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HomeMy WebLinkAboutSWP271425HYDROLOGY REPORT SUNPOINTE Renton, Washington Prepared For: The Polygon Corporation 4020 Lake Washington Boulevard N.E., Suite 201 P.O. Box 1349 Bellevue, WA 98009 (206)822-7700 Prepared By: Pacific Engineering Company 304 Main Avenue South, Suite 300 Renton, WA 98055 (206) 271-7200 January 29, 1987 ,5w%3 - 27-- yu'n�W' -/ -T CIT't ©� �aN OM 0 21987 CUILD:NG/IZONING DEPT. 4V46rD General Site Description This project is located just west of the Renton Shopping Center. The property is bordered by Stevens Avenue S.W. to the east and west. A portion of the site is bordered by S.W. 5th Court to the south. The site area is 4.20 acres and the average slope is 3 percent. Vegetation presently consists of long grass and brush throughout the entire site. Existing Drainage The existing runoff from this site flows southeasterly towards and into S.W. 5th Court and Stevens Avenue S.W. Runoff enters the storm system along Stevens Avenue and flows easterly towards Hardie Avenue S.W. Proposed Drainage Plan The runoff and collection systems for this site were sized using the King County Public Works Guidelines. The design storm for the temporary detention system is 10 year. The conveyance system was sized for the 10 year design storm. The Rational Method was used for all calculations. The on -site storm system has been designed to transmit the runoff through a series of downspouts, tightlines, yard drains, catchbasins and pipe into the existing storm system at S.W. 5th Court and Stevens Avenue S.W. Downstream Analysis Once runoff enters the existing storm system at S.W. 5th Court and Stevens Avenue S.W. it flows towards the southeast in a series of 12", 18" and 24" pipe. At the intersection of S.W. 5th Place and Hardie Avenue S.A. the runoff flows southerly for about 400 LF and enters an existing detention pond. APPENDICES 1. Vicinity Map 2. Legal Description O('1 ITT E D 3. Existing Drainage 4. Proposed Drainage 5. Pipe Sizing Calculations 6. Graphs and Charts „__ en 1 V VICINITY MAP APPENDIX #1 t OOOL IL•-gOal ■0Ooo vM NOlNow "Ar.00 enp m^w MI.W •O[ M lit EXISTING DRAINAGE om Z ►' 4fZ ts z20 m WO zu 00 Wz JQ un Z Q 5a 0 J M Z 11 W W Z 5 Z A J E APPENDIX !,3� Cox. $.a.* W- () (n u ph PROPOSED DRAINAGE EL 0 u Big :91 LL t ) Gn z APPEND11.1 #4 >0. I of- -3 5ACIFIC C�NGINEEAING COMPANY CIVIL ENGINEERING AND PLANNING CONSULTANTS Joe SHEET NO OF CAICuLATED By — DATE Co GhLc.I,,LAT►Oh - WGc--T FjA' ih TOTAL f\k i = 2.87� 1 '2- ;01 - 7 s,- II1Frf VIOU-s ToTaL /--\ -70,628 sF FIEVIOUS In L `1t'PEP<-V14UkG 0-5. 0 0 ._.._....._. ... 