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HomeMy WebLinkAboutSWP272249 ' 1 CRY OF RE`+rc`.J E C E 1 V ED BUlLpli:.. STORM DRAINAGE ANALYSIS AND TECHNICAL INFORMATION REPORT PARKING ENHANCEMENT PACIFIC MEDICAL CENTER 601 S . Carr Road Renton , Washington 98055 Prepared by: AKB CONSULTING ENGINEERS 875 - 140TH AVENUE NE, SUITE 201 BELLEVUE, WASHINGTON 98005-3400 (206) 747-3592 DECEMBER 1995 � r B. PROJECT OVERVIEW: The development is proposed to provide enhanced parking capacity for existing Pacific Medical Center Facility located on adjacent property. The development will result in 95 new parking stalls consisting of 33 compact stalls and 62 standard stalls. The total property area is 2.64 acres. Only a portion of this property is to be developed to meet current needs. The development proposes clearing only 1.35 acres of the property. Other portions of the property are to remain undisturbed. The total development area including a 0.26 acre haul road easement is 1.61 acres. Under the developed condition the proposed previous area is 0.81 acres. The paved area proposed includes 0.14 acres existing haul, access road. New pavement proposed is only 0.66 acres. The development proposes to upgrade the existing access road to current city standard for a private access road. The access road is included in the surface water management system designs. The difficult site parameter is the existing slope of about 12% from the south- east to the north-west. To carve out a parking lot from this property was a challenging task, because the parking lot must be shaped as to be conducive and compatible to any fixture expansions west or south. The maximum slope of a parking pavement allowed by the city standards is 8%. Hence, cut and fill earthwork operations are required to achieve this slope. Looking at a larger picture, the slope was centered at the mid-depth of the property, such that, at build out the development is not skewed to the surroundings such as the existing haul road to the north. Centering the proposed slope at mid-depth of the property also contributes to the economy by avoiding retaining walls now and in the future. Page 1 of 2 King County Building and Land Development Division TECHNICAL INFORMATION REPORT (TIR) WORKSHEET PART I PROJECTOWNER AND PART 2 PROJECT.LOCATION PROJECT Project Owner P /rl�pici l c C�ri��� Project Name RMC P4PKirt6r.FiN1I�N Address 60/ S. P000, fitnTON Location Phone --3 26-402 2 Township 23 d Project Engineer 914,01 - . 11 TnTU P.C. Range 45E Company Ak Section 3/ �3 Jrtr'GIr�t272S, iiJaG . Project Size j•6/ AC Address Phone 875-144 rN ( 'NE 4GtLEvuG 747- Upstream Drainage Basin Size 1�R AC 35a2 PART 3 TYPE OF • OTHER Subdivision 0 DOF/G HPA 0 Shoreline Management 0 Short Subdivision 0 'COE 404 [=1 Rockery Grading 0 DOE Dam Safety 0 Structural Vaults [S?f Commercial 0 FEMA Floodplain 0 Other 0 Other COE Wetlands CI HPA COMMUNITYPARTS SITE '7� Community SOOS GIP�Z'i-J!� Drainage Basin PART 6 SITE CHARACTERISTICS, 0 River 0 Floodplain -' 0 Stream — 0 Wetlands Critical Stream Reach -- 0 Seeps/Springs 0 Depressions/Swales — 0 High Groundwater Table 0 Lake — — 0 Groundwater Recharge — 0 Steep Slopes — _ 0 Other 0 Lakeside/Erosion Hazard PART 7 SOILS Soil Type Slopes Erosion Potential Erosive Velocities AG C 6=-�s f' f1q-12t 2__ _ /azJ :to MaYi rn;1 — /YJodeY�� 0 Additional Sheets Attatched 1/90 Page 2 of 2 King County Building and Land Development Division TECHNICAL INFORMATION REPORT (TIR) WORKSHEET PART 8 DEVELOPMENT LIMITATIONS REFERENCE LIMITATION/SITE CONSTRAINT C] Ch.4-Downstream Analysis _ Additional Sheets Attatched PART 9 ES C REQUIREMENTS MINIMUM ESC REQUIREMENTS MINIMUM ESC REQUIREMENTS DURING CONSTRUCTION FOLLOWING CONSTRUCTION d Sedimentation Facilities 21 Stabilize Exposed Surface Stabilized Construction Entrance u 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 �, Cover Practices 0 Flag Limits of NGPES ly1/ Construction Sequence Other C] Other PART i ,SURFACE WATER SYSTEM Grass Lined Channel Tank Infiltration Method of Analysis 0 Pipe System CJ Vault Depression C_S Typal? Open Channel Energy Dissapator 0 Flow Dispersal Compensation/Mitigation L� Dry Pond Wetland = Waiver of Eliminated Site Storage Wet Pond 0 Stream 0 Regional Detention