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Home My WebLink AboutRenton Heights Townehouses A STORM DRAINAGE REPORT R9 TY� I ED For MAY 2 2 7997 2 PROPOSEDDUPLEX LOTS Su► DWG D►VIS►ON "RENTON HEIGHTS TOWNHOUSES" Site: 159xx-Puget Dr Renton, WA (� Revised v May 20, 1997 v SP#275-79 �� O � 7 'f'A Tax No. #202305-9147-09,DB 4 o PERCO z Job #9703230114 wa ` GISTER�'��w SI�NAl LXPIRES g pp�""'--'7 Owner/Develo r Prepared by: Best/Hiebert Const. PERCO ENGINEERING 10117 - 159th Av, S.E. 1143 E. SR 532 Snohomish., WA 9829003 Camano Is. ,WA 98292 Ph: (425) 334-9430 PH:(360) 629-6710 PERCO ENGINEERING Dan Parrent Professional Engineer 1143 SR 532 Camano Island, WA 98292 Telephone(360)629-6710 March 13, 1997 PROJECT: Tax # 202305-9147-09, Er D8 2 Duplex Lots 159xx Puget Drive Renton, WA 98--- DEVELOPER: Karl Best 4801 Storm Lake Road Snohomish, WA 98209 Ph: (206) 334-9430 DRAINAGE REPORT Sr DOWNSTREAM ANALYSIS Four Duplexes are proposed for an approximate 0.52 acre parcel located lmile east of downtown Renton ,adjacent to Puget Drive near Jones Place. The eastern 75' of both rectangular parcels front Puget Drive along the southerly boundary , where access will be taken for the proposed buildings. The property is approximately 1/4 east of Benson Highway 515 and 1 miles south of the 405 interchange. More generally this is in Section 20, Township 23 N., Range 5 E., of the Willamette Meridian, in Washington County, WA. . EXISTING CONDITIONS Less than 15% of the lot has scattered second growth trees and thick underbrush. The remaining area is thick grass and blackberries. Most of the combined lot area slopes gently toward the northwest at 5-10% while the eastern 10% is relatively steep along the property boundary. The frontage at Puget Drive is already improved with curb, sidewalks, and a planter strip. Utilities are in place within the frontage and will be connected to the proposed structures per city standards. Storm water presently traverses the lot in the form of sheet lows from southeast to the west and northwest, and appear to infiltrate and or and disperse along the property boundary. Brindle Scone Drainage Report PERCO#96022 2/11/97 DPP Page �/20 A� 1 ACIwC..,!fA POWELL. Av W Sw m THOMA AV THOMAS AV SW.. RAYMON AV W x - fs E: .I I SEN(=CA AV SW = SENEC G x AV i I°ND AV Sw' 1 y - V) y y a �n LEY RD I AV SW ow ' HARDI - � . N FRWY ,� �. c) Qe V O R T 'Na V S\� O .N m Q� ■ TUCK AV 51 / 'K t>'C0 O Ip SO S f` z vt SHA UCK AV S o l c z ' o ' do M RI WHIT ORTH o AV S c LL r1 v `ga1,Df 14 C,STH T,q = �• N - L- { '- , �h= fey �'y SMIT�i• AV (BOl y w I SMITHERS AV S t V '•o y`d �' = E r2yyl In � H =rn `r'` n' _ SMll 111 llS 5 ! S • f ^ x A^�'.y x "1 �/r �-1 yN - ~ Wll tA►35 AV 5 - �— -- -- —--y 3 MAIN r 0 WELLS Cr NOSN38 t e S CfOAR � � 0 9 t ' AV w AV SE AV S _'�. �d - I CEDAR AV II 195TH AV SE $'m/ y-+__ S - _RENTON AV m y� � \ T 0 troy 106TH AV SE I ro m I .E a -a of HIGH x AV Z SE 2 4"� N x y� y O m __ yi _�-_ 'E ✓f�r O ONES AV S (. o �.'HT roeN .v a �oNES n s dE 1I . O JON 5 �c JOKES O SE L N T KC N[wiCK C7 SE 2 � A5 KEHNEVALK- p9TH AV ^ �� P �y� -IAV SE y SE yr - UNCOLN LINCOLN. O O DEVELOPED CONDITIONS New imperious areas proposed will include rooftops and paved or gravel driveways. The developed 100 year 24 hr peak storm water flows are less than 0.50 cfs more than the predeveloped peak flows and should not require detention under the current Renton nor King County standards. ( Actual calculations demonstrate the difference is less than 0.14 cfs.) Rooftop runoff will