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Home My WebLink AboutSW 7th Street-Hardie Avenue SW-Lake Avenue S Drainage Investigations(1) SW 7T" STREET/HARDIE AVENUE SW/LAKE AVENUE S DRAINAGE INVESTIGATIONS APPENDICES — VOLUME 1 CITY OF RENTON November 1998 APPENDICES VOLUME 1 A. SOUTH RENTON SUBBASIN - HYDROLOGIC ANALYSIS INFORMATION HSPF SUBBASIN S-16 FREQUENCY ANALYSIS - BACKUP SPREADSHEETS - BASIN MAP (SHOWING PIPE REACHES, MANHOLE NUMBERS, AND SUBBASINS) B. WEST HILL BASIN - HYDROLOGIC ANALYSIS INFORMATION - TIME OF CONCENTRATION DEVELOPMENT FUTURE CONDITION RUNOFF CURVE NUMBER DEVELOPMENT - HYD MODEL SCHEMATIC - HYD MODEL AND RESULTS - BLACK RIVER BOX DIVERSION (LAKE AVENUE S DIVERSION INFORMATION C. HYDRAULIC ANALYSIS INFORMATION - EXISTING MODEL RUN (ON DISK) D. ALTERNATIVE EVALUATION - HYDROLOGIC/HYDRAULIC BACKUP INFORMATION - ALTERNATIVE BACKWATER MODEL RUNS (ON DISK) E. COST ESTIMATES F. CITY OF RENTON ANALYSIS OF HARDIE AVENUE, LAKE AVENUE SOUTH, AND S. TOBIN STREET DRAINAGE SYSTEM TO ACHIEVE 10-, 25-, AND 100-YEAR LEVEL OF PROTECTION G. ANALYSIS OF CURRENT LAND USE CONDITION FLOWS X1159121.734 11/19/98 I FED 24 '95 10:15 NW HYDRPLLIC 350 P01 northwest h ' 'c ' ydrauh consultants inc. 22017 70th Avcnue South - -----____-- _ Kent WasWngmn 98032 206-872-0218 phone * 206-872.0318 fax FAX MESSAGE - pale: Z1 a1- _ From: L& Xorcaov To: M► (a; a b.rt Company: Fax City: Sam l e Pages to Follow: I Original in Mail: LL Plcasc call immediately if you do Jot receive all pages of this transmimiom Mf 1t,41; A ac4,ad +s 4 plod' o� fre juencq retu lf5 and L01 rIRarson- tgpe 14 di5+ri6ution,5 E5GRWP cub•625in `J-t(o. corresponds 46 the d►a�;hrxrc &' poini to ipring6rwC Greek. F1844 4)0( " 'Quanf lie-5 -for rvu4gce runoff (10s5vm+n no 645tem storgge_) 9 ace 46* �nllows ; 2 qt7 10 a r� r 25 n }L+vre 5 22 J cfs The �b�a) ,6QSift II '' �cltvre CondJi6 , fun t•�Q5 �3$ 4ar'e' . QIVBSt IIMaMWNQ/M AUI IC KODE L TSi M/MRAUM ANA(,M AND DMMN/CDASrAL Mianinme f UTD1bOLWY/MWDMMATM ENCECIE MMO/NUMMMAL MODELUgG/AWL=RESLAKE/FORM=Epww F m 1000 Sub-basin S16a Sub-basin S16b r f ._._. Sub—basin S i6c Ln "r __ t(at cisAk ,• ! * _ L 100 _ y. Is a46 cfl v + + m a io .001 .01 .10 .50 .90 .99 .999 Cumulative Probability (P) East Side Green River watershed Project — Hydrologic Analysis Frequency Analysis of Simulated Peak Runoff From SB S16 (no storage) 1000 - sub"basin-.M...with--ill P* NUBI1Ln _. r Ln U w Zttr N ro 3 0-� 1 a2 of5 I24A 14ir-- 154 zo 113 Z�\ C 100 l02 -Nese eue is ace- c t Ieait al�gh�l� afeJh8 64 +ha 7c CopQc *6 eokxrt A CD 'V CL � I (ci .001 .01 . 10 .50 .90 .99 .999 m w Cumulative Probability (P) 70F1914B50 • i i East Side Green River Watershed Project — dr logic Analysis l Frequency Analysis of Simulated Peak Runoff From SO S16 (future) ; 1i City of Renton SW 7th Street, Hardie Avenue, Lake Avenue Drainage Investigation STEP 1 SPREADSHEET Estimation of Peak Total Subbasin Flows (not including Subasin AL) Total Tributary Area to SW 7th Outfall 611 Total Area Based Upon NHC 1995 Hydrologic Analysis 538 Factor That Should Be applied to Flows developed by NHC 1.14 to Account for Additional Area Current cond. 2-yr 10-yr 25-yr 100-yr Jan, 1990 NHC 1995 Flow Results-Future Conditions w/o 113 161 185 221 storage or conveyance limitations NHC 1995 Flow Results-Future Conditions w/ 102 129 141 154 90 (1) storage and conveyance limitations (60") Average Flow 107.5 145 163 187.5 90 SW 7th Design Flows Factored up 122 165 185 213 102 to Account for Additional Area Notes (1)The 1/9/90 flow assumes a capacity restriction created by existing 60" pipe. Peak flow without capacity restriction was 127 cfs, 5F.& '5EG'T10N 3.(. A R:>� DvycOvVIo,u, areas City of Renton SW 7th Street, Hardie Avenue, Lake Avenue Drainage Investigation STEP 2 SPREADSHEET Subbasin Areas Land Use Land Use Notes Area (sf) Area (Acres) Non-Res. Residential A 1845124 42.36 42.36 B 995549 22.85 22.85 C 355343 8.16 8.16 D 1335456 30.66 30.66 E 1269388 29.14 29.14 F 1008128 23.14 23.14 G 838208 19.24 19.24 H 306980 7.05 7.05 1 310162 7.12 7.12 J 616025 14.14 14.14 K 108613 2.49 2.49 L 932203 21.40 21.40 M 206764 4.75 4.75 N 335490 7.70 7.70 O 868324 19.93 19.93 P 198431 4.56 4.56 Q 192990 4.43 4.43 R 156212 3.59 3.59 S 351652 8.07 8.07 T 134886 3.10 3.10 U 597622 13.72 13.72 V 3134779 57.30 57.30 (1) W 200098 4.59 4.59 X 836253 19.20 19.20 Y 311100 7.14 7.14 Z 3253639 74.69 74.69 AA 490786 11.27 11.27 AB 366334 8.41 8.41 AC 207161 4.76 4.76 AD 139250 3.20 3.20 AE 302105 6.94 6.94 AF 368643 8.46 8.46 AG 230598 18.30 18.30 (1) AH 325527 7.47 7.47 Al 672822 15.45 15.45 AJ 717829 16.48 16.48 AK 302702 6.95 6.95 AL 2822585 64.80 64.80 AM 1154497 26.50 26.50 AN 431089 9.90 9.90 AO 288475 6.62 6.62 Totals 29519822.00 676.02 513.68 162.35 Totals(w/o Subbasin AL) 611.23 513.68 97.55 '(Subbasin AL is not tributary to SW 7th System) Notes (1) Subtracted 14.9 acres based upon new finding (12/95)that area around 3rd does not drain to pump station. 13 acres drain to basin AG, 1.9 acres drains out of basin Pagel City of Renton SW 7th Street,Hardie Avenue,Lake Avenue Drainage Investigation STEP 3 SPREADSHEET Development of Area Runoff Factors Runoff Distribution Storm Estimate of Runoff for Land Uses Percent Runoff 2-yr 10-yr 25-yr 100-yr Jan,1990 Land Use Area(ac) Runoff Ratio of Basin Distribution(IN 122(Z) 165 185 213 102 Total Non-Residential 514 3 84.04% 1.1195 115 155 174 200 96 High Density Residential 98 1 15.96% 0.3732 7 10 11 13 6 Total 611 Estimate of Runoff per Acre(Runoff Factors)Land Use // l Total Non-Residential 0.223693 D.30172 0.33918 0.39016 0.18691 High Density Residential 0.07457 0.10058 0.11307 0.13007 0.0623 (f ) Calc�lw FS .�,(lowS = 113x 4 x -� � � Y� _ biz 6 7 x = w i z + " Or/ 40 (l�Dlti ` P �lc�Iw p,54,, L) F o�,� City of Renton SW 7th Street,Hardie Avenue,Lake Avenue Drainage Investigation STEP 4 SPREADSHEET Peak Flow Distribution Spreadsheet Table includes only those manholes at which a major change in flow occurs Street CB/MH Area Reductions for Non-Tributary Areas Total Trib ary Area Runoff Results cfs Fraction of Flow System Reference Subbasin Non-Res. Residential Non-Res Residential January, 2-yr 10-yr 25-yr 100-yr Reduction(for No.