304 Main Avenue South Renton, Washinqton 98055 TErI1----'0RARY STORM DRAIN STORAGE REQUIREMENT, A x2.87 Acres Area of Basin Ce = Existinq co -efficient of imperviousness of Basin ground Cd n� Developed co -efficient of imperviousness of Basin as planned +- K J, L LF Length (maximum of overland travel) S Slope (average from Basin high point to low point on watercourse) Vr = FPS Runoff rate Tc = MIN Time of concentration from formula: 10 + (L Vr (60)) = Tc I _ kyr - Qe = Qo = .2 T = S4 Vs = 1323 4 U .4-6 IN/HR Rainfall intensity from rainfall curve CFS Existinq outflow from site using equation: CeI�+A = Qe CFS/AC Maximum outflow permitted per acre imperviousness from formula: e Qo Cd MIN Storage time (to capacity) from formula: CF/AC Required volume of storage per acre in Basin from equation: -7 9 CF Required volume of storage for this Basin from equation: VT = VSACD CF Storage Required CF Storage Provided LTEPIf'. PACIFIC ENGINEERING COMPANY 304 MAIN AVENUE SOUTH, SUITE 300 RENTON, WASHINGTON 98055 RENTON 271-7200 SEATTLE 623-5732 LOCATION INCRE- MENTAL AREA ,A RUN-OFF COEFFIC. S. ,� Z AC TIME OF CON CENTRATION TC RAINFALL INTENSITY I RUN-OFF PIPE OIA. SLOPE CAPACITY AT DESIGN g LENGTHFLOW TIME IN SYSTEM REMARKS, _a (I AC I) TO ACRES MINUTES INCHES/HR C.F.S. INCHES FT FT C . F. S. FEET MIN. FROM �" C L io A3 C(�3 m c6i, I.� L 10.04. 1.0 I.c>��� 1 �� 2,5 U v=3.2 a n A � 1, � `o U J�rj`I- � C-� r + !_' 'LU . I. 2 2 I'L ���� 7 3. ,L l� 1 V = Z r I (9 C 3(0 , ,L x ITT _ 1 ).E578 12 .OIDl) 4.6 20 '0', Z ca .S.W.B. CHART NO. �?�l�jr TORM FREQUENCY' 10`( Q. r ` v IPE COEFFICENTo REMARKS NAME OF PROJECT CALCULATIONS BY, 0.l I i_ !/I _'_ ; l JOB NO.. OATS r aFE[T_LwLs11EETS PACIFIC ENGINEERING .COMPANY 304 MAIN AVENUE SOUTH, SUITE 300 RENTON, WASHINGTON 98055 RENTON 271-7200 SEATTLE 623-5732 LOCATION INCRE— MENTAL AREA g RUN—OFF COEFFIC. ,�, &rL I AC TIME OF CON CENTRATION TC RAINFALL INTENSITY I RUN—OFF 0 PIPE DIA. SLOPE CAPACITY AT DESIGN g LENM FLOW TIME N SYSTEM REMARKSo (I AC 1) FROM TO ACRES MINUTES INCHES/HR C. F. S. INCHES FT FT C . F. S. FEET MIN. LAL ( J.S.W.B. CHART NO.`�_fZl. t i STORM FREQUENCY- IO YR PIPE COEFFlCENT' •(jZ 4- _ C�I��(�II—(Ir, REMARKS, NAME OF PROJECT CALCULATIONS BYj ('2,1 I_ 1_ 1 1. I J l 7 �i 7 JOB NO. � > DATE SHEET.LOf �.sF1EET3 RUNOFF FACTORS FOR STOR14 SEWERS FLAT ROLLING 0-5% >5% UNDEVELOPED LAND_. Wood 5 Forest . . . . . . . . . . 0.05 0.10 Sparse Trees & Ground Cover . . . . . . . 0.10 0.15 Light Grass to Bare Ground . . . . . . . 0.15 0.20 DEVELOPED AREA Pavement & Roofs . . . . . . . . . . . .�0.90i 0.90 Gravel Roads & Parking Lots . . . . . . . 0.75 0.80 City Business . . . . . . . . . . . . . . 0.85 0.90 Apartment Dwelling Areas . . . . . . . . 0.80 0.85 Industrial Areas (Heavy) . . . . . . . . 