N-A - Brief Description of System Operation P�KkIM6- fl "t D0iY1I6G 7tJ ,5//ot'i�zrz�7�_�_� Tv r>RV D/sc+g"RGC To S-rlY D)?A1-MI0 Facility Related Site Limitations CJ Additional Sheets Attatched Reference Facility Limitation F— I Drainage Easement �] Cast in Place Vault 0 Other [_] Access Easement Retaining Wall Native Growth Protection Easement Rockery>4'High Tract 0 Structural on Steep Slope 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 / 12�14f 95' - ------ - here is accurate. sro�o,r� 1AM N S 16T)l ST"!. W2 si ST.i 60 —J!, 62HO ST ST < q F"00,01— SE J(ATH $1 1 ATH vt .4a 9N 0'.., loorl— st 16 ell .17 .' $1 (IT- ,-TIO 11-J, •tloA't W" m: 110TH ST SrH t 29 ST 16ST 9TH a 170T t_t;31 i"t, I.,;!, K.+ S I?IND it SE i71N0 ='ST I.A. bc 6, loom .�OBFO-f".-'.!TF j k 5x 7.1m ST fi IT ST 37LM 17" A ST ' 1,ST Itnt PL Q1,L A 0 K. e ST Mn E e ST jw. 'T $ yl ST SE 180TH K SE= 182ND K r ­__ 36 st r svRrNrarsar Pt .0 SE SE 184TH ST SITE SE INTM ST CJL_4 06TH-h—t LIEML_ST rm s sa ST i — 37 ST WIN ST If c? m:m. x St ItIBTN T —ST ST In ST I ont ST 'r 1".1 P. A 1 It < '.':' I S 192NO Sr ST _ 2 11 s 55T4 T' 192NEl' ST Sit 194 Lu ST Sw 194TH ST _j _C) TO 8z S I" ST S 196TH ST 196TH ST 76co S 198TH ST is ark '0" Amm Si JwrSE ST st ;71 . - "'I" , SE l"TH O1N IS6 S 2w 2 TH SE 200TH ST— ST 21 7w r :�x 5 mist ST S 202RO ST jel 320—I, x1z —J 203RD ST pt bi A+ SE 204TR -ST p ST;S 20STN iE 0;INN W.VSE w ST 20 ST 2 2 S ST Z06TH FL ST I L 2osn SE e — 8TH L if mop If REFERENCE: THE THOMAS GUIDE, KING COUNTY, WASHINGTON, PAGES 655, 656, 685 AND 686, 1995 EDITION. VICINITY MAP PACIFIC MEDICAL CENTER PARKING LOT RENTON, WASHINGTON F/Guk-ff • 4C _ Its / 171.17 32 32 7/ r� /�r /1 �" 1? ^I 2� I E[♦ •1yu.;� ^ � ,.1J.t� 35,Ac. S 177TN ST. is ,\�Q '4 jr I. 105.?8 1371 66.1y 6 1444 10 5`s 1� 2 9 7 35 T"' 12 ti a, P- Ronald )III p � 37 W. Scott I1� /i'• a``/ QP J'.'' ,>° T--: \: 1's v `�S�p 3114 0 /' 0 3.28 Ac. ff 26 L ,7g 0 4 S �• 2739 i,. t1 �Cj 3 IE r I' E� 41 �e o s _.,r 24 q 42 ?S? 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I I .•Py II ' "• .. ` I i I I' !I� it ) `�` I J i J , im xo 10 I ; , , ,.,r. PACIFIC MEDICAL CENTER. r+ • ■ ■ YILMN IYOYl Y;•WR XI _ Ai(i3 YBI[Y■-�ulYwra•NNY it RENTON, WA. oYn maw•ru wn rnsm C O X!U L i 1 X 0 E N O I N E E N TEMPORARY ERROSION/SEDIMENTATION CONTROL PLAN. 12 3d'0-9/_.( f r CI a � J ' - .) �.I I , I +• 11 i II i•� ,,it1 '! � i z � � •{( )) :�� i� �. � I.li� i'I I 'F '.9 ti }�� of �ilj'•:f'r;� m � � � t f /�I V i,''� a° •'' ai f.tlts,'y pit IIUI C aan I! I j i ,•r s , ;i i !'. f1 i! ' C TR _ 'I j; i n I I3 PAVING, GRADING, AND DRAINAGE PLAN "mc 1700 r.<u@ A.<nu s."I, [lei i axz< PROPOSED PARKING ENHANCEMENT PACIC•ICMRDICALCIIVIFR s` °<.wo,e;nyion ee,u �{�(�3Mjc!, vrobet Y�npwx�nk$NYk� 1''•n-c,: (macs,nl la•� "<"•' •° e n n x e e.s I[I�+C i FROM DEL ERICKSON P.E. PHONE HO. 747 5825 P01 © ' Tu ` 1 r 5 7 so S M 194 a nI •� l�i j t AJ[A: ! wn 075 V ' No b • • . ,' U ' , Agc u Wo r Ur PY Oa $ r J ^l'tt j�� � E 1 . J i• f+ m o 'Qlt .•Ifs, A! +' l rim Ng Ng U •r • ' '1 i. • J ' y Ip t• Tu • j 1 40 r„ Pk os L 1 Pk NA Pc ® Wo t++ A•C Al, • AmC Wo t` • 'i1 t 2 •. �r Uri • AmC • . Ur 2; Re I • U� i t , - -/ReI A r. oe Alp 1 'J A 4 Arn Ali ® • AMC � • No ow ` !JI AXoAgCTl Sk (AscPu ' • ? J yj t Wo PY ,r Oe i Br °k 12 31 C• • ., • S iC •.r, -1 • t t W "t ,• ••• � 1 Re k . A^1C- Ai Ur r•le• F. .In 7y r 1 COC) 1Mo•n •. os •y'y :^�� i. Os '' A• rW• AkF 'r{ _• ` Os •. i ' A8D AmC I �L r Ur • • ,Jr ■ �r n•t, '� • 57 /L KING COUNTY, WASI-IINGTON, 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 hydrographs should be 4-r generated and summed to form one hydrograph. FIGURE 3.5.2A 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 Ovall C Beausite C Pilchuck C Bellingham D Puget D Briscot D Puyallup B Buckley D Ragnar B Coastal Beaches Variable Renton D Eadmont Silt Loam D Riverwash Variable Edgewick C Salal 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 Urban Variable Normal Sandy Loam D Woodinville D 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. C. (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 clay soils with a high swelling potential, soils with a permanent high water table, soils with a hardpan or clay 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 45, September 1988. 