be directed to splash blocks and dispersed into the landscape areas. Infiltration/spreader trenches will "biofiltrate " parking lot runoff prior to dispersion . Storm water analysis done with the King County software generates the pre and postdeveloped 2,10,Er 100 year stormwater hydrographs using the SCS SBUH methodology. DOWNSTREAM ANALYSIS A site visit was conducted 4/6/97 to determine potential drainage problems and or impact from the proposed development. The 1/44 downstream analysis included observation for items including: erosion, sedimentation, flooding, and or potential flow restrictions. Drainage leaves the site in a sheetflow pattern and is directly intercepted by the Puget Drive storm water system. Catch basins along that curb were inspected during a heavy rain and appeared to be functioning well. Remaining stormwater running to the northwest is intercepted within the apartment complex storm system parking areas and be directed to Grant Ave. and then return to Puget Drive. The downstream conveyance system appears in good condition and no restriction to flows nor flooding was observed. Erosion and sedimentation was not evident on or near the site. In Conclusion The downstream drainage corridor from the site is well established and has no significant drainage problems within 1/4 mile of the site. Well established storm conveyance is in place and functioning well. Developed flows from the proposed building site if controlled per approved construction plans, should have negligible affect on the downstream drainage peak flows. Analysis by: Dan Parrent, P.E. 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TDP 389.73 E M� 7- T w I '� KING COUNTY DEPARTMENT OF PUBLIC WORKS Surface Water Management Division HYDROGRAPH PROGRAMS Version 4.20 1 - INFO ON THIS PROGRAM 2 - SBUHYD 3 -ROUTE 4 -ROUTE2 5 - ADDHYD 6 - BASEFLOW 7 - PLOTHYD 8 - DATA 9 -RDFAC 10 -RETURN TO DOS ENTER OPTION: SBUH/SCS METHOD FOR COMPUTING RUNOFF HYDROGRAPH STORM OPTIONS: 1 - S.C.S. TYPE-IA 2 - 7-DAY DESIGN STORM 3 - STORM DATA FILE SPECIFY STORM OPTION: 1 I S.C.S. TYPE-IA RAINFALL DISTRIBUTION ENTER: FREQ(YEAR), DURATION(HOUR), PRECIP(INCHES) 2 24.00 1.95 ---------------------------------------------------------------------- ******************** S.C.S. TYPE-I A DISTRIBUTION ******************** ********* 2-YEAR 24-HOUR STORM **** 1.95" TOTAL PRECIP. ********* ---------------------------------------------------------------------- ENTER: A(PERV), CN(PERV), A(DdPERV), CN(IMPERV), TC FOR BASIN NO. 1 .5 87.0 .0 98.0 18.7 BEST Storm Drainage Report PERCO 997032 5/20/97 Page DATA PRIv'T-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN .5 .5 87.0 .0 98.0 18.7 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) .08 7.83 1631 ENTER [d: path]filename[ext] FOR STORA E OF COMPUTED HYDROGRAPH: SPECIFY: C - CONTINUE, N -NEWSTORM, P -PRINT, S - STOP C ---------------------------------------------------------------------- ENTER: A(PERV), CN(PERV), A(IMPERV), CN(IMPERV), TC FOR BASIN NO. 2 .2 90.0 .2 98.0 8.4 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(NIINUTES) A CN A CN .4 .2 90.0 .2 98.0 8.4 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) .13 7.83 1889 ENTER [d j[path] lename[ext] FOR STORAGE OF COMPUTED HYDROGRAPH: 2.DEV 2 -b SPECIFY: C - CONTINUE, N -NEWSTORM, P -PRINT, S - STOP N i STORM OPTIONS: 1 - S.C.S. TYPE-IA 2 - 7-DAY DESIGN STORM 3 - STORM DATA FILE SPECIFY STORM OPTION: 1 i S.C.S. TYPE-IA RAINFALL DISTRIBUTION ENTER: FREQ(YEAR), DURATION(HOUR), PRECIP(INCHES) BEST