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HomeMy WebLinkAboutSWP272825(2) SWP-27-2825 ABERDEEN AVENUE NE UTILITY IMPROVEMENTS PROJECT ' DRAINAGE ANALYSIS 1 ' City of Renton Planning/ Building/ Public Works Dept. Surface Water Utility 1 ' May 2000 t SWP-27-2825 ' ABERDEEN AVENUE NE UTILITY IMPROVEMENTS PROJECT ' DRAINAGE ANALYSIS ' City of Renton Planning/ Building/ Public Works Dept. ' Surface Water Utility May 2000 1 rr- E ITY IMPROVEMENTS W , Y UTI L as Lu - NEW SEWER MAINS / NEW STORM MAINS / AC WATER REPLACEMENT SCALE. 1"=200' Lw oo 00 FH � 1H AYE W 'a YhY/p9 AYE AE AE CJ f# g A � AYE AYE A£ AYF AE ggii 71 � 3 A 9.WE AYF AE AB6PG1®V APE Ad9dC1®V AYF Q 1&li5; 9 W AE ay 3 4ftH TT-� eA, RCCO.u4CN000 FQ APPROVAL WASIEWAIFR URLI iY OAIE SUiN'ACE WAiCR URLI)Y OAR UIRITY SCRNCCS&RCCrp OAR' wANRNANCi SCRNCIS RRCC,CR ;-A S-2 8 2 WARR URII)Y DA,f 4 I A 6erield - Ave- Is 16 'h� 12 1 A KEA -5 WQWWWWQ W¢ �rca v P,rv. a°d�daaa $% 5Lb bGJ n I�LJ Arra (CRO H(t^ (fcIc Nwwwoo 1 8. o �.6 3, y W.N d V2 2. 0 LZ 0 1-ILD du/ly, � ac = 2, J I L ' From, KCM To bic .3.5. 2 i-,, fry. y2 C /✓= qa CAI = 68 1 /n? CC.7 (ei --!4 rA 7t, SQ,- Ca /o dc, n-f1Ye, -1✓I� l< t der o SaF' 9OD Si, e)je-t mi,? R 2 y hr 2. 0 A, 3. —f 3. 7 A, Flow RL s y L 2-q �r ✓�7 I (/ S 1 2- a.• c� l.1 S- 1r c -H �� zs/-�r S�vrrr 6 J 3 CIJ l- 1vw Unc1 /rta 17rit p+7S. Qo•E�-S' f'}1+7� '/1 �qaz rcoj Q �DQZ = u�, •�) r� � S �� LJ' , c '.Z J1 _ , { PIPEmanning.xis aProject: Aberdeen Avenue Utility Improvements 2000 D. Carey 05/18/00 PIPE FLOW CAPACITY BY MANNING EQUATION Version 1 Q = ( 1.49/n ) x A x RA2/3 x S^1/2 ' For pipes flowing full, not under pressure conditions For n = F 0. 112 Q ( cfs ) ' Pipe Area Hyd. Rad. Slope Dia.(in) ( sq.ft. ) (full, ft) 0.50% 0.75% 1.00% 1.25% 1.50% 1.75% 12 0.785 0,250 2.74 3.35 3.87 4.32 4.74 5.12 ' 18 1.767 0.375 8.07 9.88 11.41 12.75 13.97 15.09 ' Average slopes-Aberdeen Ave, between S 16th St and S 12th St. -about 1.43 % Average slopes-Aberdeen Ave, between S 12th St and Sunset Blvd -about 6.9 % For n = F 0. 112 Q ( cfs ) ' Pipe Area Hyd. Rad. Slope Dia.(in) ( sq.ft. ) (full, ft) 1.40% 1.50% 6.50% 6.90% 7.00% 0.00% ' 12 0.785 0.250 4.58 4.74 9.86 10.16 10.23 0.00 18 1.767 0.375 13.50 13.97 29.08 29.96 30.18 0.00 PIPEmanning.xls Page 1 ' Project: Aberdeen Ave Utilities Project D. Carey Revised: 5/18/00 ' Time Of Concentration -Existing and Future Conditions tPer King County Manual (1990, pp. 3.5.2.5) Sheet Flow Tt= 0.42 (ns x L)^0.8 ' (P2)^0.5 x (So)^0.4 Flow over plane surfaces. For up to travel lengths of 300 feet. Tt= travel time, minutes ' ns = Manning roughtness coef. For sheet flow, from Table 3.5.2C L = flow length, feet ' P2 = 2-year, 24-hour rainfall, inches So= slope of hydraulic grade line, land slope, ft/ft ' Shallow Concentrated Flow Tt= L 60 x ks x (So)^0.5 