3.5.2-2 11/92 SITE DRAINAGE FEATURES EXISTING: Existing Site Topography is such that the site runoff sheet flows down unifonn slope from the south-east to the north-west. The natural discharge location appears to be at the northwest confer of the site to an existing inlet to an existing 18" concrete pipe. This 18" concrete pipe appears to convey the drainage from the property to the east of the project site as shown in figure 3A. PROPOSED CONDITION: Under proposed condition the runoff route remains virtually the same, sheet flowing from the south-east conger to the north-west. The runoff sheet flows from the pavement into the biofiltration Swale along the west side of the parking through curb cuts. The biofiltratiion swale conveys the runoff to the detention pond at the north-west corner. The controlled discharge is through the control structure to the existing inlet to the west. The direction of runoff and the location of the discharge remain unchanged after development. The offsite runoff from the upstream property to the east remains unaltered. The upstream nuioff is intercepted by an existing drainage ditch located along the east property line and conveyed to an existing stone drainage system consisting of an 18" concrete pipe. The drainage flows north through the existing Pacific Medical Center Development, through a series of drainage structures. CORE AND SPECIAL REQUIREMENTS CORE REQUIREMENT #1 : DISCHARGE AT NATURAL LOCATION Under the existing conditions the onsite runoff route is from the south-east to the north-west corner. The discharge is at the north-west corner of the property. This is well depicted in figure 3A. The proposed parking pavement slopes from the south-east confer to the north-west as depicted in Figure 3B. The runoff is collected in a biofiltration swale flowing north and west to the detention pond. The detention pond is located at the north-west conger of the property. The discharge from the detention pond is proposed through the control structure to the same location as the pre-development discharge point. The inlet located at the north-west corner of the property is the receiving point of the discharge from the control structure. CORE REQUIREMENT # 2: OFF SITE ANALYSIS The upstream property under existing conditions has a drainage ditch that runs along the east property line. This ditch effectively intercepts the runoff from the upstream property, diverts it north and conveys it to an existing storm drainage system consisting of an 18" concrete pipe. This sewer conveys all upstream drainage without any interference from the development. The discharge from the development is to the same inlet at the north-west conger of the property that receives discharge from the property under existing conditions. The rate of discharge from the development is controlled by the control structure to not exceed the pre-development rate at all storm events up to and Including the 100 year 24 hour storm event. In fact using the 30% enlargement factor the discharge is limited to 0.68 cfs as compared to 0.75 cfs under the existing conditions. Therefore, 0.68 cfs is the highest rate of discharge proposed up to the 100 year 24 hour storm event. The drainage system receiving the discharge from this development consists of an 18" concrete pipe at 7.5% slope. The non-surcharged capacity of this system is calculated to be about 30.7 cfs. The proposed discharge is merely 2% of the capacity. The 18" concrete pipe flows west along the access road and nuns in to a drainage system along Carr Road and Talbot Road, leading to Panther Creek drainage system. This system is not known to have existing drainage problems and because the discharge from the development is restricted to less than the rate under existing conditions, the downstream drainage system is not expected to be adversely affected. CORE REQUIREMENT #3: RUNOFF CONTROL The project proposes to provide about 0.66 acres of new asphalt parking. Therefore, a biofiltration swale is a core requirement. A biofiltration swale is proposed along the west edge of the parking pavement. The runoff sheet flows across the width of the pavement and through the cuts provided in the curb and is received by the