Storm Drainage Report PERCO #97032 5/20/97 Page /ZO 10 24.00 2.85 ******************** S.C.S. TYPE-IADISTRI13UTION ******************** ********* 10-YEAR 24-HOUR STORM **** 2.85" TOTAL PRECII'. ********* ENTER: A(PERV), CN(PERV), A(RvIPERV), CN(IMPERV), TC FOR BASIN NO. 1 .5 87.0 .0 98.0 18.7 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN 5 .5 87.0 .0 98.0 18.7 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) .17 7.83 3025 ENTER [d:][path]filename[ext] FOR STORAGE OF COMPUTED HYDROGRAPH: 10.EX Cp `( Aft X1 DTI �- SPECIFY: C - CONTINUE, N -NEWSTORM, P - PRINT, S - STOP C ---------------------------------------------------------------------- ENTER: A(PERV), CN(PERV), A(HVIPERV), CN(IlVIPERV), TC FOR BASIN NO. 2 .2 90.0 .2 98.0 8.4 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN .4 .2 90.0 .2 98.0 8.4 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) .22 7.83 3051 ENTER [d:][path]filename[ext] FOR STORAGE OF COMPUTED HYDROGRAPH: 10.DEV C1p -1jr-7,4,f?_ D-S\-14E--- C,C%FIE:1:�) SPECIFY: C - CONTINUE, N -NEWSTORM, P - PRINT, S - STOP N STORM OPTIONS: BEST Storm Drainage Report PERCO #97032 5/20/97 Page �o Zo I - S.C.S. TYPE-IA 2 - 7-DAY DESIGN STORM 3 - STORM DATA FILE SPECIFY STORM OPTION: 1 S.C.S. TYPE-IA RAINFALL DISTRIBUTION ENTER: FREQ(YEAR), DURATION(HOUR), PRECIP(INCHES) 100 24.00 3.85 --------------------------------------------------------------------- ******************** S.C.S. TYPE-IA DISTRIBUTION ******************** ********* 100-YEAR 24-HOUR STORM **** 3.85" TOTAL PRECIP. ********* ---------------------------------------------------------------------- ENTER: A(PERV), CN(PERV), A(IMPERV), CN(RvIPERV), TC FOR BASIN NO. 1 .5 87.0 .0 98.0 18.7 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN .5 .5 87.0 .0 98.0 18.7 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) .28 7.83 4701 ENTER [d:][path]filename[.ext] FOR STORAGE OF COMPUTED HYDROGRAPH: I " 100.EX SPECIFY: C - CONTINUE, N -NEWSTORM, P -PRINT, S - STOP C ---------------------------------------------------------------------- ENTER: A(PERV), CN(PERV), A(IlvIPERV), CN(IMPERV), TC FOR BASIN NO. 2 .2 90.0 .2 98.0 8.4 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN .4 .2 90.0 .2 98.0 8.4 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) .31 7.83 4377 BEST Storm Drainage Report PERCO #97032 5/20/97 Page Zo ENTER[d:][path filename[.ext] FOR STORAGE OF COMPUTED HYDROGRAPH: 100.DEV SPECIFY: C - CONTINUE, N -NEWSTORM, P - PRINT, S - STOP S Stop - Program terminated. 1V1C,C � `moo v�/Lo0s ve Lq(.c_c -- wI c_ .J PP �GcV,c �1as1� 1q � oLK-�� 106 �'}4e-n v V ,ems V1c( r f f I{tI I BEST Storm Drainage Report PERCO 997032 5/20/97 Page /z Zo 100 YEAR STORM HYDROGRAPHS (Which include roof top areas in the developed conditions) KING COUNTY DEPARTMENT OF PUBLIC WORKS Surface Water Management Division HYDROGRAPH PROGRAMS Version 4.20 1 - INFO ON THIS PROGRAM 2 - SBUHYD 3 -ROUTE 4 - ROUTE2 5 - ADDHYD 6 - BASEFLOW 7 -PLOTHYD 8 - DATA 9 -RDFAC 10 -RETURN TO D O S ENTER OPTION: SBUH/SCS METHOD FOR COMPUTING RUNOFF HYDROGRAPH STORM OPTIONS: 1 - S.C.S. TYPE-IA 2 - 7-DAY DESIGN STORM 3 - STORM DATA FILE SPECIFY STORM OPTION: 1 S.C.S. TYPE-IA RAINFALL DISTRIBUTION ENTER: FREQ(YEAR), DURATION(HOUR), PRECIP(INCHES) 100 24.00 3.85 ---------------------------------------------------------------------- ******************** S.C.S. TYPE-IA DISTRIBUTION ******************** ********* 100-YEAR 24-HOUR STORM **** 3.85" TOTAL PRECIP. ---------------------------------------------------------------------- ENTER: A(PERV), CN(PERV), A(IMPERV), CN(HAPERV), TC FOR BASIN NO. 1 .5 87.0 .0 98.0 18.7 Karl Best Storm Drainage Report PERCO#97032 5/20/97 Page �3 ZO DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN .5 .5 87.0 .0 98.0 18.7 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) 28 7.83 4701 ENTER [d][pathfiilename[ext] FOR STORAGE OF COMPUTED HYDROGRAPH: 1 OO.EX SPECIFY: C - CONTINUE, N -NEWSTORM, P - PRINT, S - STOP C ---------------------------------------------------------------------- ENTER. A(PERV), CN(PERV), A(IMPERV), CN(IMPERV), TC FOR BASIN NO. 2 .2 90.0 .3 98.0 8.4 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN .5 .2 90.0 .3 98.0 8.4 PEAK-O(CFS) T-PEAK(HRS) VOL(CU-FT) 7.83 6214 ENTER [d:][path]filename[.ext] FOR STORAGE OF COMPUTED HYDROGRAPH: 100.DEV SPECIFY: C - CONTINUE, N -NEWSTORM, P - PRINT, S - STOP S Stop - Program terminated. (0 As O 'sCJ Z� A G+t/- L ��t 2� 2 �rd�-�e W o . 3 J o .J Karl Best Storm Drainage Report PERCO#97032 5/20/97 Page ZO KING COUNTY DEPARTMENT OF PUBLIC WORKS Surface Water Management Division HYDROGRAPH PROGRAMS Version 4 . 20 1 - INFO ON THIS PROGRAM 2 - SBUHYD 3 - ROUTE 4 - ROUTE2 5 - ADDHYD 6 - BASEFLOW 7 - PLOTHYD 8 - DATA 9 - RDFAC 10 - RETURN TO DOS ENTER OPTION: 9 R/D FACILITY DESIGN ROUTINE SPECIFY TYPE OF R/D FACILITY: 1 - POND 4 - INFILTRATION POND 2 - TANK INFILTRATION TANK 3 - VAULT C� GRAVEL TRENCH/BED 6 ENTER: EFFECTIVE STORAGE DEPTH(ft) BEFORE OVERFLOW 2 . 5 ENTER: VERTICAL PERMEABILITY (min/in) 10 , 1 t C� `(�-• U ENTER [d: ] [path] filename [ . ext] OF PRIMARY DESIGN INFLOW HYDROGRAPH: 10 .DEV PRIMARY DESIGN INFLOW PEAK = . 22 CFS ENTER PRIMARY DESIGN RELEASE RATE (cfs) : . 17 ,E - Lo YP *-- ENTER NUMBER OF INFLOW HYDROGRAPPHS TO BE TESTED FOR PERFORMANCE (5 MAXIMUM) : 3 ENTER [d: ] [path] f ilename [ .ext] OF HYDROGRAPH 1 : 2 .DEV ENTER TARGET RELEASE RATE (cfs) : . 08 ENTER [d: ] [path] filename [ .ext] OF HYDROGRAPH 2 : 10 .DEV ENTER TARGET RELEASE RATE (cfs) : i � . 17 ENTER [d: ] [path] filename [ . ext] OF HYDROGRAPH 3 : 100 .DEV ENTER TARGET RELEASE RATE (cfs) : . 28 ENTER: NUMBER OF ORIFICES, RISER-HEAD (ft) , RISER-DIAMETER (in) 1, 2 . 5, 8 RISER OVERFLOW DEPTH FOR PRIMARY PEAK INFLOW = . 10 FT SPECIFY ITERATION DISPLAY: Y - YES , N - NO N SPECIFY: R - REVIEW/REVISE INPUT, C - CONTINUE R SUMMARY OF INPUT ITEMS 1) TYPE OF FACILITY: GRAVEL TRENCH/BED 2) STORAGE DEPTH (ft) : 2 . 50 3) VERTICAL PERMEABILITY (min/in) : 10 . 00 4) PRIMARY DESIGN HYDROGRAPH FILENAME : 10 .DEV 5) PRIMARY RELEASE RATE (cf s) : . 17 6) NUMBER OF TEST HYDROGRAPHS : 3 TEST HYD 1 FILENAME : 2 .DEV TARGET RELEASE (cfs) : . 08 TEST HYD 2 FILENAME : 10 .DEV TARGET RELEASE (cfs) : . 17 TEST HYD 3 FILENAME : 100 .DEV TARGET RELEASE (cfs) : . 28 7) NUMBER-OF-ORIFICES, RISER-HEAD (ft) , RISER-DIAM (in) : 1, 2 . 50 , 8 8) ITERATION DISPLAY: NO ENTER ITEM NUMBER TO BE REVISED (ENTER ZERO IF NO REVISIONS ARE REQUIRED) : 0 INITIAL STORAGE VALUE FOR ITERATION PURPOSES : 927 CU-FT SINGLE ORIFICE RESTRICTOR: DIA= 1 . 99" PERFORMANCE : INFLOW TARGET-OUTFLOW ACTUAL-OUTFLOW PK-STAGE STORAGE DESIGN HYD : . 22 . 17 . 17 2 . 50 76 TEST HYD 1 : . 13 . 08 . 11 1 . 00 30 TEST HYD 2 : .22 . 17 . 17 2 . 50 70 TEST HYD 3 : . 31 . 28 . 31 2 . 57 70 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. 7C7 f f ENTER: STORAGE-INCREASE (%) , STAGE-HEIGHT(ft) 105, 2 . 5 Dig') PERFORMANCE: INFLOW TARGET-OUTFLOW ACTUAL-OUTFLOW PK-STAGE STORAGE DESIGN HYD: .22 . 17 . 14 1 . 72 108 TEST HYD 1 : .13 . 08 . 08 . 63 30 TEST HYD 2 : .22 . 17 . 