After 300 feet of plane surface. Tt= travel time, minutes ' L = flow length, feet ks = time of concentration velocity factor(ft/sec), from Table 3.5.2C ' So= slope of hydraulic grade line, land slope, ft/ft Open Channel Flow Tt= L Where open channels begin or are shown on maps or in photos. Tt= travel time, minutes ' L= flow length, feet kc= time of concentration velocity factor(ft/sec), from Table 3.5.2C for channels ' So= slope of hydraulic grade line, land slope, ft/ft Pipe Travel Time Tt= L ' Where open channels begin or are 60xV shown on maps or in photos. Tt= travel time, minutes ' L= flow length, feet V= estimated flow velocity feet/sec, obtain from nomograph, usually about 3 fps t ' tc2.xls Page 1 ' Project: Aberdeen Ave Utilities Project D. Carey Revised: 5/18/00 ' Time Of Concentration - Existing and Future Conditions Project: Aberdeen Ave Utilities Project Revised: 5/18/00 ' Per King County Manual(1990,pp.3.5.2.5) Total Time of Concentration = 15.7 minutes Sheet Flow Segment= 1 Tt=j 10.4 minutes (fill in boxes) ns = 0.15 (calculated) Plane Surfaces, up to 300 feet. L= 80 ' Assume- lawn P2 = 2 I So= 0.02 ' Shallow Concentrated Flow Segment= 2 Tt= 0.6 3minutes (fill in boxes) L= 100 { ;(calculated) After 300 feet of sheet flow. ks= 27 ' Assume-Gutter So= 0.01 j Pipe Travel Time Segment= 3 Tt=j 4.8 ;minutes ' (fill in boxes) L = 1000 ;(calculated) Assume-3.5 fps in pipe V 1 1 tc2.xls Page 2 ' Project: Aberdeen Ave Utility Imprvmts D. Carey 5118/00 Runoff Analysis - Future Conditions 1 KING COUNTY DEPARTMENT OF PUBLIC WORKS ' Surface Water Management Division HYDROGRAPHPROGRAMS ' Version 4.21 B 1 INFO ON THIS PROGRAM 2 - SBUHYD ' 3 - MODIFIED SBUHYD 4 - ROUTE 5 - ROUTE2 6 -ADDHYD 7 - BASEFLOW 8 - PLOTHYD 9 - DATA ' 10 - RDFAC 11 - RETURN TO DOS ' ENTER OPTION: 2 SBUH/SCS METHOD FOR COMPUTING RUNOFF HYDROGRAPH ' STORM OPTIONS: 1 - S.C.S. TYPE-1A ' 2 - 7-DAY DESIGN STORM 3 - STORM DATA FILE ' SPECIFY STORM OPTION: 1 1 S.C.S. TYPE-1A RAINFALL DISTRIBUTION ENTER: FREQ(YEAR), DURATION(HOUR), PRECIP(INCHES) ' 25, 24, 3.4 ******************** S.C.S. TYPEAA DISTRIBUTION ******************** ********* 25-YEAR 24-HOUR STORM **** 3.40"TOTAL PRECIP. ********* ' ----------------------------------------------------------------------------------------------- ENTER: A(PERV), CN(PERV),A(IMPERV), CN(IMPERV),TC FOR BASIN NO. 1 3.4, 68, 4.6, 98, 16 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) ' A CN A CN 8.0 3.4 68.0 4.6 98.0 16.0 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) 3.67 7.83 63152 SPECIFY: C -CONTINUE, N - NEWSTORM, P - PRINT, S - STOP ' C---------------------------------------------------------------------------------------------------- ENTER: A(PERV), CN(PERV), A(IMPERV), CN(IMPERV), TC FOR BASIN NO. 2 ' 1.1, 68, 1.6, 98, 16 DATA PRINT-OUT: ' AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN 2.7 1.1 68.0 1.6 98.0 16.0 ' PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) 1.27 7.83 21714 ' SPECIFY: C-CONTINUE, N - NEWSTORM, P - PRINT, S-STOP c ' ENTER: A(PERV), CN(PERV), A(IMPERV), CN(IMPERV), TC FOR BASIN NO. 3 1.4, 68, 2.0, 98, 16 DATA PRINT-OUT: ' AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN ' 3.4 1.4 68.0 2.0 98.0 16.0 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) 1.59 7.83 27218 ' SPECIFY: C -CONTINUE, N - NEWSTORM, P - PRINT, S- STOP s 1 1 i t i 10- yR -y� goo y� A 1 2. 35 c-6 2 . 88 c-�s 1 NA,- NA 3 y . 6 S. 3 2V ' NE 21-116 St �r Nc 2v{h Sr — 8 " Nl 20 �H 5f NL' kith St — /Z l Dr)C �U /'o.-rs 1 PIPEmanning.xls ' Project: Aberdeen Avenue Utility Improvements 2000 D. Carey 03/28/00 PIPE FLOW CAPACITY BY MANNING EQUATION Version 1 ' Q = ( 1.49/n ) x A x R^2/3 x S^1/2 For pipes flowing full, not under pressure conditions ' For n = 0.012 Q ( cfs ) Pipe Area Hyd. Rad. Slope ' Dia.(in) ( sq.ft. ) (full, ft) 0.50% 0.75% 1.00% 1.25% 1.50% 1.75% 12 0.785 0.250 2.74 3.35 3.87 4.32 4.74 5.12 ' 18 1.767 0.375 8.07 9.88 11.41 12.75 13.97 15.09 r i PIPEmanning.xls Page 1 LJ -VV �j FV. r`... ;, p \ , ( ->::3._._-.. :. '`mil �i.x 14j Swu I CD nt Nil ,j cl --oc- T rn ff > 4_t\ I 4--4,h _77 \1V ._.r-.r �..-i ._ \\,�� + / W� 5'-('" i .\ + l�`�•4J`•'�! \1- .j;+I' r 1 s -i r( -ti /, V i.-J is 1 `� t`/%" �'. -� \ -y � ilk i _f in 4100 "I J .......... �'S < Ile V LT r4 I'M NR )vv Wz lit Fill I 1'1 'Cl k;ff Jill all�4 tt MW MI/ f �I-. _T_... ; f`\ � ,� 5 � L P, -ki rn L.... J ........... ... ......... ........ .......... Ill,IT• Ye AIL LL 1) r Ij \ tt{;, :�,t�' �i (' /r r �(- `_ t<� IGl „r I� I I .,a..� <' _.�a � / �. 71 ��� � lclP - 282S 3 -27-00 Z X �cnsio, F.,.-•-, PD 11p1 �s�,��� �a Al Id Ah s�, FFc,V,, SLOP - 2-7 - 226 -� NE 27th STREET/ABERDEEN AVENUE NE STORM SYSTEM IMPROVEMENT PROJECT PRELIMINARY DESIGN ENGINEERING REPORT FINAL CITY OF RENTON SURFACE WATER UTILITY SEPTEMBER 1997 . Table 2 Existing Land Use HYD Model Parameter Values Impervious Pervious Pervious Time of Area Area Area CN Concentration Basin (acres) (acres) (acres) (minutes) Al 1.9 0.7 1.2 61.5 16.6 ' A2 3.6 0.5 3.1 68.0 10.1 A3 3.6 0.4 3.2 65.2 37.5 A4 11.2 4.7 6.5 68.0 20.3 A5 3.0 0.4 2.6 62.1 45.4 ' A6 7.2 3.3 3.9 68.0 13.9 A7 7.6 2.9 4.7 68.0 19.6 A8 1.7 0.8 0.9 68.0 3.5 A9 8_5 2_6 5_9 68.0 26.3 ' Total 48.3 16.3 32.0 B1 16.7 4.0 12.7 66.3 35.1 B2 3_0 0_8 2_3 68.0 29.9 ' Total 19.7 4.8 15.0 C1 2.9 0.2 2.7 68.0 17.9 C2 11.3 1_7 9_6 68.0 34.4 Total 14.2 1.9 12.3 ' D1 5.7 1.4 4.3 68.0 15.4 D2 3.6 2.2 1.4 68.0 3.2 D3 4.0 1.5 2.5 61.8 15.8 ' D4 3.0 1.5 1.5 68.0 4.1 D5 4.7 2.2 2.5 68.0 25.2 D6 9_6 3_6 6_0 68.0 30.2 Total 30.6 12.4 18.2 ' Total All Basins 112.8 35.4 77.5 Table 3 Future Land Use HYD Model Parameter Values