(1) No.s Area(Ac) Area(Ac) (Ac) (Ac) 1990 BWPIPE Input) SW 7th/Grady/Main Outlet 514 98 1 A,13 42.36 22.85 471 75 102 122 165 185 213 0.10 15 C,D 38.82 432 75 93 111 150 168 194 0.08 40 E 29.14 403 75 85 102 138 155 178 0.07 F,U,V,W,X,Y,Z,AA ,AB,AC,AD,AE,AF ,AG,AH,AJ,AK,AM 55 ,AN 269.06 74.69 134 0 80 96 129 145 167 2.19 65 G 19.24 115 0 25 30 41 46 52 0.17 80 H 7.05 108 0 22 26 35 39 45 0.07 1101 7.12 101 0 20 24 33 37 42 0.07 115 J 14.14 87 0 19 23 30 34 39 0.16 SH1 K,L 23.89 63 0 16 19 26 29 34 0.38 245 N,M 12.45 50 0 12 14 19 21 25 0.25 235 O,AO 26.55 24 0 9 11 15 17 20 1.11 215 P,Q,R 12.58 11 0 4 5 7 8 9 1.12 190 S 8.07 3 0 2 3 3 4 4 2.51 145 3.1 0 0 1 0.72 0.97 1.09 1.25 Hardie/Park Connection to 55 246 75 59B U,V,AN 80.81 165 75 51 61 82 92 106 0.43 59A W,AM 31.09 134 75 36 43 57 64 74 0.20 60A X 19.2 115 75 30 36 48 54 62 0.14 73A Y 7.14 108 75 26 31 42 47 55 0.05 75A Z,AA,AB 19.68 74.69 88 0 25 30 40 45 52 0.51 80A AC,AD 7.96 80 0 16 20 27 30 34 0.10 95A AE 6.94 73 0 15 18 24 27 31 0.09 110A AF 8.46 65 0 14 16 22 25 29 0.13 115A AG 18.29 46 0 12 14 20 22 25 0.39 135A AH 7.47 39 0 9 10 14 16 18 0.19 140A Al 15.45 24 0 7 9 12 13 15 0.66 150A AJ,AK 23.43 0 0 4 5 7 8 9 Shattuck Connection to SH1 23.89 0 SH15 K 2.49 21 0 4 5 7 8 9 0.12 SH30 L 21.4 0 0 4 5 6 7 8 Rainier City of Renton SW 7th Street, Hardie Avenue, Lake Avenue Drainage Investigation Estimate flows from Rainier Avenue Pump Station for different Events Subbasin V+AN V+AN V+AN V+ AN Area (ac) 67.2 67.2 67.2 67.2 Storm 2-yr 10-yr 25-yr 100-yr Factor 1 0.223692 0.301724 0.339179 0.39016 Peak Flow to Pump Station 15.03 20.28 22.791 26.22 Pump Station Outflow 14.2 14.2 14.21 14.2 Page 1 J, Y to si W m a CL Q � b Z O z LLJ n � � a O N . foe r _ s y _ _ � 3 r 5� d fa� 7I 1 12 xF f 4, (vtSfI � PROJECT/STUDY: RENTON DATE PREPARED: 11-27-1995 TIME PREPARED: 11:59 PREPARED BY: DMATTSON SBUH/SCS METHOD FOR COMPUTING RUNOFF HYDROGRAPHS SNOMET TYPE-1A RAINFALL DISTRIBUTION DESIGN FREQUENCY: 2-YEAR EVENT STORM DURATION: 24.-HOUR STORM TOTAL STORM PRECIPITATION: 2.00 INCHES ------------------------------------------------------------------------- BASIN i PEAK IT-PEAK i VOL i PERVIOUS i IMPERVIOUS i TC NAME i Q i HRS i CU-FT i ACRES CN i ACRES CN ( MIN ------------------------------------------------------------------------- RNTEW1 46.03 8.00 1196930 272.8 85.1 64.2 98.0 41.0 RNTEW2 6.28 7.83 111519 22.6 84.6 7.5 98.0 16.2 RNTEW3 16.73 7.83 332795 73.1 83.6 22.0 98.0 21.1 RNTEW4 14.97 7.83 379510 96.0 84.0 19.0 98.0 35.1 RNTEW5 40.65 7.83 564655 7.9 86.0 83.9 98.0 7.6 RNTEW6 17.58 7.83 301923 35.1 84.2 32.1 98.0 17.5 --------------------------------------------------------------------------------------------------------------- PROD i FUNCTION i i HYDROGRAPH i PEAK i T-PK RUNOFF i i T-T i i ROUTE i PEAK i PEAK i PERC NAME i Q i HRS i VOLUME i i MIN i i FILE i STORAGE ELEV. i VOLUME ------ ------------------------------------------------------------------------------------------------------- ADD ADD RNTEW1 46.03 8.00 .0 ADD RNTEW6 17.58 7.83 .0 FILE RNTEA 63.24 7.83 1498830 NEWJOB ADD ADD RNTEA 62.39 8.00 10.7 ADD RNTEW2 6.28 7.83 .0 FILE RNTEB 67.78 8.00 1610339 NEWJOB ADD ADD RNTEB 67.00 8.33 16.4 ADD RNTEW3 16.73 7.83 .0 ADD RNTEW5 40.65 7.83 .0 FILE RNTEC 92.82 8.33 2507819 NEWJOB ADD ADD RNTEC 92.34 8.67 19.1 ADD RNTEW4 14.97 7.83 .0 FILE RNTED 103.59 8.50 2887347 STOP PROJECT/STUDY: RENTON DATE PREPARED: 11-27-1995 TIME PREPARED: 11:59 PREPARED BY: DMATTSON SBUH/SCS METHOD FOR COMPUTING RUNOFF HYDROGRAPHS SNOMET TYPE-1A RAINFALL DISTRIBUTION DESIGN FREQUENCY: 10-YEAR EVENT STORM DURATION: 24.-HOUR STORM TOTAL STORM PRECIPITATION: 2.90 INCHES ------------------------------------------------------------------------- BASIN i PEAK iT-PEAK i VOL i PERVIOUS IMPERVIOUS i TC NAME Q i HRS i CU-FT i ACRES CN i ACRES CN i MIN ------------------------------------------------------------------------- RNTEWI 87.93 7.83 2100153 272.8 85.1 64.2 98.0 41.0 RNTEW2 11.60 7.83 193267 22.6 84.6 7.5 98.0 16.2 RNTEW3 31.80 7.83 583739 73.1 83.6 22.0 98.0 21.1 RNTEW4 29.86 7.83 679385 96.0 84.0 19.0 98.0 35.1 RNTEW5 61.12 7.83 857875 7.9 86.0 83.9 98.0 7.6 RNTEW6 29.59 7.83 494114 35.1 84.2 32.1 98.0 17.5 --------------------------------------------------------------------------------------------------------------- FROG FUNCTION i HYDROGRAPH PEAK i T-PK i RUNOFF i T-T i i ROUTE i PEAK PEAK i PERC NAME Q i HRS i VOLUME i i MIN i i FILE i STORAGE i ELEV. i VOLUME ------ ------------------------------------------------------------------------------------------------------- ADD ADD RNTEW1 87.93 7.83 .0 ADD RNTEW6 29.59 7.83 .0 FILE RNTEA 117.52 7.83 2594256 NEWJOB ADD ADD RNTEA 116.04 8.00 10.7 ADD RNTEW2 11.60 7.83 .0 FILE RNTEB 125.88 8.00 2787534 NEWJOB ADD ADD RNTEB 124.16 8.33 16.4 ADD RNTEW3 31.80 7.83 .0 ADD RNTEW5 61.12 7.83 .0 FILE RNTEC 166.64 8.33 4229166 NEWJOB ADD ADD RNTEC 165.70 8.67 19.1 ADD RNTEW4 29.86 7.83 .0 FILE RNTED 187.46 8.50 4908571 STOP PROJECT/STUDY: RENTON DATE PREPARED: 11-27-1995 TIME PREPARED: 11:59 PREPARED BY: DMATTSON SBUH/SCS METHOD FOR COMPUTING RUNOFF HYDROGRAPHS SNOMET TYPE-1A RAINFALL DISTRIBUTION DESIGN FREQUENCY: 25-YEAR EVENT STORM DURATION: 24.