biofiltration swale. The biofiltration swale conveys the runoff to the detention system. The peak rate runoff control is achieved by means of a control structure located at the north- west conger of the detention pond. The control orifices are sized such that the discharges do not exceed the pre-development rates. The stage discharge tables attached clearly indicates this. CORE REQUIREMENT #4: CONVEYANCE SYSTEM The conveyance system such as the biofiltration swale and the drainage pipes have adequate capacity to handle drainage volumes at least up to the volume generated under a 25 year 24 hour storm event. The drainage calculations attached indicate the verification of the capacity of biofiltration swale to adequately convey 1.89 cfs which is greater than the 100 year 24 hour runoff from the entire development site. Sufficient free board allowance exists even at these flow volumes. The 12" concrete pipe is the discharge conduit provided from the control structure at 7.7% slope. A 12" concrete or a PVC pipe can convey 2.72 cfs drainage volume even at 0.5% slope. This capacity exceeds the flows expected at the highest storm the system is designed for. CORE REQUIREMENT # 5: EROSION/SEDIMENTATION CONTROL PLAN Erosion and sedimentation control is considered to be of high priority. Therefore, all preventive measures which could reasonably be taken have been proposed. The best management practices employed include: A. The extent of clearing is minimized. B. Diversion swales are proposed to route surface water runoff around the disturbed areas. C. A stabilized construction entrance is proposed. D. The drainage inlets, located downstream and considered likely to be impacted, are to be protected with a filter fabric cover over them, to keep sediment laden water from entering the existing storm sewers. E. A sedimentation trap is incorporated in to the design to allow sediments to settle in the basin provided. F. Moderate slopes of 3H:1 V are proposed for almost all created slopes. G. Silt fences are located at downstream extremities of the cleared area. H. All created slopes will be planted or hydroseeded within a week of construction. SPECIAL REQUIREMENT 41 : CRITICAL DRAINAGE AREAS The review of King County Sensitive Areas Map Folio does not indicate presence of any critical areas on or in the immediate vicinity of the site. SPECIAL REQUIREMENT 95: SPECIAL WATER QUALITY CONTROLS The project does not propose more than one acre of impervious surface subject to vehicular use. SPECIAL REQUIREMENT #1 1 &12: GEOTECH. ANALYSIS AND REPORT o�-a The project does not propose an infiltration system nor does it contain steep lopes. However, a geotechnical investigation was conducted on site for general development purposes. A report is attached. SPECIAL REQUIREMENT #13: AQUIFER PROTECTION AREAS The project is not proposed witliin an aquifer protection area. DRAINAGE CALCULATIONS For. Project: Pacific Medical Center Parking Location: 601 S. Carr Road Renton, Washington, 98055 Client: Ms. Vicki Somppi, P.M. Pacific Medical Center 1200 12th Avenue South Seattle, Washignton 98144 By: Shailesh Tatu, P.E. December 1995 Job Number: 95071 7o-719z- L�) /4 PROJECT: BY: LOCATION: CHECKED: SHEET CONSULTING ENGINEERS CLIENT: i DATE: C1--21-qs 9��'071 875 - 140TH AVE. N.E. • SUITE 201 • BELLEVUE • WA 98005 • (208)747-3592 JOB NO. KING COUNTY, WASI-IINGTON, SURFACE WATER DESIGN MANUAL TABLE,3.5.211 SCS WEISTERN NVASIIIN(;,rON RUNOFF CURVE NUMBERS SCS WESTERN WASHINGTON RUNOFF CURVE NUMBERS (Published by SCS in 1982) Runoff curve numbers for selected agricultural, suburban and urban land use for Type 1A 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 85 89 Wood or forest land: undisturbed or older second growth 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% 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. (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 11/92 ................ .......... ... ..... . ....... .... . ................................ ...... ............. ............. .. ........ ............�%*:.I*....... ............ ...................... .................. V.. .................................. ............... '(C ...I. 493.27 I'LL�C494-�.j(PLAT) ................... ............. ................ ............ L I J ...... ...... ............ .......... .........2:4 ul........... .. . ...... ... . ............ I A. ..... ....... z ...... .... ...... .... ................. 4Q z L�L .... ...... �\:.............. 0 ................ L L v z L 1 J ................... 4q ♦ _j ................... 11...... ..... .. .......... • z... ........ ROCK CHECK DA12, N ............ . ..... -- ---------------­- ... ....... __ . , ! 0 ...... ...... .1.. ....... (DIST.BETWEEN DAO iz tS (L .. ....• ... ..................... CEI ............... ORAj%.EL.f59.0* 4 N ..... IE-I 0 c, ......... t. CONSTR-JCTI&+E14TRMM ­PROPOSED, ARKING LOT. . ........ OR"'Ql" ........ ...... ................... .............. ...... TE jlrE IRI SPACES ..................... t Lu xt ........ ..... ........... .4 oil, T W/ftCK13 .... ...... ED La STq!g� =27 -0 R Lu ........... LA S—ANA UMiTS OF CELEAaNC 25CLF FILTER FEha ..... ROCK CHECK DAM (DIST.BETW4N DAMS 31 4 J'. ....... .. ..... 40'HZL EIoAD EAsEwEN r F "d uj Sm MENT TRA P' DEPTH -4-ROCK) uj .......... LLJ :z ............. Lu a: 0 Z,.............. 393.47'.,(CALC) Lij T) ..................... NOG-11'.E F .7, crz, — — — — — — — — — — — — — — t Ll a. 4 - CC 15,�*NT AQ92LAfa LITILMES EASIEWENTS t SPECIAL EXCEPTM Na 15 4-,i "BUC UnUTIES EASEMENTS ASPHALT PARKING AREA i ;4 in LEGEND 4 PRMPIM FLOV rLAT, N Ar 7 r PROPERTY LIME EASEMENT �-113 L HI ............. ................. X, 00'55 48 E DaSTING EDGE OF PAVE ENT '20,55-48-E ............................................. z NOD EXE OF VA3 51.80, P DATE REVISION EXTRUDED Ciao VERTICAL.DATUIJ: CITY OF RENTON(MAW 88) ORIGINAL BENCH MARK: KC-F-104,Z&SS DISC IN SIDEWALK AT -I- A _j INT.S.W.4=Sr.AJ40 TALBOT N, N SOUTH ELEV.-I21.30 ...........TEIM#1 TOP RMAR AND CAP AT S.W.PROPERTY CORNER L 'M Sm p TEMPCRART DENEN MARKk. TeM 2 ELEV.-209 67 f PK MAIL 21;±&V4 OF THE M.E.PROPERTY GORPIER DOQER ELEV.16&50 4Ile EXISI'M R TEMPORARY ER136SION/S61MENTATION Q0NT4bL\PLAN.LECAL DESCRIPTION ........ E)(rSTD&CATCH sAsm ObE RECORDED UNDER RECORDING No.E912049DOG.RECORDS OF KING 40 &STO;X MAIN LOTS Z 3 AND 4 OF CITY OF RENTON 94ORT PLAT W.074-ft 1 PE10P D CONDITIONS. As NO, SM71 .............. .................. EXISTD&MAMICU COUNTY.WASHINCTON. V-20, � 1 1. DATE. 07.17.95 L SANITARY SEVER SITUATE IN THE COUNTY OF IQNCw STATE OF WASMINCTC14. Feet TEIERICNE jumI II DRAWN: MG p PORTION SE 1/4, NE 1/4 SECTION 31, TO DNINE mAmHxE TOWNSHIP 23M, RANGE 5E W.M. CHECKED: Si 4, i ;: BASIS OF BEARING 10'SANITARY SEWER EASEMENT EXISTM PAIZKM LMWT RECORD OF SURVEY RECORDED IN SEE EXCEPTION NO.15 SHEET NO: CL CUM-f DATA s PUSUC UnUTIES BOOK 33 OF SURVEYS AT PACE 224 EASEMENTS SMN RECORDS OF KING COUNTY WASHINGTON DELTA-39-35-14(J9-35-44 ARC-395. (3"94 RECORD) FIRE HYMMI RADIUS.5871795 EXMTX WATER ME7CR Iff ROCI(CHECK DAM A 5 x PROJECT: BY: f 7' 2- HEET LOCATION: 2_ CHECKED: S CLIENT: DATE: CONSULTING ENGINEERS . 875 - 140TH AVE. N.E. SUITE 201 BELLEVUE WA 98005 - (206)747-3592 L�JO 18 NO. �2 = 2 lI�CII� 5• vS &1 caSaJp7z,' rz) CoN7a2dL S>.c_'�iCr�i/��' 'Z•2 Fps 7 2- o 1 ® PROJECT: BY: J LOCATION: CHECKED: SHEET CONSULTING ENGINEERS CLIENT: DATE: -Z-01 S' 875 - 140TH AVE. N.E. • SUITE 201 • BELLEVUE 9 WA 98005 • (208)747-3592 JOB NO. SPECIFY STORM OPTION: 1 C. S . TYPE-lA RAINFALL DISTRIBUTION ENTER: FREQ (YEAR) , DURATION (HOUR) , PRECIP (INCHES) 2 , 24 , 2 - -- -- - --- -- - - - --- --- - ---- - - - -- ----- - -- -- - - -- - ----- ----- -- - - - - - - - - - - - -- ******************** S . C. S . TYPE-lA DISTRIBUTION ******************** ********* 2-YEAR 24-HOUR STORM **** 2 . 00 " TOTAL PRECIP . ********* --------- - - - - - --- -- - - - - - --- - -- - - --------- -- --- - -- -- - --- - - - - -- -- ------- ENTER: A (PERV) , CN (PERV) , A ( IMPERV) , CN (IMPERV) , TC FOR BASIN NO . 1 1 . 61 , 85 , 0 , 98 , 23 . 6 DATA PRINT-OUT : AREA (ACRES) PERVIOUS IMPERVIOUS TC (MINUTES) A CN A CN 1 . 6 1 . 6 85 . 0 . 0 98 . 0 23 . 6 PEAK-Q (CFS) T-PEAK (HRS) VOL (CU-FT) . 20 7 . 83 4624 ENTER [d: ] [path] filename [ . ext] FOR STORAGE OF COMPUTED HYDROGRAPH : PMC2X.HYD SPECIFY STORM OPTION: 1 . C. S . TYPE-lA RAINFALL DISTRIBUTION ENTER: FREQ (YEAR) , DURATION (HOUR) , PRECIP (INCHES) 10, 24 , 2 . 