Imperviousl Pervious Pervious Time of Area Area Area CN Concentration ' Basin (acres) (acres) (acres) (minutes) Al 1.9 0.7 1.2 68 16.6 A2 3.6 1.4 2.2 68 10.1 A3 3.6 1.3 2.3 68 37.5 ' A4 11.2 4.7 6.5 68 20.3 A5 3 1.1 2 68 45.4 A6 7.2 3.31 3.9 68 13.9 A7 7.6 3.1 4.5 68 19.6 ' A8a 2.9 1 1.9 68 41.5 A8 1.7 0.8 0.9 68 3.5 A9 8_5 3_1 5_4 68.0 26.3 Total 51.2 20.5 30.8 ' B1 16.7 5.3 11.4 68.0 35.1 B2 3_0 0=8 2_3 68.0 29.9 Total 19.7 6.1 13.7 ' C1 2.9 0.2 2.7 68.0 17.9 C2 11.3 3_8 7_5 68.0 34.4 Total 14.2 4.0 10.2 ' D1 5.7 1.4 4.3 68.0 15.4 D2 3.6 2.2 1.4 68.0 3.2 D3 4.0 1.5 2.5 68.0 15.8 ' D4 3.0 1.5 1.5 68.0 4.1 D5 4.7 2.2 2.5 68.0 25.2 D6 9_6 3_6 6_0 68.0 30.2 Total 30.6 12.4 18.2 ' Total All Basins 115.7 43.0 72.9 S Table 4 s Hydrologic Analysis Results-Existing and Future Conditions Existing Land Use Future Land Use Location Description HYD Model 2-year 10-year 25-year 100-year 2-year 10-year 25-year 100-year Node (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) Basin A-Flow into depression area near sewer NA2 5.1 8.4 12.9 16.2 6.5 11.1 15.8 19.0 pump station along Aberdeen Ave NE Basin B- Flow into depression area along Aberdeen NB1 1.5 2.5 3.5 4.4 2.1 3.5 4.7 5.8 Avenue, south of NE 27th Basin C-Flow in stream crossing NE 29th Street, NC2 0.6 1.3 2.0 2.7 2.2 3.5 4.4 5.3 east of Kennewick Place NE Basin D-Flow in Kennewick Place NE system at ND6 2.0 3.2 4.1 4.9 2.0 3.2 4.1 4.9 intersection with NE 27th Street Basin D-Flow in Kennewick Place NE system at ND2 4.7 7.6 9.7 11.8 4.7 7.7 9.9 12.0 outflall to May Creek Note: The flows given for Basins A, B, and C are the simulated results for each basin which includes routing and adding the flows from each subbasin within the particular basin. Two flows are given for Basin D. Node ND6 includes subbasins D5 and D6 and represents the simulated flow at the intersection of NE 27th Street and Kennewick Place NE. Node ND2 includes all of the Basin D subbasins and represents the simulated flow east of the intersection of Kennewick Place NE and N 30th Street(as the pipe system discharges to May Creek). FUTURE CONDITIONS A 8 a ONLY Al A2 A7 A8 A9 NODE NA4 NODE NA1 NODE NA3 A3 B2 B1 NODE N81 A4 NODE NA2 A5 A6 BASIN B BASIN A Cl C2 NODE NC2 D2 D3 BASIN C D5 D6 NODE ND3 D 4 NODE ND6 D l NODE ND5 NODE ND4 NODE ND2 BASIN D LEGEND FIGURE 3 City of Renton �' Al HYD Subbasin Al NE 27th St/Aberdeen Ave NE Drainage Improvement Project HYDROLOGIC MODEL SCHEMATIC NODE ND2 0 HYD Node NA1 NODE NA2 0 HYD Inflltratlon/Detention Pond I/s . . 1 ' PROJECT/STUDY: RENTON DATE PREPARED: 03-04-1997 TIME PREPARED: 07:25 PREPARED BY: MGISEBURT ' SBUH/SCS METHOD FOR COMPUTING RUNOFF HYDROGRAPHS SNOMET TYPE-IA RAINFALL DISTRIBUTION DESIGN FREQUENCY: 2-YEAR EVENT STORM DURATION: 24.