0.70 0.80 Industrial Areas (Light) . . . . . . . . 0.60 0.70 Earth Shoulder . . . . . . . . . . . . . 0.50 0.50 Playground 0.25 LEM 0.30 0.25 Lawns, Meadows Pastures . . . . . . . . 0.15 0.20 Parks & Cemetery . . . . . . . . . . . . SINGLE FAMILY RESIDENTIAL (Dwelling Unit/Gross Acre) 1.0-1.5 DU/GA . . . . . . . . . . . . . . . . . . 0.30 1.5-3.0 DU/GA . . . . . . . . . . . . . . . . . . . 0.35 3.0-3.5 DU/GA . . . . . . . . . . . . . . . . . . . 0.40 3.5-4.0 DU/GA . . . . . . . . . . . . . . . . . . . 0.45 4.0-6.0 DU/GA . . . . . . . . . . . . . . . . . . ..0.50 6.0-9.0 DU/GA . . . . . . . . . . . . . . . . . . . 0.60 9.0-15.0 DU/GA . . . .. . . . . . . . . . . . . . . . 0.70 - CHARTS AND GRAPHS APPENDIX: #6 KING COUNTY cTf)pm nRAiNAnF COMTROL GUIDELINES ],0 YEAR DESIGN STORM Z5 YEAR DESIGN STORM AREA TYPE OF OUTLET PEAK STORAGE MAXIMUM STORA6 PEAK STORAGE MAXIMUM ST0%%G (FT3/AC ORIFICE WITH HEAD TIME (MINUTES) VOLUME (FT3/AC� -TIME (MINUTES) VOLUME _ T■-25+ 1762 vs ■ 2820 T1t �"•40 QoT 'T--25+'�' `138 Ys 3420 TRENTON- 40 n T SEATTLE .... CONSTANT,,FLOW .... 1175 v S 3420 T _ vs 2820 T �1425 ;L T=-25+ To T+25 _ 60 Q T T■-25+ T■-25+ 1875 —�o vs 3000 T 21 94 V 3510 T._ ORIFICE WITH HEAD - +25 - 4 0 Qo T 7■-25+ �- . -� -�-40 !1 .TACW CONSTANT FLOW �T._25+ 1-�50 VS . 33000-0 TT I +25 _ 60 Q T To-254 �[ 1�4`6�`3' Q0 ! -3-�510� T - 60 Q T +0 ORIFICE WITH HEAD 2255 T■_25+ V • I'i2S NORTH •vs 36607T - 40 QOT T■-25+ 227 6 vs 43, 29 T 0-- T+25BEND - 40 QOT —........._. CONSTANT FLOW .._. nFl503 T■: VS ■ 3607T - 6.0 QoT 1804 T•-25+ vs ■ 4329 T 60 `25+ o � o --� 25 - Q0T ORIF.ICEf WITH}HEAD T■-25+ 4076 -Qo VS 6522 T T■-25+f5013 'no Y 8020 T NOAUALMIE , , 7+25 - 40 QoT -T+25 - 40 PASS CONSTANT FLOW V s . 652 2 T - 60 QoT T■-25+ -�--- .8020 -T 6� — '? _ T■-25+�� ORIFICE WITH�HEAD �- o - TES- o 1 -�- t T--2544E�_ vs 4164 T _ - T+-25 40 QoT 07E5 T•-25+ --Q0 YS 4920 T .+� - 40 po? SOKOM I SH y •• _______ VS Y•■ CONSTANT FLOW T■-25+ 1?�• 416a T - 3— - 60 QoT o- T 25+��. 4920 T - 60 Qa, o T+2 IOgO eqp 000/ t. 0 700 goo OOOI 500 400 v .000/ .000/ v coos 0006 l 0 JAD ti .0" .0001 .00/ 100 96 " .0004 ,90 Cot .0005 • 4.0 e4 CC .0006 7e p aai ooae 7l 44 .004 00/ u .005 4 Z SO /00 Go CL .006 O 90 60 c7 tV s4 Oy 00e h .001 " C Chi h 6.0 h; Z 4Q .0/ 70 - ooJ u. 60 41 .004 �' w 7.0 ti /� 02 oos 30 sl OJ .ODG W 40 —30 .04 .0/0 V � ZI O h 9 0 Q 15c — 30 ?4 y OZO /0.0 .06 O 1/ do — 20 040 Q ;IS 20 .050 V /S .06 0 V .080 Q ,? _.� -' ./oo /O /0 L e 7 e 20. 