3 . 90 inches AREA. . : 2 . 09 Acres 0 . 00 Acres TIME INTERVAL. . . . : 10. 00 min CN. . . . : 86. 00 0. 00 TC. . . . . 38 . 53 min 0. 00 min ABSTRACTION COEFF: 0 . 20 TcReach - Sheet L: 240. 00 ns: 0. 2400 p2yr: 2 . 00 s: 0. 0173 • PEAK RATE: 0. 78 cfs VOL: 0. 43 Ac-ft TIME: 490 min BASIN ID: 10DEV NAME: 10 YR DEVELOPED SBUH METHODOLOGY TOTAL AREA. . . . . . . : 2 . 09 Acres BASEFLOWS: 0. 00 cfs RAINFALL TYPE. . . . : TYPEIA PERV IMP PRECIPITATION. . . . : 2 . 90 inches AREA. . : 0. 20 Acres 1. 89 Acres TIME INTERVAL. . . . : 10. 00 min CN. . . . : 86. 00 98 . 00 TC. . . . . 1. 96 min 3 . 30 min ABSTRACTION COEFF: 0 . 20 TcReach - Sheet L: 10. 00 ns: 0. 1500 p2yr: 2 . 00 s: 0. 0200 impTcReach - Sheet L: 140 . 00 ns: 0. 0110 p2yr: 2 . 00 s: 0. 0200 impTcReach - Channel L: 230. 00 kc: 42 . 00 s: 0. 0050 PEAK RATE: 1. 24 cfs VOL: 0. 45 Ac-ft TIME: 470 min • 5/10/96 2 : 27 : 41 pm Barghausen Engineers page 2 JERRY SOLOMAN CAR DEALERSHIP JOB NO. 5131 BASIN SUMMARY BASIN ID: 10PRE NAME: 10 YR PREDEVELOPED SBUH METHODOLOGY TOTAL AREA. . . . . . . : 2 . 09 Acres BASEFLOWS: 0. 00 cfs RAINFALL TYPE. . . . : TYPEIA PERV IMP PRECIPITATION. . . . : 2 . 90 inches AREA. . : 2 . 09 Acres 0. 00 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 86. 00 0. 00 TC. . . . . 38 . 53 min 0. 00 min ABSTRACTION COEFF: 0. 20 TcReach - Sheet L: 240. 00 ns: 0. 2400 p2yr: 2 . 00 s: 0. 0173 PEAK RATE: 0 . 47 cfs VOL: 0. 27 Ac-ft TIME: 490 min BASIN ID: 2DEV NAME: 2 YR DEVELOPED SBUH METHODOLOGY TOTAL AREA. . . . . . . : 2 . 09 Acres BASEFLOWS: 0. 00 cfs RAINFALL TYPE. . . . : TYPEIA PERV IMP PRECIPITATION. . . . : 2 . 00 inches AREA. . : 0 . 20 Acres 1. 89 Acres TIME INTERVAL. . . . : 10. 00 min CN. . . . : 86 . 00 98 . 00 TC. . . . . 1. 96 min 3 . 30 min ABSTRACTION COEFF: 0 . 20 TcReach - Sheet L: 10 . 00 ns: 0. 1500 p2yr: 2 . 00 s: 0 . 0200 impTcReach - Sheet L: 140 . 00 ns: 0. 0110 p2yr: 2 . 00 s: 0. 0200 • impTcReach - Channel L: 230 . 00 kc: 42 . 00 s: 0. 0050 PEAK RATE: 0. 82 cfs VOL: 0 . 29 Ac-ft TIME: 470 min BASIN ID: 2PRE NAME: 2 YR PREDEVELOPED SBUH METHODOLOGY TOTAL AREA. . . . . . . : 2 . 09 Acres BASEFLOWS: 0 . 00 cfs RAINFALL TYPE. . . . : TYPEIA PERV IMP PRECIPITATION. . . . : 2 . 00 inches AREA. . : 2 . 09 Acres 0. 00 Acres TIME INTERVAL. . . . : 10. 00 min CN. . . . : 86 . 00 0. 00 TC. . . . . 38 . 53 min 0. 00 min ABSTRACTION COEFF: 0 . 20 TcReach - Sheet L: 240. 00 ns: 0. 2400 p2yr: 2 . 00 s: 0 . 0173 PEAK RATE: 0 . 22 cfs VOL: 0. 15 Ac-ft TIME: 490 min • 5/10/96 2 : 27 : 41 pm Barghausen Engineers page 3 JERRY SOLOMAN CAR DEALERSHIP JOB-NO.-5131_________________________________________________________ HYDROGRAPH SUMMARY PEAK TIME VOLUME HYD RUNOFF OF OF Contrib NUM RATE PEAK HYDRO Area cfs min. cf\AcFt Acres --------------------------------------------- --------------------------------------------- 1 0. 