-HOUR STORM ' TOTAL STORM PRECIPITATION: 1.98 INCHES r ALTERNATIVE 1 - FUTURE LAND USE CONDITIONS C�.q G- 0 -------------------------------------- ' o -'--'--'----------'---------------- BASI VOL ! NAME PQAK fTHRSAK I CU-FT I ACRES IOU VIO CN ACRES i MIN ' - I--'----" -- RNTAAI .28 7.83 5261 1.2 68.0 .7 98.0 16.6 RNTAA2 .63 7.83 10409 2.2 68.0 1.4 98.0 10.1 RNTAA3 .40 7.83 9773 2.3 68.0 1.3 98.0 37.5 ' RNTAA4 1.80 7.83 34221 6.5 68.0 4.7 98.0 20.3 RNTAAS .31 7.83 8228 1.9 68.0 1.1 98.0 45.4 RNTAA6 1.40 7.83 23636 3.9 68.0 3.3 98.0 13.9 RNTAA7 1.20 7.83 22722 4.5 68.0 3.2 98.0 19.6 RNTAA8 .43 7.67 5710 .9 68.0 .8 98.0 3.5 RNTAABA .38 7.83 7631 1.9 68.0 1.0 98.0 20.0 ' RNTAA9 1.09 7.83 23311 5.4 68.0 3.1 98.0 26.3 RNTABI 1.82 7.83 41289 11.4 66.0 5.3 98.0 27.8 RNTAB2 .23 7.83 5994 2.3 68.0 .7 98.0 29.9 RNTACI 1.07 7.83 17287 .2 68.0 2.7 98.0 17.9 RNTAC2 1.20 7.83 29126 7.5 68.0 3.8 98.0 34.4 RNTADI .58 7.83 11816 4.3 68.0 1.4 96.0 15.4 ' RNTAD2 1.19 7,67 14971 1.4 68.0 2.2 98.0 3.2 RNTAD3 .62 7.83 11230 2.5 68.0 1.5 98.0 15.8 RNTAD4 .78 7.67 10578 1.5 68.0 1.5 98.0 4.1 RNTADS .78 7.83 15651 2.5 66.0 2.2 98.0 25.2 RNTAD6 1.20 7.83 26840 6.0 68.0 3.6 98.0 30.5 i I PROG i FUNCTION I I HYDROGRAPH I PEAK I T-PK I RUNOFF I I T-T I I ROUTE PEAK I PEAK PERC I I VOLUME I I I I NAME I Q I HRS I VOLUME I I MINI I FILE I STORAGE I ELEV. 22584 ----------------------- RT1 INFLOW RNTAA7 1.20 RNTERT 4260 282.00 OUTFLW RNTANA4 .11 12.17 183 STOP ADD ADD RNTANA4 .11 12.17 .0 ^^�Y' ADD RNTAA9 1.04 7. 30 ADD RNTAAB .43 7.6767 . N A 3 ADD RNTAABA .38 7.83 ,p N Dc�I FILE RNTANA3 1.78 7.83 36834 NEWJOB ADD ADD RNTAAl .28 7.83 ,p t ADD RNTAA2 .63 7.83 ,p FILE RNTANAI .91 7.83 15636 NEWJOB ADD ADD RNTANA3 1.74 7.83 2.3 ' ADD RNTAA6 1.37 7.83 2.3 ADD RNTAA4 1.80 7.83 ,0 ADD RNTAAS .31 7.83 ,0 ADD RNTAA3 .40 7.63 ,0 ADD RNTANAI .90 7.83 g FILE RNTANA2 6.52 7.83 128376 ' NEWJOB *A� ADD ADD RNTABI 1.82 7.83 ,p ADD RNTAB2 .23 7.83 ,0 FILE RNTANBI 2.05 7.63 47292 NEWJOB ADD ADD RNTANBI 2.05 7.83 ,p ADD RNTANA2 6.48 8.00 9.5 FILE NA2 NB1 8.39 8.00 175662 NEWJOB 4mmom ADD ADD RNTACI 1.07 7.83 .p ADD RNTAC2 1.16 7.83 2.1 FILE RNTANC2 2.23 7.83 46398 ' NEWJOB ADD ADD RNTAD6 1.17 7.83 1.4 ADD RNTADS .78 7.83 ,0 ADD NA2 NB1 8.07 8.00 4.5 FILE RNTAND6 9.91 6.00 218166 NEWJOB ' ADD ADD RNTAND6 9.82 8.00 ,7 ADD RNTAD4 .78 7.67 .0 FILE RNTANDS 10.18 8.00 228720 NEWJOB ADD ADD RNTAND5 9.89 8.17 3.6 ' ADD RNTADI .58 7.83 _p FILE RNTAND4 10.30 8.00 240510 r NEWJOB 0 ADD ADD RNTAD3 .62 7.83 ADD RNTAD2 1.19 7.67 .0 FILE RNTAND3 1.73 7.67 26130 NEWJOB ADD ADD RNTAND3 1.65 7.67 1.2 ADD RNTAND4 10.28 8.00 .2 FILE RNTAND2 11.34 8.00 266687 STOP uwmmm� PROJECT/STUDY: RENTON DATE PREPARED: 03-04-1997 TIME PREPARED: 07:25 PREPARED BY: MGISEBURT SBUH/SCS METHOD FOR COMPUTING RUNOFF HYDROGRAPHS SNOMET TYPE-IA RAINFALL DISTRIBUTION DESIGN FREQUENCY: 10-YEAR EVENT 111 STORM DURATION: 24.