0 c S 6 4 J0.0 3 2 40.0 NOMOGRAPH FOR COMPUTING REiMRED SIZE OF ^CIRCULAR DRAIN •"� FLOWING FULL FOR ,8 7 n=0.0I2 OR /=0.024 CHART 2 c __ . I ! SWF'. - 54 - 1425 Sunpnii r tc, II np is (Earfington bloods) lydr•olic Repor t,� HYDROLOGY REPORT EARLINGTON WOODS RENTON WASHINGTON PREPARED FOR: IIOLLY CORPORATION ARMOR BUILDING, SUITE 301 101 SOUTH 26TH STREET TACOMA, WASHINGTON 98421FE C"OFREM'ON (� C E I V EVEC 12 i981 PREPARED BY: EIIILUlNG DIVISION PACIFIC ENGINEERING COMPANY 304 MAIN AVENUE SOUTH, SUITE 300 RENTON, WASHINGTON 98055 OCTOBER 20, 1989 ,N U s'�•?�' • ,� 1861E �'v�.'•,�016TEAE�: �. /o-VA L EKE I GENERAI, SITE DESCRIPTION To +A 1 rl of us 190111 TtAal nrtA , ,'His SITE is JUS'C EAST OIL AND IS EAST BY HARDIE AVENUE S.W., A BURLRENTOINGTONN RAILROADTER TO THE SOUTHUAN ND TO THEBY S.W. 5TII PLACE. THE SITE D SPLIT EARLY 1980'S. HOWEVER, CONSTRUCTION IWAS LLHALTEDUNDERBEFORERUANY OBUIIN THE LDINGS WERE BUILT. THE SITE GENERALLY SLOPES TO THE SOUTHE LOW AREA (SEE TEMPORARY EROSION CONTROL PLAN AST TO AN EXISTING ABOUT 1-1/2;'G WITH EXISTING GRASSES' SHRUBS AND THE AVERAGE SLOPE IS SITE. THERE IS AN EXISTING ['DOTING ND TREES OVER THE ENTIRE THE S.E. PROPERTY CORNER WHICH WILL BECREMOVED.TEIE EXISTING LOW AREA AT EXISTING DRAINAGE DOWNSTREAM ANALYSIS p,ov,jf THERE ARE TWO BASIC DRAINAGE I3ASINS F APPROXIMATELY 4 ACRES AND WILL ENTER THE SAMETHIEXISTINGE24" STORMS S. EACHSSYYSTEMIS . THE NORTHERLY BASIN DRAINS IIN SHEET FASHION FROM THE WEST TO THE EAST. RUNOFF WILL ENTER AN EXISTING 24" STORM SYSTEM NEAR THE INTERSECTION OF 5TH AND HARDIE. RUNOFF WILL, FLOW SOUTHEASTERLY THROUGH THIS EXISTING 24" STORM SYSTEM FOR APPROXIMATELY 350 FEET TO AN EXISTING MANHOLE LOCATED NEAR TIIE SOUTHEAST CORNER OF THE SOUTH BASIN. THE SOUTHERLY BASIN DRAINS IN SHEET FASHION FROM THE RUNOFF WILL ENTER THIS 24" STORM SYSTEM AND FLOW WEST TO THE EAST. APPROXIMATELY 100 FEET TO THE SAME EXISTING MANHOLE. SOUTHEASTERLY FOR BOTH DRAINAGE BASINS WILL ENTER THIS EXISTING MANHOLE AND FLOW APPROXIMATELY 80 FEET EASTERLY IN AN EXISTING 24" PIPE LOCATED IN HARD AVENUE. FROM THERE RUNOFF FLOWS TO TIE WEST AND TO THE BI,A CK RIVER. IE PROPOSED DRAINAGE PLAN Ani1 Eioo"I t Show QOwhSfr�nm S y-e Y i THE RUNOFF AND COLLECTION SYSTEMS FOR TIIIS SITE ARE SIZED U COUNTY STORM DRAINAGE CONTROL REQUIREMENTS AND GUIDELINES. THCISY KING WERE DESIGNED FOR A 10 YEAR STORM WITH A 10 YEAR RELEASE RATE USINGTTHS . "RATIONAL METHOD" FOR ALL CALCULATIONS. E THE STORM SYSTEMS HAVE BEEN DESIGNED TO TRANSMIT THE RUNOFF THROUGH A SERIES OF DOWNSPOUTS, TIGHTLINES, YARD DRAINS AND CATCH BASINS INTO THE DETENTION SYSTEMS WHICH ARE DESIGNED TO RELEASE DRAINAGE AT THE 10 YEAR RATE WHICH OCCURRED PRIOR TO DEVELOPMENT. THERE ARE 2 DRAINAGE BASINS FOR THIS SITE AS DESCRIBED BELOW. THE NORTHERLY BASIN WILL BE STORED IN A CONCRETE DETENTION VAULT AND WILL BE RELEASED TO THE EXISTING 24" STORM SYSTEM AS SHOWN ON THE DRAINAGE PLAN. THE SOUTHERLY I3ASIN WILL BE STORED IN A CONCRETE DETENTION VAULT THAT WILL BE RELEASED TO THE EXISTING 24" STORM SYSTEM AS SHOWN ON THE DRAINAGE PLAN. ,>G2 ill f���Sli�l .