-HOUR STORM TOTAL STORM PRECIPITATION: 3.40 INCHES ------------------------------------------------------------------------- BASIN PEAK IT-PEAK i VOL i PERVIOUS i IMPERVIOUS i TC NAME i Q i HRS i CU-FT i ACRES CN i ACRES CN MIN ------------------------------------------------------------------------- RNTEW1 113.29 7.83 2633906 272.8 85.1 64.2 98.0 41.0 RNTEW2 14.76 7.83 241319 22.6 84.6 7.5 98.0 16.2 RNTEW3 40.85 7.83 732624 73.1 83.6 22.0 98.0 21.1 RNTEW4 38.89 7.83 857981 96.0 84.0 19.0 98.0 35.1 RNTEW5 72.49 7.83 1021966 7.9 86.0 83.9 98.0 7.6 RNTEW6 36.57 7.83 605189 35.1 84.2 32.1 98.0 17.5 --------------------------------------------------------------------------------------------------------------- PROG i FUNCTION i i HYDROGRAPH PEAK i T-PK i RUNOFF T-T i ROUTE i PEAK PEAK PERC NAME i Q HRS i VOLUME i MIN i i FILE i STORAGE i ELEV. VOLUME ------ ------------------------------------------------------------------------------------------------------- ADD ADD RNTEW1 113.29 7.83 .0 ADD RNTEW6 36.57 7.83 .0 FILE RNTEA 149.86 7.83 3239088 'NEWJOB ADD ADD RNTEA 148.02 8.00 10.7 ADD RNTEW2 14.76 7.83 .0 FILE RNTEB 160.49 8.00 3480402 NEWJOB ADD ADD RNTEB 158.16 8.33 16.4 ADD RNTEW3 40.85 7.83 .0 ADD RNTEW5 72.49 7.83 .0 FILE RNTEC 210.25 8.33 5235067 NEWJOB ADD ADD RNTEC 209.02 8.67 19.1 ADD RNTEW4 38.89 7.83 .0 FILE RNTED 237.15 8.50 6093098 STOP PROJECT/STUDY: RENTON DATE PREPARED: 11-27-1995 TIME PREPARED: 11:59 PREPARED BY: DMATTSON SBUH/SCS METHOD FOR COMPUTING RUNOFF HYDROGRAPHS SNOMET TYPE-1A RAINFALL DISTRIBUTION DESIGN FREQUENCY: 100-YEAR EVENT STORM DURATION: 24.-HOUR STORM TOTAL STORM PRECIPITATION: 3.90 INCHES ------------------------------------------------------------------------- BASIN i PEAK IT-PEAK i VOL i PERVIOUS i IMPERVIOUS i TC NAME i Q i HRS i CU-FT i ACRES CN i ACRES CN i MIN ------------------------------------------------------------------------- RNTEW1 139.47 7.83 3181649 272.8 85.1 64.2 98.0 41.0 RNTEW2 18.00 7.83 290583 22.6 84.6 7.5 98.0 16.2 RNTEW3 50.19 7.83 885752 73.1 83.6 22.0 98.0 21.1 RNTEW4 48.26 7.83 1039805 96.0 84.0 19.0 98.0 35.1 RNTEW5 83.86 7.83 1186570 7.9 86.0 83.9 98.0 7.6 RNTEW6 43.68 7.83 718244 35.1 84.2 32.1 98.0 17.5 --------------------------------------------------------------------------------------------------------------- PROG i FUNCTION i i HYDROGRAPH PEAK i T-PK i RUNOFF i T-T i ROUTE i PEAK PEAK PERC NAME i Q i HRS i VOLUME MIN i FILE STORAGE ELEV. i VOLUME ------ ------------------------------------------------------------------------------------------------------- ADD ADD RNTEWI 139.47 7.83 .0 ADD RNTEW6 43.68 7.83 .0 FILE RNTEA 183.15 7.83 3899868 NEWJOB ADD ADD RNTEA 180.94 8.00 10.7 ADD RNTEW2 18.00 7.83 .0 FILE RNTEB 196.11 8.00 4190455 NEWJOB ADD ADD RNTEB 193.13 8.33 16.4 ADD RNTEW3 50.19 7.83 .0 ADD RNTEW5 83.86 7.83 .0 FILE RNTEC 254.97 8.33 6262721 NEWJOB ADD ADD RNTEC 253.44 8.67 19.1 ADD RNTEW4 48.26 7.83 .0 FILE RNTED 288.21 8.50 7302547 STOP F u.1/0 �Ito�J PROJECT/STUDY: RENTON DATE PREPARED: 02-01-1996 TIME PREPARED: 09:52 PREPARED BY: DMATTSON SBUH/SCS METHOD FOR COMPUTING RUNOFF HYDROGRAPHS SNOMET TYPE-1A RAINFALL DISTRIBUTION DESIGN FREQUENCY: 2-YEAR EVENT STORM DURATION: 24.-HOUR STORM TOTAL STORM PRECIPITATION: 2.00 INCHES ------------------------------------------------------------------------- BASIN i PEAK IT-PEAK i VOL i PERVIOUS i IMPERVIOUS i TC NAME i Q i HRS i CU-FT i ACRES CN ACRES CN i MIN ------------------------------------------------------------------------- RNTFWI 50.80 8.00 1282010 261.9 86.0 75.2 98.0 41.0 RNTFW2 7.07 7.83 121355 21.3 86.0 8.7 98.0 16.2 RNTFW3 19.57 7.83 370403 69.5 85.5 25.6 98.0 21.1 RNTFW4 18.93 7.83 442974 86.9 85.8 28.2 98.0 35.1 RNTFW5 40.65 7.83 564655 7.9 86.0 83.9 98.0 7.6 RNTFW6 18.94 7.83 319380 33.5 86.0 33.7 98.0 17.5 --------------------------------------------------------------------------------------------------------------- PROG i FUNCTION i HYDROGRAPH i PEAK T-PK i RUNOFF 'i i T-T i ROUTE i PEAK PEAK PERC NAME i Q HRS VOLUME i i MIN i i FILE i STORAGE i ELEV. VOLUME --------------------------------------------------------------------------------------------------------------- ADD ADD RNTFWI 50.80 8.00 .0 ADD RNTFW6 18.94 7.83 .0 FILE RNTFA 69.58 7.83 1601394 NEWJOB ADD ADD RNTFA 68.67 8.00 10.7 ADD RNTFW2 7.07 7.83 .0 FILE RNTFB 74.69 8.00 1722749 NEWJOB ADD ADD RNTFB 73.74 8.33 16.4 ADD RNTFW3 19.57 7.83 .0 ADD RNTFW5 40.65 7.83 .0 FILE RNTFC 101.20 8.33 2657813 NEWJOB ADD ADD RNTFC 100.65 8.67 19.1 ADD RNTFW4 18.93 7.83 .0 FILE RNTFD 114.66 8.50 3100809 STOP PROJECT/STUDY: RENTON DATE PREPARED: 02-01-1996 TIME PREPARED: 09:52 PREPARED BY: DMATTSON SBUH/SCS METHOD FOR COMPUTING RUNOFF HYDROGRAPHS SNOMET TYPE-1A RAINFALL DISTRIBUTION DESIGN FREQUENCY: 10-YEAR EVENT STORM DURATION: 24.-HOUR STORM TOTAL STORM PRECIPITATION: 2.90 INCHES ------------------------------------------------------------------------- BASIN i PEAK IT-PEAK 1 VOL PERVIOUS i IMPERVIOUS i TC NAME Q i HRS i CU-FT i ACRES CN i ACRES CN i MIN ------------------------------------------------------------------------- RNTFWI 94.22 7.83 2208663 261.9 86.0 75.2 98.0 41.0 RNTFW2 12.57 7.83 205713 21.3 86.0 8.7 98.0 16.2 RNTFW3 35.47 7.83 633826 69.5 85.5 25.6 98.0 21.1 RNTFW4 34.84 7.83 761294 86.9 85.8 28.2 98.0 35.1 RNTFW5 61.12 7.83 857875 7.9 86.0 83.9 98.0 7.6 RNTFW6 31.34 7.83 516842 33.5 86.0 33.7 98.0 17.5 --------------------------------------------------------------------------------------------------------------- PROG i FUNCTION i HYDROGRAPH PEAK i T-PK i RUNOFF i T-T ROUTE i PEAK PEAK i PERC NAME i Q i HRS i VOLUME i i MIN FILE i STORAGE i ELEV. i VOLUME ------ ------------------------------------------------------------------------------------------------------- ADD ADD RNTFWI 94.22 7.83 .0 ADD RNTFW6 31.34 7.83 .0 FILE RNTFA 125.56 7.83 2725482 NEWJOB ADD ADD RNTFA 124.02 8.00 10.7 ADD RNTFW2 12.57 7.83 .0 FILE RNTFB 134.64 8.00 2931192 NEWJOB ADD ADD RNTFB 132.66 8.33 16.4 ADD RNTFW3 35.47 7.83 .0 ADD RNTFW5 61.12 7.83 .0 FILE RNTFC 177.21 8.33 4422887 NEWJOB ADD ADD RNTFC 176.17 8.67 19.1 ADD RNTFW4 34.84 7.83 .0 FILE RNTFD 201.40 8.50 5184217 STOP PROJECT/STUDY: RENTON DATE PREPARED: 02-01-1996 TIME PREPARED: 09:52 PREPARED BY: DMATTSON SBUH/SCS METHOD FOR COMPUTING RUNOFF HYDROGRAPHS SNOMET TYPE-1A RAINFALL DISTRIBUTION DESIGN FREQUENCY: 25-YEAR EVENT STORM DURATION: 24.