14 1 .72 100 TEST HYD 3 : .31 . 28 . 25 2 .54 150 SPECIFY: D - DOCUMENT, R - REVISE, A - ADJUST ORIF, E - ENLARGE, S - STOP D PERFO RMANCE :RMANCE : INFLOW TARGET-OUTFLOW ACTUAL-OUTFLOW PK-STAGE STORAGE DESIGN HYD: .22 . 17 . 14 1 . 72 108 TEST HYD 1 : 13 . 08 . 08 . 63 30 TEST HYD 2 : .22 . 17 . 14 1 . 72 100 TEST HYD 3 : .31 . 28 . 25 2 . 54 150 STRUCTURE DATA: GRAVEL TRENCH/BED (30 PERCENT VOID VOLUME) P I PaE RISER-HEAD GRAVEL-BED-AREA STOR-DEPTH STORAGE-VOLUME t�S o 2 . 50 FT 210 . 0 SQ-FT 2 . 50 FT 157 CU-FT ,*kT3-T;> tT"0Aj4<-k--, �r c o'r SINGLE ORIFICE RESTRICTOR: DIA= 1 . 9911 KsC-V v D t ROUTING DATA: STAGE (FT) DISCHARGE (CFS) STORAGE (CU-FT) PERM-AREA(SQ-FT) . 00 . 00 . 0 . 0 . 25 . 05 15 . 8 210 . 0 . 50 .08 31 . 5 210 . 0 . 75 . 09 47 . 3 210 . 0 1 . 00 . 11 63 . 0 210 . 0 1 . 25 . 12 78 . 8 210 . 0 1 . 50 . 13 94 . 5 210 . 0 1 . 75 . 14 110 . 3 210 . 0 2 . 00 . 15 126 . 0 210 . 0 2 . 25 . 16 141 . 8 210 . 0 2 . 50 . 17 157 . 5 210 . 0 2 . 60 . 38 157 . 5 210 . 0 2 . 70 . 76 157 . 5 210 . 0 2 . 80 1 . 10 157 . 5 210 . 0 2 . 90 1 .25 157 . 5 210 . 0 3 . 00 1 . 37 157 . 5 210 . 0 AVERAGE VERTICAL PERMEABILITY: 10 . 0 MINUTES/INCH SPECIFY: F - FILE, N - NEWJOB, P - PRINT IF/OF, R - REVISE, S - STOP F ENTER [d: ] [path] filename [ .ext] FOR STORAGE OF ROUTING DATA: RTE . IT FILE ALREADY EXIST; OVERWRITE (Y or N) ? Y SPECIFY: F - FILE, N - NEWJOB, P - PRINT IF/OF, R - REVISE, S - STOP S KING COUNTY DEPARTMENT OF PUBLIC WORKS Surface Water Management Division HYDROGRAPH PROGRAMS Version 4 . 20 1 - INFO ON THIS PROGRAM "3 - ROUTE -- R_0UTE2 5 - ADDHYD 6 - BASEFLOW 7 - PLOTHYD 8 - DATA 9 - RDFAC 10 - RETURN TO DOS ENTER OPTION: 3 i RESERVOIR ROUTING INFLOW/OUTFLOW ROUTINE SPECIFY [d: ] [path] filename [ .ext] OF ROUTING DATA RTE . IT DISPLAY ROUTING DATA (Y or N) ? Y ROUTING DATA: STAGE (FT) DISCHARGE (CFS) S TOP-AGE (CU-FT) PERM-AREA(SQ-FT) . 00 . 00 . 0 . 0 . 25 . 05 15 .'8 210 . 1 . 50 . 08 31 .5 210-. 1 . 75 . 09 47 . 3 210 . 1 1 . 00 . 11 63 . 0 210 . 1 1 . 25 . 12 78 . 8 210 . 1 1 . 50 . 13 94 . 5 210 . 1 1 . 75 . 14 110 . 3 210 . 1 2 . 00 . 15 126 . 0 210 . 1 2 . 25 . 16 141 . 8 210 . 1 2 . 50 . 17 157 . 5 210 . 1 2 . 60 . 38 157 . 5 210 . 1 2 . 70 . 76 157 . 5 210 . 1 2 . 80 1 . 10 157 . 5 210 . 1 2 . 90 1 .25 157 . 5 210 . 1 3 . 00 1 . 37 157 . 5 210 . 1 3 . 10 1 .49 157 . 5 210 . 1 AVERAGE PERM-RATE : . 0 MINUTES/INCH ENTER [d: ] [path] filename [ .ext] OF COMPUTED HYDROGRAPH: 2 .DEV INFLOW/OUTFLOW ANALYSIS : lB PEAK-INFLOW (CFS) PEAK-OUTFLOW(CFS) OUTFLOW-V CU-FT) . 13 . 11 1955 INITIAL-STAGE (FT) TIME-OF-PEAK (HRS) EAK-STAGE-ELEV(FT) . 00 8 . 00 . 97 PEAK STORAGE : 60 C ENTER [d: ] [path] fi ame [ .ext] FOR STORAGE OF COMPUTED HYDROGRAPH: GARB FILE ALRE EXIST; OVERWRITE (Y or N) ? Y SPECIFY: C - CONTINUE, N - NEWJOB, P - PRINT, S - STOP, R - REVISE R ENTER REVISED "PERM-RATE" : 10, 1 ENTER [d: ] [path] f ilename [ .ext] OF COMPUTED HYDROGRAPH: 2 .DEV INFLOW/OUTFLOW ANALYSIS : PEAK-INFLOW (CFS) PEAK-OUTFLOW(CFS) OUTFLOW-VOL (CU-FT) . 13 . 09 1256 INITIAL-STAGE (FT) TIME-OF-PEAK (HRS) PEAK-STAGE-ELEV(FT) . 00 7 . 83 . 63 PEAK STORAGE : 30 CU-FT INFILTRATED VOLUME : 699 CU-FT 1 ENTER [d: I [path] f ilename [ . ext] FOR STORAGE OF COMPUTED HYDROGRAPH: 2 .OUT FILE ALREADY EXIST; OVERWRITE (Y or N) ? Y SPECIFY: C - CONTINUE, N - NEWJOB, P - PRINT, S - STOP, R - REVISE N ENTER [d: ] [path] filename [ . ext] OF COMPUTED HYDROGRAPH: 10 .DEV i INFLOW/OUTFLOW ANALYSIS : PEAK-INFLOW(CFS) PEAK-OUTFLOW (CFS) OUTFLOW-VOL (CU-FT) . 22 . 