-HOUR STORM TOTAL STORM PRECIPITATION: 2.89 INCHES NAME N t PQAK 4THRSAK CU-FT i ACRESVOL ZOUCN I ACRESIMPERVIOUS TC CN } MIN RNTAAI .47 7.83 9215 1.2 68.0 RNTAA2 1.05 7.83 18057 2.2 68.0 1.4 98.0 10.1 375 RNTAA3 .65 7.83 17211 2.3 68.0 1.3 98.0 20.3 RNTAA4 2.93 7.83 58580 6.5 68.0 4.7 98.0 . 45 RNTAA5 .51 8.00 14449 1.9 68.0 3..3 98.0 98.0 13.4 RNTAA6 2.26 7.83 39861 3.9 68.0 9.6 R 7.83 39087 4.5 68.0 3.1 98.0 1 . -- RNTAAB .68 7.67 9588 .9 68.0 .8 98.0 3.5 RNTAABA .65 7.83 13552 1.9 68.0 1.0 98.0 20.0 RNTAA9 1.80 7.83 40905 5.4 68.0 3.1 98.0 26.3 RNTABI 3.07 7.83 74471 11.4 68.0 5.3 98.0 27.8 RNTAB2 .42 7.83 11461 2.3 68.0 .7 98.0 29.9 RNTACI 1.61 7.83 26406 .2 68.0 2.7 98.0 17.9 RNTAC2 2.00 7.83 51877 7.5 68.0 3.8 98.0 34.4 RNTABI 1.05 7.83 22360 4.3 68.0 1.4 98.0 15.4 RNTAD2 1.85 7.67 24141 1.4 68.0 2.2 98.0 3.2 RNTAD3 1.03 7.83 19607 2.5 68.0 1.5 98.0 15.8 RNTAD4 1.24 7.67 17588 1.5 68.0 1.5 98.0 4.1 RNTAD5 1.25 7.83 26303 2.5 68.0 2.2 98.0 25.2 RNTAD6 1.96 7.83 46951 6.0 68.0 3.6 98.0 30.5 ------------=--------------------- ------ PEAK I PROG � FUNCTION � � HYDROGRAPH I PEAK I T-PK j RUNOFF � � T-T � j ROUTE � PEAK PERC ' NAME I Q I HRS i VOLUME MIN FILE { STORAGE ELEV. VOLUME j RT1 INFLOW RNTAA7 1.96 RNTERT 4260 282. 01 25417 OUTFLW RNTANA4 1.96 8.00 13198 STOP 0 ADD ADD RNTANA4 1.96 8.00 ADD RNTAA9 1.72 8.00 3.0 ADD RNTABB .68 7.67 .0 ADD RNTAABA .65 7.83 .0 FILE RNTANA3 4.57 8.00 77190 NEWJOB ADD ADD RNTAAl .47 7.83 •0 ADD RNTAA2 1.05 7.83 •0 FILE RNTANAI 1.52 7.83 27294 NEWJOB 2.3 ADD ADD RNTANA3 4.20 8.00 ADD RNTAA6 2.19 7.83 2. ADD RNTAA4 2.93 7.83 •0 ADD RNTAA5 .51 7.83 •0 ADD RNTAA3 .65 7.83 .0 ADD RNTANAI 1.51 7.83 •8 FILE RNTANA2 11.13 8.00 234642 NEWJOB 0 ADD ADD RNTABI 3.07 7.83 ADD RNTAB2 .42 7.83 .0 FILE RNTANBI 3.49 7.63 85944 NEWJOB 0 ADD ADD RNTANBI 3.49 7.83 ADD RNTANA2 11.00 8.17 9.5 FILE NA2_NB1 14.00 8.00 320562 NEWJOB 0 ADD ADD RNTACI 1.61 7.83 ADD RNTAC2 1.97 8.00 2.1 FILE RNTANC2 3.53 7.83 78216 NEWJOB ADD ADD RNTAD6 1.91 7.83 1.4 31S ADD RNTADS 1.25 7.83 _0 ADD NA2 NB1 13.99 8.17 4.5 FILE RNTAND6 16.73 8.17 393762 NEWJOB ADD ADD RNTAND6 16.70 8.17' _7 ADD RNTAD4 . . _0 FILE RNTANDS 17.15 15 8 8.1717 411293 NEWJOB ADD ADD RNTAND5 17.01 8.17 3.6 ADD RNTADI 1.05 7.83 _0 ' FILE RNTAND4 17.74 8.17 433631 NEWJOB ADD ADD RNTAD3 1.03 7.83 _p ADD RNTAD2 1.85 7.67 ,p FILE RNTAND3 2.72 7.67 43812 NEWJOB ADD ADD RNTAND3 2.61 7.83 1.2 ADD RNTAND4 17.72 8.17 ,2 FILE RNTAND2 19.0808 8.17 477449 STOP PROJECT/STUDY: RENTON ' DATE PREPARED: 03-04-1997 TIME PREPARED: 07:25 PREPARED BY: MGISEBURT SBUH/SCS METHOD FOR COMPUTING RUNOFF HYDROGRAPHS SNOMET' DESIGN TYPEFREQUENCY: EA RAINFALL DISTRIBUTION 5- STORM \fin DESIGN FREQUENCY: 25-YEAR EVENT I1` DURATION: 24.