-HOUR STORM TOTAL STORM PRECIPITATION: 3.40 INCHES ------------------------------------------------------------------------- BASIN PEAK IT-PEAK i VOL i PERVIOUS i IMPERVIOUS TC NAME i Q i HRS i CU-FT i ACRES CN i ACRES CN i MIN ------------------------------------------------------------------------- RNTFW1 120.09 7.83 2752299 261.9 86.0 75.2 98.0 41.0 RNTFW2 15.79 7.83 254816 21.3 86.0 8.7 98.0 16.2 RNTFW3 44.84 7.83 787760 69.5 85.5 25.6 98.0 21.1 RNTFW4 44.26 7.83 945481 86.9 85.8 28.2 98.0 35.1 RNTFW5 72.49 7.83 1021966 7.9 86.0 83.9 98.0 7.6 RNTFW6 38.46 7.83 630151 33.5 86.0 33.7 98.0 17.5 --------------------------------------------------------------------------------------------------------------- PROG i FUNCTION i i HYDROGRAPH i PEAK i T-PK RUNOFF i T-T i i ROUTE i PEAK i PEAK i PERC NAME Q i HRS i VOLUME MIN FILE STORAGE ELEV. i VOLUME ------ ------------------------------------------------------------------------------------------------------- ADD ADD RNTFWI 120.09 7.83 .0 ADD RNTFW6 38.46 7.83 .0 FILE RNTFA 158.55 7.83 3382470 NEWJOB ADD ADD RNTFA 156.64 8.00 10.7 ADD RNTFW2 15.79 7.83 .0 FILE RNTFS 169.93 8.00 3637295 NEWJOB ADD ADD RNTFB 167.31 8.33 16.4 ADD RNTFW3 44.84 7.83 .0 ADD RNTFW5 72.49 7.83 .0 FILE RNTFC 221.62 8.33 5447027 NEWJOB ADD ADD RNTFC 220.28 8.67 19.1 ADD RNTFW4 44.26 7.83 .0 FILE RNTFD 252.16 8.50 6392498 STOP PROJECT/STUDY: RENTON DATE PREPARED: 02-01-1996 TIME PREPARED: 09:52 PREPARED BY: DMATTSON SBUH/SCS METHOD FOR COMPUTING RUNOFF HYDROGRAPHS SNOMET TYPE-1A RAINFALL DISTRIBUTION DESIGN FREQUENCY: 100-YEAR EVENT STORM DURATION: 24.-HOUR STORM TOTAL STORM PRECIPITATION: 3.90 INCHES ------------------------------------------------------------------------- BASIN PEAK IT-PEAK i VOL i PERVIOUS i IMPERVIOUS i TC NAME i Q i HRS i CU-FT i ACRES CN ACRES CN i MIN ------------------------------------------------------------------------- RNTFWI 146.64 7.83 3308333 261.9 86.0 75.2 98.0 41.0 RNTFW2 19.08 7.83 304930 21.3 86.0 8.7 98.0 16.2 RNTFW3 54.44 7.83 945147 69.5 85.5 25.6 98.0 21.1 RNTFW4 53.92 7.83 1135443 86.9 85.8 28.2 98.0 35.1 RNTFW5 83.86 7.83 1186570 7.9 86.0 83.9 98.0 7.6 RNTFW6 45.68 7.83 745086 33.5 86.0 33.7 98.0 17.5 --------------------------------------------------------------------------------------------------------------- PROG FUNCTION i HYDROGRAPH PEAK i T-PK { RUNOFF i T-T ROUTE i PEAK i PEAK i PERC NAME Q i HRS VOLUME i MIN i FILE i STORAGE ELEV. VOLUME ------ ------------------------------------------------------------------------------------------------------- ADD ADD RNTFWI 146.64 7.83 .0 ADD RNTFW6 45.68 7.83 .0 FILE RNTFA 192.32 7.83 4053426 NEWJOB ADD ADD RNTFA 190.05 8.00 10.7 ADD RNTFW2 19.08 7.83 .0 FILE RNTFB 206.07 8.00 4358327 NEWJOB ADD ADD RNTFB 202.77 8.33 16.4 ADD RNTFW3 54.44 7.83 •0 ADD RNTFW5 83.86 7.83 .0 FILE RNTFC 266.94 8.33 6490044 NEWJOB ADD ADD RNTFC 265.29 8.67 19.1 ADD RNTFW4 53.92 7.83 .0 FILE RNTFD 304.02 8.50 7625438 STOP PROJECT/STUDY: RENTON DATE PREPARED: 11-27-1995 TIME PREPARED: 11:59 PREPARED BY: DMATTSON SBUH/SCS METHOD FOR COMPUTING RUNOFF HYDROGRAPHS SNOMET TYPE-1A RAINFALL DISTRIBUTION DESIGN FREQUENCY: 2-YEAR EVENT STORM DURATION: 24.-HOUR STORM TOTAL STORM PRECIPITATION: 2.00 INCHES ------------------------------------------------------------------------- BASIN i PEAK :T-PEAK i VOL i PERVIOUS IMPERVIOUS i TC NAME Q i HRS CU-FT i ACRES CN ACRES CN i MIN ------------------------------------------------------------------------- RNTFW1 50.80 8.00 1282010 261.9 86.0 75.2 98.0 41.0 RNTFW2 7.07 7.83 121355 21.3 86.0 8.7 98.0 16.2 RNTFW3 19.57 7.83 370403 69.5 85.5 25.6 98.0 21.1 RNTFW4 18.93 7.83 442974 86.9 85.8 28.2 98.0 35.1 RNTFW5 40.65 7.83 564655 7.9 86.0 83.9 98.0 7.6 RNTFW6 18.94 7.83 319380 33.5 86.0 33.7 98.0 17.5 RNTFAJ 3.40 8.00 91567 5.0 86.0 12.0 98.0 63.9 RNTFAK 2.35 7.83 40682 .3 86.0 6.2 98.0 23.0 --------------------------------------------------------------------------------------------------------------- FROG i FUNCTION i HYDROGRAPH i PEAK T-PK RUNOFF i i T-T i ROUTE i PEAK PEAK i PERC NAME i Q i HRS i VOLUME i i MIN i i FILE STORAGE ELEV. i VOLUME ------ ------------------------------------------------------------------------------------------------------- ADD ADD RNTFW1 50.80 8.00 .0 ADD RNTFW6 18.94 7.83 .0 FILE RNTFA 69.58 7.83 1601394 NEWJOB ADD ADD RNTFA 69.23 8.00 8.6 ADD RNTFAJ 3.40 8.00 .0 ADD RNTFAK 2.30 8.17 18.1 FILE RNTFAA 74.69 8.00 1733663 NEWJOB ADD ADD RNTFAA 72.38 8.17 2.1 ADD RNTFW2 7.07 7.83 .0 FILE RNTFB 78.31 8.00 1854978 NEWJOB ADD ADD RNTFB 77.91 8.33 16.4 ADD RNTFW3 19.57 7.83 .0 ADD RNTFW5 40.65 7.83 .0 FILE RNTFC 105.37 8.33 2790077 NEWJOB ADD ADD RNTFC 104.91 8.67 19.1 ADD RNTFW4 18.93 7.83 .0 FILE RNTFD 118.48 8.50 3233116 STOP PROJECT/STUDY: RENTON DATE PREPARED: 11-27-1995 TIME PREPARED: 11:59 PREPARED BY: DMATTSON SBUH/SCS METHOD FOR COMPUTING RUNOFF HYDROGRAPHS SNOMET TYPE-1A RAINFALL DISTRIBUTION DESIGN FREQUENCY: 10-YEAR EVENT STORM DURATION: 24.-HOUR STORM TOTAL STORM PRECIPITATION: 2.90 INCHES ------------------------------------------------------------------------- BASIN i PEAK IT-PEAK i VOL i PERVIOUS i IMPERVIOUS i TC NAME i Q i HRS i CU-FT i ACRES CN i ACRES CN i MIN ------------------------------------------------------------------------- RNTFW1 94.22 7.83 2208663 261.9 86.0 75.2 98.0 41.0 RNTFW2 12.57 7.83 205713 21.3 86.0 8.7 98.0 16.2 RNTFW3 35.47 7.83 633826 69.5 85.5 25.6 98.0 21.1 RNTFW4 34.84 7.83 761294 86.9 85.8 28.2 98.0 35.1 RNTFW5 61.12 7.83 857875 7.9 86.0 83.9 98.0 7.6 RNTFW6 31.34 7.83 516842 33.5 86.0 33.7 98.0 17.5 RNTFAJ 5.37 8.00 143175 5.0 86.0 12.0 98.0 63.9 RNTFAK 3.52 7.83 61522 .3 86.0 6.2 98.0 23.0 --------------------------------------------------------------------------------------------------------------- PROG i FUNCTION i HYDROGRAPH i PEAK i T-PK i RUNOFF i i T-T i ROUTE PEAK PEAK PERC NAME i Q i HRS i VOLUME i MIN i i FILE i STORAGE i ELEV. i VOLUME ------ ------------------------------------------------------------------------------------------------------- ADD ADD RNTFW1 94.22 7.83 .0 ADD RNTFW6 31.34 7.83 .0 FILE RNTFA 125.56 7.83 2725482 NEWJOB ADD ADD RNTFA 124.83 8.00 8.6 ADD RNTFAJ 5.37 8.00 .0 ADD RNTFAK 3.45 8.17 18.1 FILE RNTFAA 133.30 8.00 2930094 NEWJOB ADD ADD RNTFAA 129.27 8.00 2.1 ADD RNTFW2 12.57 7.83 .0 FILE RNTFB 139.89 8.00 3135778 NEWJOB ADD ADD RNTFB 138.86 8.33 16.4 ADD RNTFW3 35.47 7.83 .0 ADD RNTFW5 61.12 7.83 .0 FILE RNTFC 183.41 8.33 4627536 NEWJOB ADD ADD RNTFC 182.53 8.67 19.1 ADD RNTFW4 34.84 7.83 .0 FILE RNTFD 207.09 8.50 5388861 STOP PROJECT/STUDY: RENTON DATE PREPARED: 11-27-1995 TIME PREPARED: 11:59 PREPARED BY: DMATTSON SBUH/SCS METHOD FOR COMPUTING RUNOFF HYDROGRAPHS SNOMET TYPE-1A RAINFALL DISTRIBUTION DESIGN FREQUENCY: 25-YEAR EVENT STORM DURATION: 24.