14 1891 INITIAL-STAGE (FT) TIME-OF-PEAK(HRS) PEAK-STAGE-ELEV(FT) . 00 8 . 00 1 . 74 PEAK STORAGE : 100 CU-FT INFILTRATED VOLUME : 959 CU-FT ENTER [d: ] [path] filename [ .ext] FOR STORAGE OF COMPUTED HYDROGRAPH: 10 .OUT Zo FILE ALREADY EXIST; OVERWRITE (Y or N) ? Y SPECIFY: C - CONTINUE, N - NEWJOB, P - PRINT, S - STOP, R - REVISE C ENTER [d: ] [path] filename ( .ext] OF COMPUTED HYDROGRAPH: 100 .DEV INFLOW/OUTFLOW ANALYSIS : PEAK-INFLOW (CFS) PEAK-OUTFLOW (CFS) OUTFLOW-VOL (CU-FT) . 31 . 25 2912 INITIAL-STAGE (FT) TIME-OF-PEAK (HRS) PEAK-STAGE-ELEV(FT) . 00 7 . 83 2 . 54 PEAK STORAGE : 150 CU-FT INFILTRATED VOLUME : 1365 CU-FT ENTER [d: ] [path] filename [ .ext] FOR STORAGE OF COMPUTED HYDROGRAPH: 100 .OUT FILE ALREADY EXIST; OVERWRITE (Y or N) ? Y SPECIFY: C - CONTINUE, N - NEWJOB, P - PRINT, S - STOP, R - REVISE S KING COUNTY DEPARTMENT OF PUBLIC WORKS Surface Water Management Division HYDROGRAPH PROGRAMS Version 4 . 20 1 - INFO ON THIS PROGRAM 2 - SBUHYD 3 - ROUTE 4 - ROUTE2 5 - ADDHYD 6 - BASEFLOW 7 - PLOTHYD 8 - DATA 9 - RDFAC 10 - RETURN TO DOS ENTER OPTION: Zo/ APPENDIX KING COUNTY, WASHINGTON. SURFACE WATER DESIGN MANUAL_ Ezemptlons From On-Stte Perak Rate Runotf Control On-site peak sod project In the following shuations, y 1) Ne,�4floible PQak RUnoff Rate inQrea5e': o The proposed project she post-developed peak runoff rate for the 100-year, 24-ho duration design storm event is calculated to be less than 0.5 cis more than the pre- developed peak runoff rate for the proposed project she existing runoff condhlons_ OR Subj'ern-f-40 velar cfes o The project proposes to cortstnxz 5.000 square feet_ or less, of new Impervious surface. 'Pro-posed projects In designated.critical drainage areas requiring stricter peak runoff rate or runoff volume controls shaJI not qualify for this exemption_ OR (2) j)Ire,i DISGrgE The proposed project will discharge surface and stormwater runoff without on-she peak rate runoff control directly to: A Regional Facl/hy- Direct discharge of surface and stormwater runoff to a regional facility will be.showed If: the.facilhy has been demo=rated to adequately to control the proposed project's increased peak rate of runoff by an adopted Krnq County basin plan or by a detailed drainage analysts approved by the SWM Division;the facility vrfll be available by the time of construction of the project; AND, the conveyance system between the proposed project and the regional faclitywffl be adequate for the proposed project's design peak nmoff with no significant adverse impacts_ A-Receiving Water. Direct discharge of surface and stormwater runoff to the following receiving waters maybe allowed_ Proposed projects that require Master Drainage Plans(see Speclaf Requirement if3) shalt demonstrate no significant adverse impacts from direct discharge to a river. Cedar River Graen/Duwamish River (below river mile 6.0, F_E.MA) Puget Sound Lake Sammamish Sammamish River SkykomLsh River Snoqualmle River Lake Washington White/Stuck River i A Lake, Wetfand or Closed Depression. See Special Requirement #8: Use of Lakes, Wetlands or Closed Depressions for Peak Rate Runoff Ouantity Control, In Section 1,3.8. The applicant should note that many takes, wetlands or dosed depressions will not qualify for this exemptlori "Projects qualrfying for Direct Discharge must meet the requirements of Spectal Requirement e5: Special Water Ow1hy Controls In Section 1.3.5. j� i i ,_ -, KIN.G {COUNTY, WArSHINGTON, SURFACE WATER DESIGN MANUAL 1 ' � ,t TABLE 3.5.2B SCS WESTERN WAS11INGTON 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 SQJI,�OUP 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 Impe;pious surfaces, pavement, roofs, etc. 98 98 98 98 Opera water bodes: 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/sto�rri system. (3) The remaining pervious areas (lawn) are considered to be in good condition for these curve numbers. 