224 490 6441 cf 2 . 09 L Y4 2 0. 474 490 11965 cf 2 . 09 i() Y2 P2E 3 0. 780 490 18632 cf 2 . 09 /00 (or, PAC- 4 0 . 820 470 12790 cf 2 . 09 {(L j:2,E✓ 5 1. 238 470 19454 cf 2 . 09 /U `(lQ .001�✓ 6 1. 703 470 26930 cf 2 . 09 /O0 .ee_ OC✓ 7 0. 224 570 12790 cf 2 . 09 Z `rs. 8 0 . 466 540 19454 cf 2 . 09 /0 Y9 ►2DwNr,--O 9 0 . 700 510 26930 cf 2 . 09 /dp yo- Ej�:3 w • 5/10/96 2 : 27 : 44 pm Barghausen Engineers page 4 JERRY SOLOMAN CAR DEALERSHIP JOB_NO.-5131_________________________________________________________ STORAGE STRUCTURE LIST STORAGE LIST ID No. 1 Description: SITE STORAGE 5/10/96 2 : 27 : 44 pm Barghausen Engineers page 5 JERRY SOLOMAN CAR DEALERSHIP • JOB-NO. -5131_________________________________________________________ STAGE STORAGE TABLE CUSTOM STORAGE ID No. 1 Description: SITE STORAGE STAGE <----STORAGE----> STAGE <----STORAGE----> STAGE <----STORAGE----> STAGE <----STORAGE----> (ft) ---cf--- --Ac-Ft- (ft) ---cf--- --Ac-Ft- (ft) ---cf--- --Ac-Ft- (ft) ---cf--- --Ac-Ft- 21.00 0.0000 0.0000 21.70 1440 0.0331 22.40 3949 0.0907 23.10 6258 0.1437 21.10 147.60 0.0034 21.80 1791 0.0411 22.50 4313 0.0990 23.20 6444 0.1479 21.20 295.20 0.0068 21.90 2142 0.0492 22.60 4665 0.1071 23.30 6629 0.1522 21.30 442.80 0.0102 22.00 2493 0.0572 22.70 5017 0.1152 23.40 6815 0.1564 21.40 590.40 0.0136 22.10 2857 0.0656 22.80 5369 0.1233 23.50 7000 0.1607 21.50 738.00 0.0169 22.20 3221 0.0739 22.90 5721 0.1313 21.60 1089 0.0250 22.30 3585 0.0823 23.00 6073 0.1394 • • 5/10/96 2 : 27 : 45 pm Barghausen Engineers page 6 JERRY SOLOMAN CAR DEALERSHIP • JOB NO. 5131 DISCHARGE STRUCTURE LIST MULTIPLE ORIFICE ID No. 1 Description: PRELIMINARY ORIFICE DESIGN Outlet Elev: 21. 00 Elev: 19 . 00 ft Orifice Diameter: 2 . 8301 in. NOTCH WEIR ID No. 2 Description: NOTCH WEIR Weir Length: 0 . 3100 ft. Weir height (p) : 1. 0600 ft. Elevation 22 . 06 ft. Weir Increm: 0. 10 COMBINATION DISCHARGE ID No. 3 Description: 1 AND 2 COMBINED Structure: 1 Structure: Structure: 2 Structure: Structure: • 5/10/96 2 : 27 : 45 pm Barghausen Engineers page 7 JERRY SOLOMAN CAR DEALERSHIP JOB-NO.-5131_________________________________________________________ STAGE DISCHARGE TABLE MULTIPLE ORIFICE ID No. 1 Description: PRELIMINARY ORIFICE DESIGN Outlet Elev: 21. 00 Elev: 19 . 00 ft Orifice Diameter: 2 . 