9 -------- ----- - - - --------------------- --- -- - ----------------------- - --- ******************** S . C. S . TYPE-lA DISTRIBUTION ******************** ********* 10-YEAR 24-HOUR STORM **** 2 . 90" TOTAL PRECIP . ********* -------- ---------- -------- - ------------ -- - - -- -- -- - -------- - -- -------- - ENTER: A(PERV) , CN (PERV) , A(IMPERV) , CN (IMPERV) , TC FOR BASIN NO. 1 1 . 61, 85, 0 , 98 , 23 . E DATA PRINT-OUT : AREA(ACRES) PERVIOUS IMPERVIOUS TC (MINUTES) A CN A CN 1 . 6 1 . 6 85 . 0 . 0 98 . 0 23 . 6 PEAK-Q (CFS) T-PEAK (HRS) VOL (CU-FT) . 45 7 . 83 8756 ENTER [d: ] [path] filename [ . ext] FOR STORAGE OF COMPUTED HYDROGRAPH: PMCIOX.HYD SPECIFY STORM OPTION: 1 . C. S . TYPE-lA RAINFALL DISTRIBUTION ENTER: FREQ (YEAR) , DURATION (HOUR) , PRECIP (INCHES) 100 , 24 , 3 . 9 --------------------- --- ------- ---- ----- -- -- ----- -- -- ---- --- - -- ---- - - - ******************** S . C. S . TYPE-lA DISTRIBUTION ******************** ********* 100-YEAR 24-HOUR STORM **** 3 . 90" TOTAL PRECIP . ********* ---------------------- ------ -- ---- ------- ------------------- --- - - - -- -- ENTER: A(PERV) , CN (PERV) , A (IMPERV) , CN (IMPERV) , TC FOR BASIN NO. 1 1 . 61, 85 , 0 , 98 , 23 . E DATA PRINT-OUT : AREA (ACRES) PERVIOUS IMPERVIOUS TC (MINUTES) A CN A CN 1 . 6 1 . 6 85 . 0 . 0 98 . 0 23 . 6 PEAK-Q (CFS) T-PEAK (HRS) VOL (CU-FT) . 75 7 . 83 13762 ENTER [d: ] [path] filename [ . ext] FOR STORAGE OF COMPUTED HYDROGRAPH : PMC100X.HYD SPECIFY STORM OPTION: 1 .C. S . TYPE-lA RAINFALL DISTRIBUTION ENTER: FREQ (YEAR) , DURATION (HOUR) , PRECIP (INCHES) 2 , 24 , 2 ------- ----------- ------------- ---- ---- --- ----- -------- -- -- ----- --- - -- ******************** S . C. S . TYPE-lA DISTRIBUTION ******************** ********* 2-YEAR 24-HOUR STORM **** 2 . 00" TOTAL PRECIP . ********* ----------- ------------- ----- ------------- -- -- -- -- ----- --------- ------ ENTER: A (PERV) , CN (PERV) , A(IMPERV) , CN (IMPERV) , TC FOR BASIN NO. 1 . 81, 88 , . 8 , 98 , 3 . 05 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC (MINUTES) A CN A CN 1 . 6 . 8 88 . 0 . 8 98 . 0 3 . 0 PEAK-Q (CFS) T-PEAK (HRS) VOL (CU-FT) . 65 7 . 67 7993 ENTER [d: ] [path] filename [ . ext] FOR STORAGE OF COMPUTED HYDROGRAPH: PMC2D.HYD SPECIFY STORM OPTION: 1 C. S . TYPE-lA RAINFALL DISTRIBUTION ENTER: FREQ (YEAR) , DURATION (HOUR) , PRECIP (INCHES) 10 , 24 , 2 . 9 ----------------------------- ---------------- ----- ------- ---- --------- ******************** S . C. S . TYPE-lA DISTRIBUTION ******************** ********* 10-YEAR 24-HOUR STORM **** 2 . 90 " TOTAL PRECIP . ********* --------------- -------- ---- --------------- --------- - -- - ------ --- ------ ENTER: A(PERV) , CN (PERV) , A (IMPERV) , CN (IMPERV) , TC FOR BASIN NO . 1 . 81, 88 , . 8 , 98 , 3 . 05 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC (MINUTES) A CN A CN 1 . 6 . 8 88 . 0 . 8 98 . 0 3 . 0 PEAK-Q (CFS) T-PEAK (HRS) VOL (CU-FT) 1 . 07 7 . 67 12840 ENTER [d: ] [path] f ilename [ . ext] FOR STORAGE OF COMPUTED HYDROGRAPH: PMC10D.HYD SPECIFY STORM OPTION: 1 C. S . TYPE-lA RAINFALL DISTRIBUTION ENTER: FREQ (YEAR) , DURATION (HOUR) , PRECIP (INCHES) 100 , 24 , 3 . 9 ---------------- ---------- --- ----------------- --------------- - - ------- ******************** S . C. S . TYPE-lA DISTRIBUTION ******************** ********* 100-YEAR 24-HOUR STORM **** 3 . 90" TOTAL PRECIP . ********* ------------------- -------- - - --------------- --------- ----- - -- -- ---- -- - ENTER: A(PERV) , CN (PERV) , A (IMPERV) , CN (IMPERV) , TC FOR BASIN NO. 1 . 81, 88 , . 8 , 98 , 3 . 05 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC (MINUTES) A CN A CN 1 . 6 . 8 88 . 0 . 8 98 . 0 3 . 0 PEAK-Q (CFS) T-PEAK (HRS) VOL (CU-FT) 1 . 55 7 . 67 18401 ENTER [d: ] [path] filename [ . ext] FOR STORAGE OF COMPUTED HYDROGRAPH: PMC100D.HYD R SUMMARY OF INPUT ITEMS 1) TYPE OF FACILITY: POND (3 . 0 : 1 SIDE SLOPES) 2) STORAGE DEPTH (f t) : 4 . 00 3) VERTICAL PERMEABILITY (min/in) : . 00 4) PRIMARY DESIGN HYDROGRAPH FILENAME : PMC100D .HYD 5) PRIMARY RELEASE RATE (cf s) : . 75 6) NUMBER OF TEST HYDROGRAPHS : 3 TEST HYD 1 FILENAME : PMC2D.HYD TARGET RELEASE (cfs) : . 20 TEST HYD 2 FILENAME : PMC10D.HYD TARGET RELEASE (cfs) : .45 TEST HYD 3 FILENAME : PMC100D.HYD TARGET RELEASE (cfs) : . 