-HOUR STORM TOTAL STORM PRECIPITATION: 3.40 INCHES PEEP---- -'--- - '---PEEP---i------------ - . BASIN PEAK IT-PEAK I VOL PERVIOUS � IMPERVIOUS � TC � NAME Q HRS I CU-FT i ACRES CN I---PERVIOUS-----PEEP ACRES CN MIN RNTAAI .62 7.63 11690 1.2 68.0 .7 98.0 16.6 ' RNTAA2 1.37 7.83 22817 2.2 68.0 1.4 98.0 10.1 RNTAA3 .85 7.83 21825 2.3 68.0 1.3 98.0 37.5 RNTAA4 3.77 7.83 73632 6.5 68.0 4.7 98.0 20.3 RNTAA5 .66 8.00 18336 1.9 68.0 1.1 98.0 45.4 RNTAA6 2.89 7.83 49797 3.9 68.0 3.3 98.0 13.9 RNTAA7 2.53 7.83 49227 4.5 68.0 3.1 98.0 19.6 RNTAAB .85 7.83 17241 .9 68.0 .8 98.0 3.0 RNTAABA .85 7.63 17241 1.9 68.0 1.0 98.0 20.0 RNTAA9 2.35 7.83 51925 5.4 68.0 3.1 98.0 26.3 RNTABI 4.09 7.83 95305 11.4 68.0 5.3 98.0 27.8 RNTAB2 .58 7.83 15015 2.3 68.0 .7 98.0 29.9 RNTACI 1.92 7.83 31571 .2 68.0 2.7 98.0 17.9 ' RNTAC2 1.46 7.83 29189 4.3 68.0 3.8 98.0 15.4 RNTADI 1.46 7.83 29189 4.3 68.0 1.4 98.0 15.4 RNTAD2 2.29 7.67 29588 1.4 68.0 2.2 98.0 3.2 RNTAD3 1.34 7.83 24839 2.5 68.0 1.5 98.0 15.8 RNTAD4 1.56 7.67 21842 1.5 68.0 1.5 98.0 4.1 RNTAD5 1.59 7.83 32613 2.5 68.0 2.2 98.0 25.2 RNTAD6 2.557.83 59373 6.0 68.0 3.6 98.0 30.5 - --- � -- - PERC FROG FUNCTION i HYDROGRAPH PEAK I T-PK j RUNOFF I T-T j I ROUTE 1 PEAK PEAK VOLUME i NAME Q HRS I VOLUME MIN I i FILE STORAGE ELEV. - i i ------------- - ---------------------------------------------------------------------------- 25790 RT1 INFLOW RNTAA7 2.53 RNTERT 4260 282.01 ' OUTFLW RNTANA4 2.26 8.00 23496 STOP 2,5- YR ADD ADD RNTANA4 2.26 8.00 ,p ADD RNTAA9 2.25 8.00 3.0 ADD RNTAA8 .87 7.67 /�/ J ADD RNTAABA .85 7.83 _0 /v o C N� J ' FILE RNTANA3 5.82 7.83 104688 NEWJOB Q ADD ADD RNTAAI .62 7.83 p �• C' G-f1 ADD RNTAA2 1.37 7.83 . ,0 FILE RNTANAI 1.99 7.63 34512 NEWJOB ADD ADD RNTANA3 5.73 7.83 2.3 ADD RNTAA6 2.80 7.83 2.3 ADD RNTAA4 3.77 7.83 ,p ADD RNTAA5 .66 8.00 ,0 ADD RNTAA3 .85 7.83 ,0 ADD RNTANAI 1.97 7.83 .B FILE RNTANA2 15.77 7.83 302796 NEWJOB ADD ADD RNTACI 4.09 7.83 _p ADD RNTAB2 .58 7.83 .0 FILE RNTANBI 4.67 7.83 110262 f ' NEWJOB i. ADD ADD RNTANBI 4.67 7.83 .0 ADD RNTANA2 15.71 8.00 9.5 FILE NA2 NB1 20.18 8.00 413064 NEWJOB ADD ADD RNTACI 1.92 7.83 .0 ' ADD RNTAC2 2.59 8.00 2.1 FILE RNTANC2 4.44 7.83 97859 NEWJOB ADD ADD RNTAD6 2.48 7.83 1.4 ADD RNTAD5 1.59 7.83 .0 ADD NA2 NB1 19.24 8.17 4.5 FILE RNTAND6 23.04 8.00 505266 NEWJOB ADD ADD RNTAND6 22.78 8.17 .7 ADD RNTAD4 1.56 7.67 .0 FILE RNTAND5 23.51 8.00 527099 NEWJOB ADD ADD RNTAND5 23.41 8.17 3.6 ADD RNTADI 1.46 7.83 .0 FILE RNTAND4 24.42 8.17 556314 NEWJOB ADD ADD RNTAD3 1.34 7.83 .0 ADD RNTAD2 2.29 7.67 .0 FILE RNTAND3 3.43 7.67 54438 NEWJOB ADD ADD RNTAND3 3.28 7.83 1.2 ADD RNTAND4 24.40 8.17 .2 FILE RNTAND2 26.13 8.17 610757 STOP PROJECT/STUDY: RENTON DATE PREPARED: 03-04-1997 TIME PREPARED: 07:25 PREPARED BY: MGISEBURT SBUH/SCS METHOD FOR COMPUTING RUNOFF HYDROGRAPHS SNOMET TYPE-lA RAINFALL DISTRIBUTION DESIGN FREQUENCY: 100-YEAR EVENT STORM DURATION: 24.