8301 in. STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> (ft) ---CfS-- ------- (ft) ---CfS-- ------- (ft) ---CfS-- ------- (ft) ---CfS-- ------- 21.00 0.0000 23.10 0.3150 25.20 0.4454 27.30 0.5455 21.10 0.0687 23.20 0.3224 25.30 0.4507 27.40 0.5499 21.20 0.0972 23.30 0.3296 25.40 0.4559 27.50 0.5541 21.30 0.1190 23.40 0.3367 25.50 0.4611 27.60 0.5584 21.40 0.1375 23.50 0.3437 25.60 0.4662 27.70 0.5626 21.50 0.1537 23.60 0.3505 25.70 0.4712 27.80 0.5668 21.60 0.1684 23.70 0.3571 25.80 0.4762 27.90 0.5709 21.70 0.1818 23.80 0.3637 25.90 0.4811 28.00 0.5751 21.80 0.1944 23.90 0.3701 26.00 0.4860 28.10 0.5791 21.90 0.2062 24.00 0.3765 26.10 0.4908 28.20 0.5832 22.00 0.2173 24.10 0.3827 26.20 0.4956 28.30 0.5872 22.10 0.2280 24.20 0.3888 26.30 0.5004 28.40 0.5913 • 22.20 0.2381 24.30 0.3948 26.40 0.5051 28.50 0.5952 22.30 0.2478 24.40 0.4008 26.50 0.5097 28.60 0.5992 22.40 0.2572 24.50 0.4066 26.60 0.5143 28.70 0.6031 22.50 0.2662 24.60 0.4124 26.70 0.5189 28.80 0.6070 22.60 0.2749 24.70 0.4181 26.80 0.5234 28.90 0.6109 22.70 0.2834 24.80 0.4237 26.90 0.5279 29.00 0.6148 22.80 0.2916 24.90 0.4292 27.00 0.5324 22.90 0.2996 25.00 0.4347 27.10 0.5368 23.00 0.3074 25.10 0.4401 27.20 0.5412 • 5/10/96 2 : 27 : 45 pm Barghausen Engineers page 8 JERRY SOLOMAN CAR DEALERSHIP • JOB-NO.-5131_________________________________________________________ STAGE DISCHARGE TABLE NOTCH WEIR ID No. 2 Description: NOTCH WEIR Weir Length: 0. 3100 ft. Weir height (p) : 1. 0600 ft. Elevation 22 . 06 ft. Weir Increm: 0. 10 STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> (ft) ---CfS-- ------- (ft) ---CfS-- ------- (ft) ---CfS-- ------- (ft) ---CfS-- ------- -------------------------------------------------------------------------------------------------------- -------------------------------------------------------------------------------------------------------- 22.06 0.0000 22.50 0.2226 23.00 0.4030 23.50 0.1450 22.10 0.0079 22.60 0.2784 23.10 0.3962 23.60 0.0147 22.20 0.0491 22.70 0.3272 23.20 0.3693 23.70 0.0000 22.30 0.1035 22.80 0.3660 23.30 0.3200 22.40 0.1630 22.90 0.3921 23.40 0.2460 • 5/10/96 2 : 27 : 47 pm Barghausen Engineers page 9 JERRY SOLOMAN CAR DEALERSHIP • JOB-NO._5131_________________________________________________________ STAGE DISCHARGE TABLE COMBINATION DISCHARGE ID No. 3 Description: 1 AND 2 COMBINED Structure: 1 Structure: Structure: 2 Structure: Structure: STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> (ft) ---CfS-- ------- (ft) ---CfS-- ------- (ft) ---CfS-- ------- (ft) ---CfS-- ------- 21.00 0.0000 23.10 0.7112 25.20 0.4454 27.30 0.5455 21.10 0.0687 23.20 0.6917 25.30 0.4507 27.40 0.5499 21.20 0.0972 23.30 0.6496 25.40 0.4559 27.50 0.5541 21.30 0.1190 23.40 0.5827 25.50 0.4611 27.60 0.5584 21.40 0.1375 23.50 0.4886 25.60 0.4662 27.70 0.5626 21.50 0.1537 23.60 0.3652 25.70 0.4712 27.80 0.5668 21.60 0.1684 23.70 0.3571 25.80 0.4762 27.90 0.5709 21.70 0.1818 23.80 0.3637 25.90 0.4811 28.00 0.5751 21.80 0.1944 23.90 0.3701 26.00 