75 7) NUMBER-OF-ORIFICES, RISER-HEAD (ft) , RISER-DIAM (in) : 3 , 4 . 00 , 12 8) ITERATION DISPLAY: YES ENTER ITEM NUMBER TO BE REVISED (ENTER ZERO IF NO REVISIONS ARE REQUIRED) : 0 TNITIAL STORAGE VALUE FOR ITERATION PURPOSES : 6276 CU-FT BOTTOM ORIFICE : ENTER Q-MAX (cfs) 0 . 25 DIA. = 2 . 15 INCHES MIDDLE ORIFICE : ENTER Q-MAX (cfs) , HEIGHT (ft) 0 . 3 , 2 . 49 DIA. = 3 . 00 INCHES TOP ORIFICE : ENTER HEIGHT (ft) 3 . 32 DIA. = 2 . 99 INCHES ITERATION COMPUTATION BEGINS . . . TRIAL BOTTOM-AREA STOR-AVAIL STOR-USED PK-STAGE PK-OUTFLOW 1 702 .4 6275 4185 3 . 11 . 41 2 529 . 8 5230 3833 3 . 33 . 46 3 419 . 6 4532 3548 3 .48 . 55 4 345 . 1 4040 3327 3 . 60 . 62 5 293 . 1 3683 3157 3 . 68 . 65 6 255 . 9 3420 3035 3 . 75 . 67 7 229 .4 3228 2945 3 . 81 . 69 8 210 . 4 3086 2866 3 . 85 . 70 9 195 . 9 2976 2802 3 . 88 . 71 10 184 . 6 2889 2751 3 . 90 . 72 it 175 . 7 2820 2710 3 . 92 . 72 2 168 . 7 2765 2676 3 . 93 . 73 13 163 . 2 2721 2649 3 . 94 . 73 14 158 . 7 2685 2627 3 . 95 . 74 15 155 . 1 2656 2609 3 . 96 . 74 16 152 . 2 2632 2594 3 . 97 . 74 17 149 . 8 2613 2582 3 . 98 . 74 18 147 . 9 2597 2572 3 . 98 . 74 19 146 . 3 2585 2564 3 . 98 . 74 20 145 . 1 2574 2557 3 . 99 . 75 ?1 144 . 0 2566 2552 3 . 99 . 75 ,2 143 . 2 2559 2547 3 . 99 . 75 23 142 . 5 2553 2543 3 . 99 . 75 24 141 . 9 2548 2540 3 . 99 . 75 25 141 . 4 2544 2538 3 . 99 . 75 26 141 . 0 2541 2536 4 . 00 . 75 27 140 . 7 2538 2534 4 . 00 . 75 28 140 . 5 2536 2533 4 . 00 . 75 29 140 . 3 2534 2532 4 . 00 . 75 30 140 . 1 2533 2531 4 . 00 . 75 PERFORMANCE : INFLOW TARGET-OUTFLOW ACTUAL-OUTFLOW PK-STAGE STORAGE DESIGN HYD: 1 . 55 . 75 . 75 4 . 00 2531 TEST HYD 1 : . 65 . 20 . 20 2 . 49 1000 TEST HYD 2 : 1 . 07 . 45 . 45 3 . 32 1730 TEST HYD 3 : 1 . 55 . 75 . 75 4 . 00 2530 SPECIFY: D - DOCUMENT, R - REVISE, A - ADJUST ORIF, E - ENLARGE, S - STOP E ENLARGEMENT OPTION: ALLOWS FOR INCREASING STORAGE AT A SPECIFIED STAGE HEIGHT, TO PROVIDE A FACTOR OF SAFETY. ENTER: STORAGE-INCREASE (o) , STAGE-HEIGHT (ft) 30 , 4 .RFORMANCE : INFLOW TARGET-OUTFLOW ACTUAL-OUTFLOW PK-STAGE STORAGE DESIGN HYD : 1 . 55 . 75 . 68 3 . 79 2978 TEST HYD 1 : . 65 . 20 . 18 2 . 18 1110 TEST HYD 2 : 1 . 07 . 45 . 40 3 . 05 1990 TEST HYD 3 : 1 . 55 . 75 . 68 3 . 79 2970 SPECIFY: D - DOCUMENT, R - REVISE, A - ADJUST ORIF, E - ENLARGE, S - STOP D PERFORMANCE : INFLOW TARGET-OUTFLOW ACTUAL-OUTFLOW PK-STAGE STORAGE DESIGN HYD: 1 . 55 . 75 . 68 3 . 79 2978 TEST HYD 1 : . 65 . 20 . 18 2 . 18 1110 TEST HYD 2 : 1 . 07 . 45 . 40 3 . 05 1990 TEST HYD 3 : 1 . 55 . 75 . 68 3 . 79 2970 STRUCTURE DATA: R/D-POND (3 . 0 : 1 SIDE SLOPES) RISER-HEAD POND-BOTTOM-AREA TOP-AREA(.@l ' F.B . ) STOR-DEPTH STORAGE-VOLUME 4 . 00 FT 238 . 4 SQ-FT 2120 . 9 SQ-FT 4 . 00 FT 3293 CU-FT TRIPLE ORIFICE RESTRICTOR: DIA(INCHES) HT (FEET) Q-MAX (CFS) BOTTOM ORIFICE : 2 . 15 . 00 . 250 MIDDLE ORIFICE : 3 . 00 2 . 49 . 300 TOP ORIFICE : 2 . 99 3 . 32 . 200 kvUTING DATA: STAGE (FT) DISCHARGE (CFS) STORAGE (CU-FT) PERM-AREA (SQ-FT) . 00 . 00 . 0 . 0 . 40 . 08 111 . 8 . 0 . 80 . 11 259 . 7 . 0 1 . 20 . 14 448 . 3 . 0 1 . 60 . 16 682 . 1 . 0 2 . 00 . 18 965 . 8 . 0 2 . 40 . 19 1303 . 9 . 0 2 . 49 . 20 1388 . 0 . 0 2 . 80 . 35 1701 . 2 . 0 3 . 20 . 43 2162 . 1 . 0 3 . 32 . 45 2313 . 5 . 0 3 . 60 . 62 2691 . 4 . 0 4 . 00 . 75 3293 . 6 . 0 4 . 10 1 . 09 3456 . 0 . 0 4 . 20 1 . 67 3623 . 4 . 0 4 . 30 2 . 43 3795 . 8 . 0 4 . 40 3 . 24 3973 . 3 . 0 4 . 50 3 . 55 4155 . 8 . 0 AVERAGE VERTICAL PERMEABILITY: . 0 MINUTES/INCH SPECIFY: F - FILE, N - NEWJOB, P - PRINT IF/OF, R - REVISE, S - STOP CHANNEL FLOW BIOFILTRATION CONVEYANCE BOTTOM WIDTH(B)ft 7 7 FLOW DEPTH(H)FT 0.33 0.17 ROUGHNESS(N) 0.35 0.08 SLOPE(S)FT/FT 0.02 0.0748 AREA(A) 2.6367 1.2767 WETTED PERIMETER(P)FT 9.087103256 8.075174404 RADIUS(R)FT 0.290158472 0.158101848 VOLUME(Q)CFS 0.692882452 1.889834154 (2YR 24HR) (100YR 24HR) VELOCITY(V)FPS 0.262783954 1.480249201 /OF/LT/2�9T/p N SG,�9LC: �Fl ef�T7z. /« /S STATION . 00 : INVERT= 154 . 00 FT EC=1 . 15 Q-RATIO=1 . 00 .:OSS-SECTION DATA: DIST/STAGE IS MEASURED FROM INVERT; N-FAC IS MEASURED BETWEEN STAGES LEFT (FT) STAGE (FT) N-FACTOR * RIGHT (FT) STAGE (FT) N-FACTOR 3 . 50 . 00 . 080 * 3 . 50 . 00 . 080 8 . 00 1 . 50 . 080 * 8 . 00 1 . 50 . 080 Q (CFS) Yl (FT) WS ELEV. * YC-IN YN-IN Q-TW TW-HT N-Yl A-Yl WP-Y1 V-Yl ******************************************************************************* . 