-HOUR STORM TOTAL STORM PRECIPITATION: 3.85 INCHES ------------------------------------------------------------------------- BASIN 1 PEAK IT-PEAK i VOL { PERVIOUS ( IMPERVIOUS i TC NAME 1 Q IHRS ' CU-FT I ACRES CN 1 ACRES CN j MIN - --- --- RNTAAI .76 7.83 13988 1.2 68.0 .7 98.0 16.6 RNTAA2 1.67 7.83 27229 2.2 68.0 1.4 98.0 10.1 RNTAA3 1.04 7.83 26144 2.3 68.0 1.3 98.0 37.5 RNTAA4 4.56 7.83 87541 6.5 68.0 4.7 98.0 20.3 RNTAA5 .81 8.00 21910 1.9 68.0 1.1 98.0 45.4 RNTAA6 3.47 7.83 58942 3.9 68.0 3.3 98.0 13.9 RNTAA7 3.08 7.83 58609 4.5 68.0 3.1 98.0 19.6 RNTAA8 1.04 7.67 14134 .9 68.0 .8 98.0 3.5 RNTAABA 1.05 7.83 20700 1.9 68.0 1.0 98.0 20.0 RNTAA9 2.88 7.63 62169 5.4 68.0 3.1 98.0 26.3 RNTABI 5.08 7.83 114899 11.4 68.0 5.3 98.0 27.8 RNTAB2 .74 7.83 18372 2.3 68.0 .7 98.0 29.9 RNTACI 2.19 7.83 36152 .2 68.0 2.7 98.0 17.9 RNTAC2 3.25 7.83 79623 7.5 68.0 3.8 98.0 34.4 RNTADI 1.86 7.83 35627 4.3 68.0 1.4 98.0 15.4 ' RNTAD2 2.69 7.67 34532 1.4 68.0 2.2 98.0 3.2 RNTAD3 1.64 7.83 29697 2.5 68.0 1.5 98.0 15.8 RNTAD4 1.87 7.67 25742 1.5 68.0 1.5 98.0 4.1 RNTADS 1.91 7.83 36799 2.5 68.0 2.2 98.0 25.2 RNTAD6 3.11 7.83 70989 6.0 68.0 3.6 98.0 30.5 --------------------------------------------------------------------------------------------------------------- PERC FROG i FUNCTION HYDROGRAPH j PEAK ` T-PK I RUNOFF j I T-T i ROUTE I PEAK PEAK ' VOLUME NAME I Q HRS j VOLUME MIN I J FILE j STORAGE ELEV.i ------------------------------------------------------------------------------------------------------------ RT1 INFLOW RNTAA7 3.08 RNTERT 4260 282.02 26032 ' OUTFLW RNTANA4 3.08 8.00 32532 /] STOP ADD ADD RNTANA4 3.08 8.00 .0 ADD RNTAA9 2.75 8.00 3.0 , I,�� NA 3 ADD RNTAA8 1.04 7.67 .0 IV ADD RNTAA8A 1.05 7.83 .0 FILE RNTANA3 7.24 8.00 129563 C J NEWJOB I ADD ADD RNTAAI .76 7.83 .0 ADD RNTAA2 1.67 7.83 .0 FILE RNTANAI 2.43 7.83 41220 NEWJOB ' ADD ADD RNTANA3 7.13 8.00 2.3 ADD RNTAA6 3.36 7.83 2.3 ADD RNTAA4 4.56 7.83 .0 ADD RNTAAS .81 8.00 .0 ADD RNTAA3 1.04 7.83 .0 ' ADD RNTANAI 2.41 7.83 _g FILE RNTANA2 28.99 7.83 365255 NEWJOB ADD ADD RNTABI 5.08 7.63 .0 ADD RNTAB2 .74 7.83 .0 FILE RNTANBI 5.82 7.83 133254 ' NEWJOB ADD ADD RNTANBI 5.82 7.83 _0 ADD RNTANA2 18.94 8.00 9.S FILE NA2_NB1 24.50 8.00 498516 NEWJOB ADD ADD RNTADI 2.19 7.83 .0 ' ADD RNTAC2 3.19 8.00 2.1 FILE RNTANC2 5.31 7.83 115763 NEWJOB ADD ADD RNTAD6 3.03 7.83 1.4 ADD RNTADS 1.91 7.83 .0 ADD NA2 NB1 23.52 8.17 4.5 FILE RNTAND6 28.25 6.00 608315 NEWJOB ADD ADD RNTAND6 27.94 8.00 .7 ADD RNTAD4 1.87 7.67 .0 FILE RNTANDS 28.85 8.00 634056 NEWJOB ADD ADD RNTANDS 28.61 8.17 3.6 ADD RNTADI 1.86 7.83 .0 FILE RNTAND4 29.88 8.17 669696 NEWJOB ADD ADD RNTAD3 1.64 7.83 .0 ' ADD RNTAD2 2.69 7.67 .0 FILE RNTAND3 4.08 7.67 64224 NEWJOB ADD ADD RNTAND3 3.92 7.83 1.2 ADD RNTAND4 29.86 8.17 .2 FILE RNTAND2 31.92 8.17 733925 ' STOP Ii 1