3.5.2-3 11/92 •.n - ,KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TABLE 3.5.2C "n")lJND "k" VALUES USED IN TIME CALCULATIONS FOR HYDROGRAPHS Orb s _ -^ Bret Flow Equation Manning's values(For the Initial 300 h of travel) ^. �^ \o 'J�� \Q r¢- , 1 Srs surfaces(concrete,asplwlt,gravel,Or Gars hard packed soN) 0.011 0.05 Fat fields Or loose soil surface(no residue) C,< 3:ed soil with residue cover(s <- 0.20 h/h) 0.06 Cur..3ted soil with residue cover(S> 0.20 h/h) 0.17 0.15 fSrce,prairie grass and lawns 0.24 pec,se grasses 0.41 Btrr.�.da grass 0.13 FarSe(natural) 0.40 Wcvjs or forest with light underbrush 0.80 or forest with dense underbrush i •1,uring values for sheet now only,from Overton and Meadows 1976(See TR-55, 1986) i V 1 , /- I values Used In Travel Time/Time of Concentration Calculations ) &-Osow Concentrated Flow (After the Initial 300 It.or sheet how,R - 0.1) k L t. Forest with heavy ground litter and meadows(n-0.10) 3 V(&0) a? 5 2_ Brushy ground with some trees(n -0.060) Fallowor minimum tillage cultivation(n -0.040) 8 High grass(n - 0.035) 9 5_ Short grass,pasture and tav+ns(n-0.030) S� !' 13 fi Nearly bare ground(n=0.025) 7, Paved and gravel areas(n-0.012) 27 1; . s} q;nod Flow(Intermittent) (At the beginning of vlSiGle channels:R-0.2) k� t. Forested Swale with heavy ground title((n =0.10) 5 2. Forested drairmge course/ravine with defined channel bed(n=0.050) 10 3_ Rock-lined waterway(n=0.035) _ 15 Grassed waterway(n=0.030) 17 Ean w h4ined waterway(n-0.025) 20 3 ri & CMP pipe(n-0.024) 21 Ik ;, Concrete pipe(0.012) 42 & Other waterways and pipes 0.508/n I' Channel Flow(Continuous stream,R - 0.4) k` q. Meandering stream with some pools(n -0.040) 20 to. Rock-lined stream(n-0.035) _ 23 I. Grass-lined stream(n-0.030) 27 Q. Other streams,man-made channels and pipe 0.807/n" .-See Chapter 5,Table 5.3.6C for additional Mannings'n'values for open channels i r - '` 1/90 3.5.2-7 t s• KING COUNTY, WASHIN.GTON, SURFACE WATER DESIGN MANUAL FIGURE 3.51A, HYDROLOGIC SOIL GROUP OF THE SOILS INKING COUNTY 1 HYDROLOGIC HYDROLOGIC j SOIL GROUP GROUP* SOIL GROUP GROUP` Aldenvo� _ Orcas Peat D erwood Material C Oridia D Arents,Everett Material B - Ovall C Beausi e C -- Pilchuck C - Bellingt1.m D Puget D Briscot D Puyallup B - Buckley D Ragnar B - Coastal Beaches Variable Renton D Earimo-:Silt Loam D Riverwash Variable EdgeNi_- C Salal C Everett A- Sammamish D Indian'.: 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 Varian e Normal Sandy Loam D Woodinville D HYDROLOGIC SOIL GROUP CLASSIFICATIONS A. (Lo%y 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 coaise 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 whh 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 19M, Exhibit A-1. Revisions made from SCS, Soil Interpretation 1 Record, Form #r5, September 1988. 1 } : t i _ 1 3.5.2-2 I/90 ia 'ItING COUNTY, WASHINOTON, SURFACE WATER DESIGN MANUAL a J Section 3-5 Section3.5.1 Design Storm liyctotnph 14y=ic X"yiii Hydrotnph Mctb FIGURE MAC LYEAR 24-HOUR ISOPLUVIALS AlT _ a 2.Q i r ev 2-YEAR 24-HOUR PRECIPITATION , r 14 ^ ISOPLUYIALS OF 2-YEAR 24-HOUR TOTAL PRECIPITATION IN INCHES r Y 0 1 2 ) t 1 f 7 8 Mlla It 300,0010 DRAFT F • will � .;fir�� ►�-1��.