•., `.. STORM DRAIN STORAGE REQUIREMENTS A = ()'Z. Acres Area of Basin Ce = 10 Existing co -efficient of imperviousness of Basin ground Cd =90 Developed co -efficient of imperviousness of Basin as planned L = G90 LF Length (maximum of overland travel) S = 1.0 iG Slope (average from Basin high point to low point on watercourse) 26- 20 (050 Vr = .50 PPS Runoff rate Tc = 3 2 MIN Time of concentration from formula: �O + (L . Vr (60)) = Tc Ito yr = IN/HR Rainfall intensity from rainfall curve QC = ,3 ZIP CFS Existing outflow from site using equation: CelyrA = Qe Qo = ,10 CPS/AC Maximum outflow permitted per acre imperviousness from formula: Qo = QC ACd T IC/7./ MIN Storage time (to capacity) from formula: 17 C1 _ 25 .10 Vs = 1 CF/AC Required volume of storage per acre in Basin from equation: 2�2 I07•1) _ 4o(,1G') 107.7 Vt = ;9-7S CF Required volume of storage for this Basin from equation: VT = VSACD ';CI-5' CF Storage Required 6240 CF Storage Provided SGU,T}-► 0'1A S I m A = 4, 8 Acres Ce = l� Cd = -90 L = 1t00 LF S = I. -75 % Vr = . (0 FPS Tc = 32.2 MIN IjOr = . DSO INAIR Y QC = .334 CFS Qo = .10 CFS/AC T = 1G-7.-1 MIN Vs = 1C6GCK CF/AC STORM DRAIN STORAGE REQUIREMENTS Area of Basin Existing co -efficient- of imperviousness of Basin ground Developed co -efficient of imperviousness of Basin as planned Length (maximum of overland travel) Slope (average from Basin high point to low point on watercourse) 32-6, SOO - Runoff rate Time of concentration from formula: 10 + (L _ Vr (60)) = Tc Rainfall intensity from rainfall curve Existing outflow from site using equation: CeDo A = Qe yr Maximum outflow permitted per acre imperviousness from formula: Qo = Cie ACd Storage time (to capacity) from formula: 1 uz - 2 S .10 Required volume of storage per acre in Basin from equation: qQ C.10� 107.7 1-1 Z. 7 Vt = ��21(n CF Required volume of storage for this Basin from equation: VT = VSACD 2I CF Storage Required 6300 CF Storage Provided STORM WATE�►'—I-FY REVIEWS No. Project Name: _ _ &Ak-INGToA) j4P,4RT►lEATS Building Permit Number: g-1 15Bl4 Date to Utility Billing: 7--0¢-90 Business or Use: �i�.4� TME.C/7rS Owner/Billing Address: �Aez- iM47C.V MzeP-5 Lri2 ,�(0O0 RE,-i oF- -1AC01A Account. Nos, Tax Lot Nos. $aware Footage Assessment Site Address: P4. /8Z3OS9o.S3 /�p 33$ MBD -- �}- Site Address: ev, .s. r✓. �y� . Site Address: Site Address: Site Address: STORM WATER UTILITY PLAN REVIEW INFORMATION PLAN NUMBER DESCRIPTION ADDRESS DATE IN DATE OUT REVIEW NUMBER IMPERVIOUS AREA (IN AC.) TOTAL AREA (ACRES) DATE APPROVED Z°0 Dk IGlNAL