65 . 10 154 . 10 * . 07 . 10 . 00 . 00 . 080 . 73 7 . 63 . 89 . 80 . 11 154 . 11 * . 08 . 11 . 00 . 00 . 080 . 81 7 . 70 . 99 . 95 . 12 154 . 12 * . 09 . 12 . 00 . 00 . 080 . 88 7 . 76 1 . 08 1 . 10 . 13 154 . 13 * . 10 . 13 . 00 . 00 . 080 . 96 7 . 82 1 . 14 1 . 25 . 14 154 . 14 * . 11 . 14 . 00 . 00 . 080 1 . 04 7 . 89 1 . 20 1 . 40 . 15 154 . 15 * . 12 . 15 . 00 . 00 . 080 1 . 12 7 . 95 1 . 25 1 . 55 . 16 154 . 16 * . 12 . 16 . 00 . 00 . 080 1 . 20 8 . 01 1 . 30 ****REACH NO . 1 : LENGTH= 254 . 00 FT AVG. GRADE= 7 . 480 **** STATION 254 . 00 : INVERT= 173 . 00 FT EC=1 . 15 Q-RATIO=1 . 00 CROSS-SECTION DATA: DIST/STAGE IS 'MEASURED FROM INVERT; N-FAC IS MEASURED BETWEEN STAGES LEFT (FT) STAGE (FT) N-FACTOR * RIGHT (FT) STAGE (FT) N-FACTOR 3 . 50 . 00 . 080 * 3 . 50 . 00 . 080 8 . 00 1 . 50 . 080 * 8 . 00 1 . 50 . 080 Q (CFS) Y1 (FT) WS ELEV. * YC-IN YN-IN YC-OT YN-OT N-Y1 A-Yl WP-Yl V-Yl ******************************************************************************* . 32 . 06 173 . 06 * . 03 . 00 . 05 . 06 . 080 .43 7 . 38 . 75 .40 . 07 173 . 07 * . 04 . 00 . 05 . 07 . 080 . 50 7 . 44 . 79 . 47 . 08 173 . 08 * . 04 . 00 . 06 . 08 . 080 . 58 7 . 51 . 82 . 55 . 09 173 . 09 * . 04 . 00 . 06 . 09 . 080 . 65 7 . 57 . 84 . 62 . 09 173 . 09 * . 05 . 00 . 07 . 09 . 080 . 65 7 . 57 . 96 . 70 . 10 173 . 10 * . 05 . 00 . 08 . 10 . 080 . 73 7 . 63 . 96 . 77 . 10 173 . 10 * . 05 . 00 . 08 . 10 . 080 . 73 7 . 63 1 . 06 NOTE: WATER DEPTH INFORMATION FOR THIS LAST CROSS-SECTION WAS COMPUTED ASSUMING APPROACH VELOCITIES GREATER THAN OR EQUAL TO CROSS-SECTIONAL VELOCITIES . IF NOT THE CASE, WATER DEPTHS CAN BE ADJUSTED BY SPECIFYING, A - ADJUST. SPECIFY: F - FILE, A - ADJUST, P - PRINT R/D, N - NEWJOB, S - STOP P ROUTING DATA: STAGE (FT) DISCHARGE (CFS) STORAGE (CU-FT) PERM-AREA(SQ-FT) . 00 . 00 . 0 . 0 . 10 . 65 147 . 4 1906 . 5 . 11 . 80 166 . 5 1922 . 6 . 12 . 95 185 . 7 1938 . 6 . 13 1 . 10 205 . 1 1954 . 7 . 14 1 . 25 215 . 0 1962 . 7 . 15 1 . 40 234 . 6 1978 . 8 . 16 1 . 55 244 . 7 1986 . 8 C,r)EOIFY: F - FILE, A - ADJUST, P - PRINT R/D, N - NEWJOB, S - STOP LEVEL 1 OFFSITE ANALYSIS UPSTREAM The upstream property located to the east, slopes towards the project site; however, the existing drainage ditch along the est property line intercepts the runoff from upstream areas effectively and diverts the flow north to an existing catch basin and a drainage system that conveys the drainage via a series of 18" to 30" concrete pipes across Carr Road, Talbot Road through Valley Hospital parking to an existing drainage ditch called Panther Creek. This drainage ultimately reaches an existing wetland. DOWNSTREAM The discharge from the detention pond is through a control structure to an existing inlet at the north-west conger of the property. This inlet shown on the Paving, Grading and Drainage Plan is part of a drainage system that consists of an 18" concrete pipe at 7.7% slope along the access road. Very sketchy information is available regarding the actual route this drainage system takes, west along Carr road and North along Talbot road to Panther Creek drainage system. The city staff believes this downstream system consists of a series of 18" to 30" concrete pipes leading to the drainage system known as Panther Creek drainage system which ultimately ends in an existing wetland. EXISTING DRAINAGE PROBLEMS: During a discussion with Mr. Mike Dotson at the City of Renton Storm Drainage Division it was verified that there are no known drainage problems concerning the downstream drainage system on record. �S P 21 7g 1,: _ 15.61 i I I its ��/ `/•^J y ' !r / /' Ac. i"*-.*" S. 177TH ST. s 14 I g �9iF I A6.1 ;�Sti 11 31�.7 75 ! / 77/0 9 I o s r`J/ ��(/ % 0 5 ! Sr 7' �P Ronald 37 W. Scott II III �o '7� iv V U' /� a i16 5 i�> 14 -�� �_ `�aK ,4L i� � INI / - 4 1 vJ c J.� \o� '• 3 2 iti 'r� /\�� 8-: I• �isc�` � 4I 4 0 'r S .�. 4 1 \, ��� \rn \�n42 s's2 o I I• 2 b•�' 17 F 719 '') 21' 2223 f :0 c741�5167 .� 2025 20 160 ' , 43 / r ] 51: / 45 W Q << C S.P. 1276056 R I m S F.12820437ui ' :4 Sol- caws .', -Z'- 7-915 16 ) , r �• r I/•.• //�1 IFj...�5�-•l ��i • •/ � .y 4�Kr JY� �"Y �•LY+1 V/•J .p ! 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