-HOUR STORM TOTAL STORM PRECIPITATION: 3.40 INCHES ------------------------------------------------------------------------- BASIN i PEAK IT-PEAK i VOL i PERVIOUS IMPERVIOUS i TC NAME i Q i HRS i CU-FT i ACRES CN i ACRES CN i MIN ------------------------------------------------------------------------- RNTFW1 120.09 7.83 2752299 261.9 86.0 75.2 98.0 41.0 RNTFW2 15.79 7.83 254816 21.3 86.0 8.7 98.0 16.2 RNTFW3 44.84 7.83 787760 69.5 85.5 25.6 98.0 21.1 RNTFW4 44.26 7.83 945481 86.9 85.8 28.2 98.0 35.1 RNTFW5 72.49 7.83 1021966 7.9 86.0 83.9 98.0 7.6 RNTFW6 38.46 7.83 630151 33.5 86.0 33.7 98.0 17.5 RNTFAJ 6.48 8.00 172416 5.0 86.0 12.0 98.0 63.9 RNTFAK 4.16 7.83 73158 .3 86.0 6.2 98.0 23.0 --------------------------------------------------------------------------------------------------------------- PROG FUNCTION i HYDROGRAPH i PEAK T-PK i RUNOFF i T-T i ROUTE PEAK i PEAK PERC NAME i Q i HRS VOLUME i i MIN i i FILE i STORAGE i ELEV. i VOLUME ------ ------------------------------------------------------------------------------------------------------- ADD ADD RNTFW1 120.09 7.83 .0 ADD RNTFW6 38.46 7.83 .0 FILE RNTFA 158.55 7.83 3382470 NEWJOB ADD ADD RNTFA 157.58 8.00 8.6 ADD RNTFAJ 6.48 8.00 .0 ADD RNTFAK 4.08 8.17 18.1 FILE RNTFAA 167.74 8.00 3628045 NEWJOB ADD ADD RNTFAA 162.78 8.00 2.1 ADD RNTFW2 15.79 7.83 .0 FILE RNTFB 176.07 8.00 3882844 NEWJOB ADD ADD RNTFB 174.64 8.33 16.4 ADD RNTFW3 44.84 7.83 .0 ADD RNTFW5 72.49 7.83 .0 FILE RNTFC 228.95 8.33 5692637 NEWJOB ADD ADD RNTFC 227.81 8.67 19.1 ADD RNTFW4 44.26 7.83 .0 FILE RNTFD 258.90 8.50 6638113 STOP PROJECT/STUDY: RENTON DATE PREPARED: 11-27-1995 TIME PREPARED: 11:59 PREPARED BY: DMATTSON SBUH/SCS METHOD FOR COMPUTING RUNOFF HYDROGRAPHS SNOMET TYPE-1A RAINFALL DISTRIBUTION DESIGN FREQUENCY: 100-YEAR EVENT STORM DURATION: 24.-HOUR STORM TOTAL STORM PRECIPITATION: 3.90 INCHES ------------------------------------------------------------------------- BASIN PEAK IT-PEAK I VOL i PERVIOUS i IMPERVIOUS i TC NAME i Q i HRS i CU-FT i ACRES CN i ACRES CN i MIN ------------------------------------------------------------------------- RNTFWI 146.64 7.83 3308333 261.9 86.0 75.2 98.0 41.0 RNTFW2 19.08 7.83 304930 21.3 86.0 8.7 98.0 16.2 RNTFW3 54.44 7.83 945147 69.5 85.5 25.6 98.0 21.1 RNTFW4 53.92 7.83 1135443 86.9 85.8 28.2 98.0 35.1 RNTFW5 83.86 7.83 1186570 7.9 86.0 83.9 98.0 7.6 RNTFW6 45.68 7.83 745086 33.5 86.0 33.7 98.0 17.5 RNTFAJ 7.61 8.00 201912 5.0 86.0 12.0 98.0 63.9 RNTFAK 4.81 7.83 84819 .3 86.0 6.2 98.0 23.0 --------------------------------------------------------------------------------------------------------------- PROG FUNCTION i i HYDROGRAPH i PEAK i T-PK i RUNOFF T-T i i ROUTE PEAK i PEAK i PERC NAME i 0 i HRS i VOLUME i i MIN i i FILE STORAGE i ELEV. i VOLUME ------ ------------------------------------------------------------------------------------------------------- ADD ADD RNTFW1 146.64 7.83 .0 ADD RNTFW6 45.68 7.83 .0 FILE RNTFA 192.32 7.83 4053426 NEWJOB ADD ADD RNTFA 191.10 8.00 8.6 ADD RNTFAJ 7.61 8.00 .0 ADD RNTFAK 4.71 8.17 18.1 FILE RNTFAA 202.97 8.00 4340184 NEWJOB ADD ADD RNTFAA 197.08 8.00 2.1 ADD RNTFW2 19.08 7.83 •0 FILE RNTFB 213.10 8.00 4645061 NEWJOB ADD ADD RNTFB 211.22 8.33 16.4 ADD RNTFW3 54.44 7.83 .0 ADD RNTFW5 83.86 7.83 .0 FILE RNTFC 275.39 8.33 6776789 NEWJOB ADD ADD RNTFC 273.99 8.67 19.1 ADD RNTFW4 53.92 7.83 .0 FILE RNTFD 311.78 8.50 7912230 STOP AIRPORT WA Y BOX CUL VERT BW ANAL YSIS FOR AL TERNA TIVE OF DIVERTING FLOW FROM LAKE AVE (SUBBA SINS AJ & AK) SO INCLUDES NEW 24" PIPE ENTER [d:] [path]filename[.ext] OF PIPE-DATA FILE C:\renton\sw7th\ex\boxpipnw.dat ------------------------------------------------------------------------------- OUTFLOW CONDITIONS PIPE NO. 1 - TAILWATER DATA: 1) SPECIFY TYPE OF TAILWATER DATA INPUT: S - SINGLE TW-ELEV. F - TW/HW DATA FILE S 2) ENTER: TW-ELEV 16.78 ------------------------------------------------------------------------------- INFLOW CONDITIONS PIPE NO. 9 - OVERFLOW DATA AND UPSTREAM VELOCITY DATA: 1) ENTER: OVERFLOW-ELEV, OVERFLOW-TYPE (NONE=O, BROAD-WEIR=1, SHARP-WEIR=2) 27.90 0 2) SPECIFY TYPE OF VELOCITY DATA INPUT: S - SINGLE VELOCITY UPSTREAM V - VARY VELOCITY ACCORDING TO V=Q/A V 3) SPECIFY AN UPSTREAM CHANNEL WIDTH(ft) FOR COMPUTING A=HW*WIDTH 4.00 ------------------------------------------------------------------------------- ENTER: QMIN, QMAX, QINCRE, PRINT-OPTION (STANDARD=1, CONDENSED=2, EXPANDED=3) 100.00 330.00 10.00 1 PIPE NO. 1: 694 LF - 8211CP a .09% OUTLET: 14.08 INLET: 14.72 INTYP: 6 JUNC NO. 1: OVERFLOW-EL: 21.78 BEND: 30 DEG DIA/WIDTH:10.0 Q-RATIO: .00 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 100.00 3.89 18.61 * .012 2.59 3.44 2.70 2.70 3.44 3.89 3.50 110.00 4.10 18.82 * .012 2.72 3.64 2.70 2.72 3.64 4.10 3.69 120.00 4.30 19.02 * .012 2.84 3.84 2.70 2.84 3.84 4.30 3.86 130.00 4.50 19.22 * .012 2.97 4.04 2.70 2.97 4.04 4.50 4.03 140.00 4.70 19.42 * .012 3.08 4.24 2.70 3.08 4.24 4.70 4.19 150.00 4.89 19.61 * .012 3.20 4.44 2.70 3.20 4.44 4.89 4.34 160.00 5.08 19.80 * .012 3.31 4.65 2.70 3.31 4.63 5.08 4.50 170.00 5.24 19.96 * .012 3.41 4.87 2.70 3.41 4.79 5.24 4.64 180.00 5.39 20.11 * .012 3.52 5.10 2.70 3.52 4.93 5.39 4.79 190.00 5.54 20.26 * .012 3.62 5.35 2.70 3.62 5.08 5.54 4.93 200.00 5.69 20.41 * .012 3.71 5.63 2.70 3.71 5.24 5.69 5.07 210.00 5.83 20.55 * .012 3.81 6.00 2.70 3.81 5.38 5.83 5.20 220.00 5.98 20.70 * .012 3.90 6.88 2.70 3.90 5.53 5.98 5.33 230.00 6.12 20.84 * .012 4.00 6.88 2.70 4.00 5.67 6.12 5.46 240.00 6.26 20.98 * .012 4.09 6.88 2.70 4.09 5.81 6.26 5.59 250.00 6.41 21.13 * .012 4.17 6.88 2.70 4.17 5.97 6.41 5.71 260.00 6.55 21.27 * .012 4.26 6.88 2.70 4.26 6.11 6.55 5.84 270.00 6.69 21.41 * .012 4.34 6.88 2.70 4.34 6.26 6.69 5.96 280.00 6.84 21.56 * .012 4.43 6.88 2.70 4.43 6.41 6.84 6.08 290.00 7.00 21.72 * .012 4.51 6.88 2.70 4.51 6.57 7.00 6.20 300.00 7.06 21.89 * .012 4.59 6.88 2.70 4.59 6.74 7.17 6.31 **************** OVERFLOW ENCOUNTERED AT 300.00 CFS DISCHARGE ***************** PIPE NO. 2: 350 LF - 8211CP a .24% OUTLET: 14.72 INLET: 15.57 INTYP: 6 JUNC NO. 2: OVERFLOW-EL: 23.58 BEND: 0 DEG DIA/WIDTH:10.0 Q-RATIO: .00 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI 100.00 3.71 19.28 * .012 2.59 2.62 3.89 3.89 3.13 3.71 3.48 110.00 3.91 19.48 * .012 2.72 2.76 4.10 4.10 3.34 3.91 3.65 120.00 4.11 19.68 * .012 2.84 2.90 4.30 4.30 3.55 4.11 3.82 130.00 4.30 19.87 * .012 2.97 3.03 4.50 4.50 3.76 4.30 3.98 140.00 4.49 20.06 * .012 3.08 3.16 4.70 4.70 3.97 4.49 4.14 150.00 4.68 20.25 * .012 3.20 3.29 4.89 4.89 4.17 4.68 4.29 160.00 4.86 20.43 * .012 3.31 3.41 5.08 5.08 4.37 4.86 4.44 170.00 5.02 20.59 * .012 3.41 3.54 5.24 5.24 4.55 5.02 4.58 180.00 5.17 20.74 * .012 3.52 3.66 5.39 5.39 4.71 5.17 4.71 190.00 5.33 20.90 * .012 3.62 3.78 5.54 5.54 4.88 5.33 4.85 200.00 5.49 21.06 * .012 3.71 3.90 5.69 5.69 5.06 5.49 4.98 210.00 5.63 21.20 * .012 3.81 4.03 5.83 5.83 5.22 5.63 5.10 220.00 5.79 21.36 * .012 3.90 4.15 5.98 5.98 5.40 5.79 5.22 230.00 5.93 21.50 * .012 4.00 4.27 6.12 6.12 5.56 5.93 5.34 240.00 6.08 21.65 * .012 4.09 4.40 6.26 6.26 5.73 6.08 5.46 250.00 6.24 21.81 * .012 4.17 4.53 6.41 6.41 5.92 6.24 5.58 260.00 6.40 21.97 * .012 4.26 4.66 6.55 6.55 6.11 6.40 5.69 270.00 6.57 22.14 * .012 4.34 4.79 6.69 6.69 6.31 6.57 5.80 280.00 6.77 22.34 * .012 4.43 4.93 6.84 6.84 6.53 6.77 5.90 290.00 7.01 22.58 * .012 4.51 5.07 7.00 7.00 6.80 7.01 6.01 300.00 7.16 22.73 * .012 4.59 5.22 7.06 7.06 6.94 7.16 6.11 310.00 7.88 23.45 * .012 4.66 5.37 7.71 7.71 7.64 7.88 6.22 320.00 8.01 23.90 * .012 4.74 5.55 8.10 8.10 8.07 8.33 6.32 **************** OVERFLOW ENCOUNTERED AT 320.00 CFS DISCHARGE ***************** PIPE NO. 3: 137 LF - 82"CP a .00% OUTLET: 15.57 INLET: 15.57 INTYP: 6 JUNC NO. 3: OVERFLOW-EL: 32.08 BEND: 0 DEG DIA/WIDTH:10.0 Q-RATIO: .00 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 100.00 4.14 19.71 * .012 2.59 .00 3.71 3.71 3.84 4.14 3.49 110.00 4.35 19.92 * .012 2.72 .00 3.91 3.91 4.04 4.35 3.66 120.00 4.55 20.12 * .012 2.84 .00 4.11 4.11 4.24 4.55 3.83 130.00 4.74 20.31 * .012 2.97 .00 4.30 4.30 4.43 4.74 3.99 140.00 4.93 20.50 * .012 3.08 .00 4.49 4.49 4.63 4.93 4.15 150.00 5.11 20.68 * .012 3.20 .00 4.68 4.68 4.82 5.11 4.30 160.00 5.29 20.86 * .012 3.31 .00 4.86 4.86 5.00 5.29 4.44 170.00 5.45 21.02 * .012 3.41 .00 5.02 5.02 5.17 5.45 4.59 180.00 5.60 21.17 * .012 3.52 .00 5.17 5.17 5.32 5.60 4.72 190.00 5.76 21.33 * .012 3.62 .00 5.33 5.33 5.49 5.76 4.85 200.00 5.91 21.48 * .012 3.71 .00 5.49 5.49 5.66 5.91 4.98 210.00 6.05 21.62 * .012 3.81 .00 5.63 5.63 5.80 6.05 5.11 220.00 6.20 21.77 * .012 3.90 .00 5.79 5.79 5.97 6.20 5.23 230.00 6.34 21.91 * .012 4.00 .00 5.93 5.93 6.12 6.34 5.35 240.00 6.49 22.06 * .012 4.09 .00 6.08 6.08 6.28 6.49 5.47 250.00 6.65 22.22 * .012 4.17 .00 6.24 6.24 6.45 6.65 5.58 260.00 6.81 22.38 * .012 4.26 .00 6.40 6.40 6.62 6.81 5.70 270.00 6.99 22.56 * .012 4.34 .00 6.57 6.57 6.80 6.99 5.81 280.00 7.21 22.78 * .012 4.43 .00 6.77 6.77 7.02 7.21 5.91 290.00 7.49 23.06 * .012 4.51 .00 7.01 7.01 7.28 7.49 6.02 300.00 7.67 23.24 * .012 4.59 .00 7.16 7.16 7.45 7.67 6.12 310.00 8.42 23.99 * .012 4.66 .00 7.88 7.88 8.18 8.42 6.22 320.00 8.59 24.16 * .012 4.74 .00 8.01 8.01 8.33 8.59 6.32 330.00 9.28 24.85 * .012 4.81 .00 8.66 8.66 9.01 9.28 6.42 PIPE NO. 4: 319 LF - 8211CP a .00% OUTLET: 15.57 INLET: 15.57 INTYP: 6 JUNC NO. 4: OVERFLOW-EL: 23.08 BEND: 0 DEG DIA/WIDTH:10.0 Q-RATIO: .13 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 100.00 4.53 20.10 * .012 2.59 .00 4.14 4.14 4.32 4.53 3.50 110.00 4.75 20.32 * .012 2.72 .00 4.35 4.35 4.54 4.75 3.67 120.00 4.96 20.53 * .012 2.84 .00 4.55 4.55 4.75 4.96 3.85 130.00 5.17 20.74 * .012 2.97 .00 4.74 4.74 4.95 5.17 4.01 140.00 5.37 20.94 * .012 3.08 .00 4.93 4.93 5.15 5.37 4.17 150.00 5.56 21.13 * .012 3.20 .00 5.11 5.11 5.34 5.56 4.32 160.00 5.74 21.31 * .012 3.31 .00 5.29 5.29 5.53 5.74 4.47 170.00 5.92 21.49 * .012 3.41 .00 5.45 5.45 5.71 5.92 4.62 180.00 6.08 21.65 * .012 3.52 .00 5.60 5.60 5.87 6.08 4.76 190.00 6.25 21.82 * .012 3.62 .00 5.76 5.76 6.05 6.25 4.89 200.00 6.42 21.99 * .012 3.71 .00 5.91 5.91 6.22 6.42 5.03 210.00 6.58 22.15 * .012 3.81 .00 6.05 6.05 6.38 6.58 5.16 220.00 6.76 22.33 * .012 3.90 .00 6.20 6.20 6.56 6.76 5.28 230.00 6.92 22.49 * .012 4.00 .00 6.34 6.34 6.72 6.92 5.41 240.00 7.12 22.69 * .012 4.09 .00 6.49 6.49 6.92 7.12 5.53 250.00 7.32 22.89 * .012 4.17 .00 6.65 6.65 7.10 7.32 5.65 260.00 7.51 23.10 * .012 4.26 .00 6.81 6.81 7.29 7.53 5.77 **************** OVERFLOW ENCOUNTERED AT 260.00 CFS DISCHARGE ***************** PIPE NO. 5: 2183 LF - 7711CP a .10% OUTLET: 15.57 INLET: 17.75 INTYP: 6 JUNC NO. 5: OVERFLOW-EL: 26.18 BEND: 30 DEG DIA/WIDTH:10.0 Q-RATIO: .30 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 88.50 3.81 21.56 * .012 2.48 3.24 4.53 4.53 3.45 3.81 3.34 97.35 4.03 21.78 * .012 2.60 3.43 4.75 4.75 3.68 4.03 3.51 106.19 4.25 22.00 * .012 2.72 3.62 4.96 4.96 3.92 4.25 3.67 115.04 4.48 22.23 * .012 2.84 3.81 5.17 5.17 4.16 4.48 3.82 123.89 4.71 22.46 * .012 2.95 4.00 5.37 5.37 4.41 4.71 3.97 132.74 4.93 22.68 * .012 3.06 4.19 5.56 5.56 4.65 4.93 4.12 141.59 5.16 22.91 * .012 3.16 4.39 5.74 5.74 4.91 5.16 4.26 150.44 5.41 23.16 * .012 3.26 4.60 5.92 5.92 5.18 5.41 4.40 159.29 5.66 23.41 * .012 3.36 4.82 6.08 6.08 5.46 5.66 4.53 168.14 5.96 23.71 * .012 3.46 5.05 6.25 6.25 5.79 5.96 4.66 176.99 6.38 24.13 * .012 3.55 5.33 6.42 6.42 6.25 6.38 4.78 185.84 6.97 24.72 * .012 3.65 5.71 6.58 6.58 6.83 6.97 4.91 194.69 7.40 25.15 * .012 3.74 6.45 6.76 6.76 7.25 7.40 5.02 203.54 7.82 25.57 * .012 3.82 6.45 6.92 6.92 7.66 7.82 5.14 212.39 8.30 26.05 * .012 3.91 6.45 7.12 7.12 8.13 8.30 5.26 221.24 8.43 26.53 * .012 3.99 6.45 7.32 7.32 8.59 8.78 5.37 **************** OVERFLOW ENCOUNTERED AT 221.24 CFS