0.4860 28.10 0.5791 21.90 0.2062 24.00 0.3765 26.10 0.4908 28.20 0.5832 22.00 0.2173 24.10 0.3827 26.20 0.4956 28.30 0.5872 22.10 0.2359 24.20 0.3888 26.30 0.5004 28.40 0.5913 22.20 0.2872 24.30 0.3948 26.40 0.5051 28.50 0.5952 22.30 0.3513 24.40 0.4008 26.50 0.5097 28.60 0.5992 22.40 0.4202 24.50 0.4066 26.60 0.5143 28.70 0.6031 22.50 0.4888 24.60 0.4124 26.70 0.5189 28.80 0.6070 22.60 0.5534 24.70 0.4181 26.80 0.5234 28.90 0.6109 22.70 0.6106 24.80 0.4237 26.90 0.5279 29.00 0.6148 22.80 0.6576 24.90 0.4292 27.00 0.5324 22.90 0.6917 25.00 0.4347 27.10 0.5368 23.00 0.7104 25.10 0.4401 27.20 0.5412 • 5/10/96 2 : 27 : 51 pm Barghausen Engineers page 10 JERRY SOLOMAN CAR DEALERSHIP • JOB NO. 5131 LEVEL POOL TABLE SUMMARY MATCH INFLOW -STO- -DIS- <-PEAK-> STORAGE <--------DESCRIPTION---------> (cfs) (cfs) --id- --id- <-STAGE> id VOL (cf) 2 YR EVENT ................... 0.22 0.82 1 1 22.06 7 2726.63 cf 10 YR EVENT .................. 0.47 1.24 1 3 22.47 8 4193.54 cf 100 YR EVENT ................. 0.78 1.70 1 3 22.94 9 5868.71 cf • • APPENDIX C CONVEYANCE CALCULATIONS • • � � � � � , ��I�� ` ��51M11/ � � � --sr► �� ► �� e -� � ��► �'a� � .. �. .�� ,� ��`,. ...._ e!�� -� � �� ► � .A r ' � �� . �. � �� I�iit �►� �� '. �� ^ �, � ,► �U ,.;lira �- � •, ► �- (� , . , ,r ' 1 � ,- �$ �� , ��:�e�E�� Ap� � �� . . .�� ____ — . . .. ... ,, CONVEYANCE SYSTEM ANALYSIS AND SIZING TABLE USING THE RATIONAL METHOD C Location Q V V Z Sub Basin Number Area C C•A Sum Tc �R IR OR Pipe Typ. Slope F L T A C� From To (ac) C•A (min.) (c.f.s.) (in.) n (ft.ft.) (PiPe (pipe (at (ft.) (min.) w n full full QR) w �_✓IZH� do 177 6,75 .PD Z. l,^ . ► ,eb) n o c a z a2_�G13� - ---------- Od ,10 ,I0 'z JA- 2.Z'2 L$ m 3,__ 4' 2-,6 �r z .L L Oi DOS 2, Z,0 S r Ili a z l . ' av15 4,8 ,15 5 �' j � w s o� 01 ' '7 3/S14 z z � 0 0 � z z C C/) A t� y a rill m a a z r m al — Idi N z z --- f � a Project: T� �,p G�QS R Z5 PR 3 Calcs by: SPS Job No: S/ 3 C �� a Location: 1/411Lr-1/4 Sec. TWP Z3/�/ RGE. Date: / / / �/(p Page g / of r. o � GRADING AND STORM DRAINAGE PLAN ��- CALL UTILITY LOCATE L � +1-800-424-5555 T-W 3� E/C7 ...... ¢ ../.: GC7 cic7 IL 0047 0 (41 s, �.. tit I / l3L N i•I -w [�.1• � it �... p A]0 .. ,.f� .` .<u' v�lln -f' ... .J oP GAi ,nog �-i,m J �)•l , ' C7� W. •.7'�:.',,'i�:.>a.��?9/L'•`.W�:��T :.1. Li M -1nR.t i.m 80UIMdMDY*AT y - G01M 1! k nY. u WrtN Dl11F0 n .. •. . t-ilm-� 1� olY,nrf M mP[ TE T nln•a®nnw I,�ttlmpn�o,opM ono f0anxrQY� i�l EE m= raml�o cadmiun5 ffA rnr smt h�n$� •e ,o v: iw�i a�0°on;-ii xw .,a.a:r m.mw ____�A._____ •r a v. a[cx ,w n-u am i m.u"ti�v�"w.n�omw�wmwm11Pi�i�mrb".:.a�' rmwsm sw aw>, Y InMM �" ' W r,..s,s.-.,w cm..m,.as/,o/�,ae w.0 sm:.,-aa w raa.�e¢u.,. Ta�f..•sa,.isi. - C3 'p m