�y � ` � L { •� a , F � dop a ✓ t . «� c � "'"`� ,.183 Snohomish County Area,WastiNton F' K TABLE 14.--PHYSICAL AND CHEMICAL PROPERTIES.OF SOILS (The symbol < means less than; > means more than. Entries under "Erosion factors--T" apply to the entire profile. Entries under "Organic matter" apply only to the surface layer. Absence of an entry indicates _ Ii that data were not available or were not estimated] I I: Soil name and ;Depth;Clay <2mm; Permeability ; Available : Soil ; Shrink-swell : factors ;Organic I! map symbol ; ; ; water capacity ;reaction; potential ;-r-i matter K ; T : 1Pat ' n c , n in 1 P 1 ; ; 0.20: 2 : 5-10 1, 2, 3--------- 0-T ; 5-10 ; 2.0-6.0 ; 0.07-0.11 ;5.1-6.5 ;Low------------1 Alderwood : 7-35: 5-10 ; 2.0-6.0 ; 0.07-0.11 :5.6-6.5 :Low------------�0.20� 35 1, --- : --- ------ 1 1 1 i ' 4Alderwood-------: 0-7 : 5-10 : 2.0-6.0 ; 0.07-0.11 15.1-6.5 :Low------------;0.20; 2 : 5-10 : 7-35: 5-10 ; 2.0-6.0 ; 0.07-0.11 15.6-6.5 !Low------------:0.20; : ' :0.17, 1 , 10-15 1 35 : --- : --- : --- ----------'o to, 1 : --- 1----- , 1 1 1 1 , Everett---------; 0-6 5-10 ; 2.0-6.0 ; 0.08-0.12 ;5.6-6.5 ;Low------------1 6-18: 5-10 ; 6.0-20 ; 0.05-0.08 15.6-6.5 ;Low------------1 ;18-60; 0-5 : 6.0-20 : 0.02-0.05 :5.6-6.5 ;Low------------:0.10; ; 5„ 6.: ; , , , 1 5-10 2.0-6.0 ; 0.07-0.11 :5.1-6.5 ;Low------------:0.20; 2 : 5-10 Alderwood-------' 7_35 5-10 : 2.0-6.0 : 0.07-0.11 ;5.6-6.5 !Low------------:0.20; : 1 --------------:----: �'� ' --- ' ' 35 : --- Urban land. 7----------------: 0-9 : 15-30 ; 0.2-0.6 ; 0.20-0.24 ;5.6-6.5 :Low------------:0.321 5 : 10-15 � , Bellingham ; 9-60: 40-60 ; 0.06-0.2 : 0.20-0.24 :6.1-7.3 :High-----------:0.241 , t 8----------------; 0-6 : 27-35 ; 0.2-0.6 : 0.19-0.21 15.1-5.5 !Moderate-------;0.32; 5 ; 10-15 Bellingham : 6-42; 35-45 : 0.06-0.2 : 0.18-0.21 ;4.5-5.5 :High-----------:0.321 : Variant :42-60; 12-30 0.2-0.6 : 0.14-0.16 14.5-5.0 !Moderate-------10.32: : ." 9, 10, 11--------; 0-8 : --- : 0.6-2.0 : 0.18-0.20 :4.5-6.0 :Low------------:0.371 5 : 5-10 1. Cathcart : 8-35; --- : 0.6-2.0 ; 0.13-0.17 15.1-6.5 ;Low------------10.43; : :35-60: --- : 0.6-2.0 : 0.14-0.17 15.1-6.5 !Low------------10.37; ; I� 12}. Cryohemists - . 13---------------; 0-9 ; 10-15 ; 2.0-6.0 : 0.13-0.15 ;5.6-6.0' :Low------------;0.28; 5 ; 5-10 Custer ; 9-35: 0-10 : 0.2-0.6 ; 0.06-0.08 15.1-5.5 :Low------------:0.24: 135-60: 0-10 ; >20 ; 0.06-0.09 15.6-6.0 !Low------------�0.10� , ' '0.37; 2 : 10-15 14---------------: 0-2 : --- : 0.6-2.0 : 0.22-0.26 13.6-5.5 ILow------------ 1 Elwell : 2-231 --- : 0.6-2.0 : 0.19-0.23 ;5.1-5.5 !Low------------10.431 23-27: --- : 0.6-2.0 : 0.09-0.13 15.1-5.5 :Low------------:0.28: ; --- : --- :---------------:----: : : 27 1 15 10.371 2 1 10-15 1 -- 0.6-2.0 ; 0.22-0.26 ;3.6-5.5 ;Low------------1 Elwell----------1 0-2 1 - 1 1 1 t 2-231 --- : 0.6-2.0 ; 0.19-0.23 ;5.1-5.5 :Low------------1D•431 1 23-27 1 0.6-2.0 ; 0.09-0.13 15.1-5.5 ;Low------------;0.28; 1 -- 0.6-2.0 ; 0.13-0.16 ;5.1-5.5 !Low------------;0.24; 2 : 2-5 I4, Olomount--------, 0-2 , - r _ 2-181 --- : 0.6-2.0 ; 0.11-0.14 ;5.6-6.0 :Low------------:0 28: ; 18-32: --- : 0.6-2.0 ; 0.08-0.10 15.6-6.5 :Low------------:0.28; ; --- --- ' , 1 Elwell----------; 0-2 i --- : 0.6-2.0 : 0.22-0.26 13.6-5.5 ;Low------------;0.37; 2 ; 10-15 2-23: --- : 0.6-2.0 ; 0.19-0.23 15.1-5.5 :Low------------ ; 23-27i --- : 0.6-2.0 : 0.09-0.13 15.1-5.5 :Low------------;0.28; ; 27 : --- ; --- : --- : --- :---------------�---- See footnote at end of table. i 1 P r _c --