DISCHARGE ***************** PIPE NO. 6: 1638 LF - 6011CP a .23% OUTLET: 17.75 INLET: 21.52 INTYP: 6 JUNC NO. 6: OVERFLOW-EL: 29.48 BEND: 30 DEG DIA/WIDTH:10.0 Q-RATIO: .07 Q(CFS) HW(FT) HW ELEV. * N-FAC DC ON TW DO DE HWO HWI 68.07 3.28 24.80 * .012 2.33 2.51 3.81 3.81 2.51 3.28 3.19 74.88 3.44 24.96 * .012 2.45 2.66 4.03 4.03 2.66 3.44 3.37 81.69 3.60 25.12 * .012 2.57 2.81 4.25 4.25 2.81 3.60 3.53 88.50 3.75 25.27 * .012 2.68 2.95 4.48 4.48 2.95 3.75 3.69 95.30 3.91 25.43 * .012 2.78 3.10 4.71 4.71 3.12 3.91 3.85 102.11 4.10 25.62 * .012 2.88 3.25 4.93 4.93 3.41 4.10 4.00 108.92 4.36 25.88 * .012 2.98 3.40 5.16 5.16 3.80 4.36 4.15 115.72 4.67 26.19 * .012 3.08 3.56 5.41 5.41 4.21 4.67 4.29 122.53 5.12 26.64 * .012 3.17 3.73 5.66 5.66 4.75 5.12 4.44 129.34 6.01 27.53 * .012 3.26 3.92 5.96 5.96 5.63 6.01 4.58 136.15 6.84 28.36 * .012 3.35 4.13 6.38 6.38 6.43 6.84 4.71 142.95 7.86 29.38 * .012 3.43 4.42 6.97 6.97 7.40 7.86 4.85 149.76 7.96 30.27 * .012 3.51 5.00 7.40 7.40 8.24 8.75 4.99 **************** OVERFLOW ENCOUNTERED AT 149.76 CFS DISCHARGE ***************** PIPE NO. 7: 234 LF - 6011CP is .23% OUTLET: 21.52 INLET: 22.06 INTYP: 6 JUNC N0. 7: OVERFLOW-EL: 32.08 BEND: 90 DEG DIA/WIDTH:10.0 Q-RATIO:15.10 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI 63.62 3.47 25.53 * .012 2.25 2.41 3.28 3.28 2.87 3.47 3.23 69.98 3.68 25.74 * .012 2.37 2.55 3.44 3.44 3.05 3.68 3.42 76.34 3.89 25.95 * .012 2.48 2.69 3.60 3.60 3.22 3.89 3.61 82.71 4.10 26.16 * .012 2.58 2.83 3.75 3.75 3.39 4.10 3.80 89.07 4.31 26.37 * .012 2.68 2.96 3.91 3.91 3.56 4.31 3.99 95.43 4.54 26.60 * .012 2.78 3.10 4.10 4.10 3.77 4.54 4.18 101.79 4.83 26.89 * .012 2.88 3.24 4.36 4.36 4.05 4.83 4.37 108.15 5.17 27.23 * .012 2.97 3.38 4.67 4.67 4.39 5.17 4.56 114.52 5.72 27.78 * .012 3.06 3.53 5.12 5.12 4.95 5.72 4.74 120.88 6.76 28.82 * .012 3.15 3.69 6.01 6.01 5.90 6.76 4.93 127.24 7.73 29.79 * .012 3.23 3.85 6.84 6.84 6.78 7.73 5.12 133.60 8.90 30.96 * .012 3.31 4.04 7.86 7.86 7.85 8.90 5.31 139.96 9.15 31.21 * .012 3.40 4.27 7.96 7.96 8.00 9.15 5.50 146.33 9.82 31.88 * .012 3.47 5.00 8.47 8.47 8.56 9.82 5.70 152.69 10.02 32.34 * .012 3.55 5.00 8.76 8.76 8.91 10.28 5.89 **************** OVERFLOW ENCOUNTERED AT 152.69 CFS DISCHARGE ***************** PIPE NO. 8: 400 LF - 2411CP a .16% OUTLET: 22.06 INLET: 22.70 INTYP: 5 JUNC NO. 8: OVERFLOW-EL: 30.40 BEND: 90 DEG DIA/WIDTH: 4.0 Q-RATIO: .00 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 3.95 2.98 25.68 * .012 .70 .89 3.47 3.47 2.94 2.98 .97 4.35 3.22 25.92 * .012 .74 .94 3.68 3.68 3.17 3.22 1.03 4.74 3.46 26.16 * .012 .77 .99 3.89 3.89 3.40 3.46 1.08 5.14 3.71 26.41 * .012 .80 1.03 4.10 4.10 3.63 3.71 1.14 5.53 3.96 26.66 * .012 .84 1.08 4.31 4.31 3.87 3.96 1.19 5.93 4.23 26.93 * .012 .87 1.13 4.54 4.54 4.13 4.23 1.24 6.32 4.57 27.27 * .012 .90 1.17 4.83 4.83 4.45 4.57 1.29 6.72 4.96 27.66 * .012 .92 1.22 5.17 5.17 4.83 4.96 1.34 7.11 5.57 28.27 * .012 .95 1.27 5.72 5.72 5.42 5.57 1.39 7.51 6.66 29.36 * .012 .98 1.32 6.76 6.76 6.50 6.66 1.44 7.90 7.69 30.39 * .012 1.01 1.37 7.73 7.73 7.51 7.69 1.49 8.30 7.70 31.61 * .012 1.03 1.42 8.90 8.90 8.72 8.91 1.53 **************** OVERFLOW ENCOUNTERED AT 8.30 CFS DISCHARGE ***************** PIPE NO. 9: 450 LF - 2411CP a .16% OUTLET: 22.70 INLET: 23.40 INTYP: 5 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI 3.95 2.44 25.84 * .012 .70 .90 2.98 2.98 2.41 2.44 .96 4.35 2.71 26.11 * .012 .74 .95 3.22 3.22 2.66 2.71 1.02 4.74 2.98 26.38 * .012 .77 .99 3.46 3.46 2.93 2.98 1.07 5.14 3.27 26.67 * .012 .80 1.04 3.71 3.71 3.21 3.27 1.12 5.53 3.56 26.96 * .012 .84 1.09 3.96 3.96 3.49 3.56 1.17 5.93 3.88 27.28 * .012 .87 1.14 4.23 4.23 3.80 3.88 1.22 6.32 4.26 27.66 * .012 .90 1.18 4.57 4.57 4.17 4.26 1.27 6.72 4.70 28.10 * .012 .92 1.23 4.96 4.96 4.60 4.70 1.31 **************** OVERFLOW ENCOUNTERED AT 6.72 CFS DISCHARGE ***************** SPECIFY: R - REVISE, N - NEWJOB, F - FILE, S - STOP S 7 Stop - Program terminated. RW6 SD 31 � ?—�.1 emu! '� TM GtJ6S► ifi�✓ PROJECT ® FILE NO. COMP. CHK. REV. PAGE OF PAGES DATE DATE DATE lI 2 i o 3Q 9 260o cr a 399 i o 2�3 vi 2 (iWT Ci An1NEl. F�i,o� 7 /goOGT --'� 17� TE S i /� SIB E 1 �i,v� —► 2 0 GT. --� 3 f o ' TD =v.vr �/J j4 z r ��ti'r� �Fra�J N<L �i�a11 •rr $00 Fr �S6 To if/0 i Par) Pk� y , T) e(4ww^ F-w -i+ lK(ify( awe SD 31 PROJECT ® FILE N0. COMP. CHK. REV. PAGE OF PAGES DATE DATE DATE ( 0-0 13(o T-v 3g �ia WS 6� S-µjW_t' a 3(vo �T-o 31/7 0. �� S�t*c+.�.,,� C �►tc1��ra�t ems''! 8�oi'--'! 3Y7 LTG �s = Z-T �2;,�►�k3 (t,sr� c�N� �� (�eo��-� 2sy 'To z�{� ' f° AA --a 2, 9ov Fr z�3 ,-Q �(o r .j r) U ,.�,a _ ,�--�! 2/ao FT •�► 3/ To 27 / RW6 SD 31 PROJECT ® FILE N0. COMP. CHK. REV. PAGE-OF-PAGES DATE DATE DATE (tA.-r, C Y*%w4, FL g-'j µ SA�Gj f= -7 fee ter' Z .,✓f __ —� sae-ok� 30 '—'► Z�.S'' ' -rg fT l >� C f1Rr1N E �t,e•.c1 �►► /00 �r - GPo.S' Z$ ,Le = Z TIME OF CONCENTRATION (Tc) COMPUTATION ROUTINE Version 4 .20 BASIN NAME OR NUMBER: Wl 'MBER OF REACHES = 3 YR - 24 HR RAINFALL = 2 . 00 INCHES UPPER LOWER FLOW ELEV ELEV LENGTH SLOPE VELOCITY TIME REACH TYPE n/k (FT) (FT) (FT) (FT/FT) (FT/S) (MIN) 1 SF . 150 442 . 00 438 . 00 240 . 00 . 0167 26 . 9 2 CI 17 . 0 438 . 00 399 . 00 1100 . 00 . 0355 3 . 20 5 . 7 3 CI 21 . 0 399 . 00 243 . 00 2600 . 00 . 0600 5 . 14 8 .4 Time of Concentration = 41. 0 BASIN NAME OR NUMBER: W2 NUMBER OF REACHES = 2 2 YR - 24 HR RAINFALL = 2 . 00 INCHES UPPER LOWER FLOW ELEV ELEV LENGTH SLOPE VELOCITY TIME REACH TYPE n/k (FT) (FT) (FT) (FT/FT) (FT/S) (MIN) 1 SF . 150 200 . 00 179 . 00 200 . 00 . 1050 11 . 1 2 CI 21 . 0 179 . 00 35 . 00 1800 . 00 . 0800 5 . 94 5 . 1 Time of Concentration = 16 . 2 BASIN NAME OR NUMBER: W3 NUMBER OF REACHES = 4 2 YR - 24 HR RAINFALL = 2 . 00 INCHES UPPER LOWER FLOW ELEV ELEV LENGTH SLOPE VELOCITY TIME REACH TYPE n/k (FT) (FT) (FT) (FT/FT) (FT/S) (MIN) 1 SF . 150 310 . 00 250 . 00 240 . 00 .2500 9 . 1 2 CI 21 . 0 250 . 00 156 . 00 800 . 00 . 1175 7 .20 1 . 9 3 CI 17 . 0 156 . 00 146 . 00 480 . 00 . 0208 2 .45 3 . 3 4 CI 10 . 0 146 . 00 45 . 00 1200 . 00 . 0842 2 . 90 6 . 9 Time of Concentration = 21 . 1 BASIN NAME OR NUMBER: W4 NUMBER OF REACHES = 7 2 YR - 24 HR RAINFALL = 2 . 00 INCHES UPPER LOWER FLOW ELEV ELEV LENGTH SLOPE VELOCITY TIME .EACH TYPE n/k (FT) (FT) (FT) (FT/FT) (FT/S) (MIN) 1 SF . 130 430 . 00 420 . 00 240 . 00 . 0417 16 . 6 2 CI 17. 0 420 . 00 410 . 00 320 . 00 . 0313 3 . 01 1. 8 3 CI 21. 0 410 . 00 403 . 00 600 . 00 . 0117 2 .27 4 .4 4 CI 21 . 0 403 . 00 313 . 00 560 . 00 . 1607 8 .42 1 . 1 5 CI 21. 0 313 . 00 159 . 00 1440 . 00 . 1069 6 . 87 3 . 5 6 CI 21. 0 159 . 00 136 . 00 620 . 00 . 0371 4 . 04 2 . 6 7 CI 21. 0 136 . 00 39 . 00 1600 . 00 . 0606 5 . 17 5 .2 Time of Concentration = 35 . 1 BASIN NAME OR NUMBER: W5 NUMBER OF REACHES = 1 2 YR - 24 HR RAINFALL = 2 . 00 INCHES UPPER LOWER FLOW ELEV ELEV LENGTH SLOPE VELOCITY TIME REACH TYPE n/k (FT) (FT) (FT) (FT/FT) (FT/S) (MIN) 1 SF . 011 46 . 00 45 . 00 300 . 00 . 0033 7 . 6 Time of Concentration = 7 . 6 BASIN NAME OR NUMBER: W6 NUMBER OF REACHES = 3 2 YR - 24 HR RAINFALL = 2 . 00 INCHES UPPER LOWER FLOW ELEV ELEV LENGTH SLOPE VELOCITY TIME REACH TYPE n/k (FT) (FT) (FT) (FT/FT) (FT/S) (MIN) 1 SF . 150 360 . 00 347 . 00 200 . 00 . 0650 13 . 5 2 SC 27. 0 347 . 00 284 . 00 820 . 00 . 0768 7 .48 1 . 8 3 CI 17 . 0 284 . 00 243 . 00 600 . 00 . 0683 4 .44 2 . 3 Time of Concentration = 17 . 5 BASIN NAME OR NUMBER: AJ NUMBER OF REACHES = 3 2 YR - 24 HR RAINFALL = 2 . 00 INCHES UPPER LOWER FLOW ELEV ELEV LENGTH SLOPE VELOCITY TIME .,.EACH TYPE n/k (FT) (FT) (FT) (FT/FT) (FT/S) (MIN) 1 SF . 150 32 . 50 32 . 00 100 . 00 . 0050 21 . 6 2 CI 17 . 0 32 . 00 26 . 50 1500 . 00 . 0037 1 . 03 24 . 3 3 CI 24 . 0 26 .50 25 . 00 1005 . 00 . 0015 . 93 18 . 1 Time of Concentration = 63 . 9 BASIN NAME OR NUMBER: AK NUMBER OF REACHES = 2 2 YR - 24 HR RAINFALL = 2 . 00 INCHES UPPER LOWER FLOW ELEV ELEV LENGTH SLOPE VELOCITY TIME REACH TYPE n/k (FT) (FT) (FT) (FT/FT) (FT/S) (MIN) 1 SF . 011 31 . 50 30 . 00 300 . 00 . 0050 6 .4 2 CI 17 . 0 30 . 00 26 . 50 1000 . 00 . 0035 1 . 01 16 . 6 Time of Concentration = 23 . 0 BASIN NAME OR NUMBER: A-AA NUMBER OF REACHES = 1 2 YR - 24 HR RAINFALL = 2 . 00 INCHES UPPER LOWER FLOW ELEV ELEV LENGTH SLOPE VELOCITY TIME REACH TYPE n/k (FT) (FT) (FT) (FT/FT) (FT/S) (MIN) 1 CI 21 . 0 243 . 00 36 . 00 2900 . 00 . 0714 5 . 61 8 . 6 Time of Concentration = 8 . 6 BASIN NAME OR NUMBER: AA-B NUMBER OF REACHES = 1 2 YR - 24 HR RAINFALL = 2 . 00 INCHES UPPER LOWER FLOW ELEV ELEV LENGTH SLOPE VELOCITY TIME REACH TYPE n/k (FT) (FT) (FT) (FT/FT) (FT/S) (MIN) 1 CI 42 . 0 36 . 00 35 . 00 300 . 00 . 0033 2 .42 2 . 1 Time of Concentration = 2 . 1 BASIN NAME OR NUMBER: B-C NUMBER OF REACHES = 1 2 YR - 24 HR RAINFALL = 2 . 00 INCHES UPPER LOWER FLOW ELEV ELEV LENGTH SLOPE VELOCITY TIME .EACH TYPE n/k (FT) (FT) (FT) (FT/FT) (FT/S) (MIN) 1 CI 42 . 0 35 . 00 31 . 00 1900 . 00 . 0021 1 . 93 16 .4 Time of Concentration = 16 .4 BASIN NAME OR NUMBER: C-D NUMBER OF REACHES = 1 2 YR - 24 HR RAINFALL = 2 . 00 INCHES UPPER LOWER FLOW ELEV ELEV LENGTH SLOPE VELOCITY TIME REACH TYPE n/k (FT) (FT) (FT) (FT/FT) (FT/S) (MIN) 1 CI 42 . 0 31 . 00 27 . 00 2100 . 00 . 0019 1 . 83 19 . 1 Time of Concentration = 19 . 1 BASIN NAME OR NUMBER: D-E -73MBER OF REACHES = 1 YR - 24 HR RAINFALL = 2 . 00 INCHES UPPER LOWER FLOW ELEV ELEV LENGTH SLOPE VELOCITY TIME REACH TYPE n/k (FT) (FT) (FT) (FT/FT) (FT/S) (MIN) 1 CI 42 . 0 27 . 00 24 . 00 1600 . 00 . 0019 1 . 82 14 . 7 Time of Concentration = 14 . 7 BASIN NAME OR NUMBER: AK-AA NUMBER OF REACHES = 1 2 YR - 24 HR RAINFALL = 2 . 00 INCHES UPPER LOWER FLOW ELEV ELEV LENGTH SLOPE VELOCITY TIME REACH TYPE n/k (FT) (FT) (FT) (FT/FT) (FT/S) (MIN) 1 CI 24 . 0 26 . 50 25 . 00 1005 . 00 . 0015 . 93 18 . 1 Time of Concentration = 18 . 1 Cit nton SW 7th-West Basins to Box Culverts Subject: Subbasin Areas and Runoff Curve Numbers Non-effective runoff reduction factor Sub- Existing Future basin Area Area(Acres) Land Use/Cover Description Soil % imp. Pery Imp. Perv. Area x weighted Imp. Perv. Area x weighted No. (acre) Existing Future Type CN Area Area CN Pery CN Area Area CN Pery CN (1) W 1 337.0 12.0 17. Commercial C 95% 86 11.4 0.6 51.6 16.2 0.85 73.1 337.0 31.0 25. Open Space(lawns,parks,etc.) C 0% 86 0.0 31 2666.0 0.0 25 2150.0 337.0 0.0 0.0 Multifamily Residential C 65% 86 0.0 0 0.0 0.0 0 0.0 337.0 264.0 295.0 Single-family Residential C 20% 86 52.8 211.2 18163.2 59.0 236 20296.0 337.0 0.0 0.0 Industrial C 95% 86 0.0 0 0.0 0.0 0 0.0 337.0 30.0 0.0 Woods or Forest C 0% 78 0.0 30 2340.0 0.0 0 0.0 337.0 0.0 0.0 Freeway C 100% 98 0.0 0 0.0 0.0 0 0.0 337.0 606.0 6 7 272.8 23220.8 U 1 M2 261.9 22519.1 $(�Q W2 30.0 0.0 0.0 Commercial C 95% 86 0.0 0 0.0 0.0 0 0.0 30.0 0.0 0.0 Open Space(lawns,parks,etc.) C 0% 86 0.0 0 0.0 0.0 0 0.0 30.0 5.0 6.0 Multifamily Residential C 65% 86 3.3 1.75 150.5 3.9 2.1 180.6 30.0 21.0 24. Single-family Residential C 20% 86 4.2 16.8 1444.8 4.8 19.2 1651.2 30.0 0.0 0.0 Industrial C 95% 86 0.0 0 0.0 0.0 0 0.0 30.0 4.0 0. Woods or Forest C 0% 78 0.0 4 312.0 0.0 0 0.0 30.0 0.0 0.0 Freeway C 100% 98 0.0 0 0.0 0.0 0 0.0 30.0 606.0 7,5 22.6 1907.3 $4.S &1 21.3 1831.8 $¢,Q W3 95.0 8.0 8.0Commercial C 95% 86 7.6 0.4 34.4 776 0.4 34.4 95.0 0.0 0.0 Open Space(lawns,parks,etc.) C 0% 86 0.0 0 0.0 0.0 0 0.0 95.0 3.0 3.0 Multifamily Residential C 65% 86 2.0 1.05 90.3 2.0 1.05 90.3 95.0 62.0 80.0 Single-family Residential C 20% 86 12.4 49.6 4265.6 16.0 64 5504.0 95.0 0.0 0.0 Industrial C 95% 86 0.0 0 0.0 0.0 0 0.0 95.0 22.0 4.0 Woods or Forest C 0% 78 0.0 22 1716.0 0.0 4 312.0 95.0 0.0 0.0 Freeway C 100% 98 0.0 0 0.0 0.0 0 0.0 95.0 606.0 = 73.1 6106.3 UA 25A 69.5 5940.7 W4 115.0 4.0 9. Commercial C 95% 86 3.8 0.2 17.2 8.6 0.45 38.7 115.0 11.0 6.0 Open Space(lawns,parks,etc.) C 0% 86 0.0 11 946.0 0.0 6 516.0 115.0 0.0 0.0 Multifamily Residential C 65% 86 0.0 0 0.0 0.0 0 0.0 115.0 76.0 98. Single-family Residential C 20% 86 15.2 60.8 5228.8 19.6 78.4 6742.4 115.0 0.0 0.0 Industrial C 95% 86 0.0 0 0.0 0.0 0 0.0 115.0 24.0 2.0 Woods or Forest C 0% 78 0.0 24 1872.0 0.0 2 156.0 115.0 0.0 0.0 Freeway C 100% 98 0.0 0 0.0 0.0 0 0.0 115.0 606.0 JM 96.0 8064.0 86.9 7453.1 $�$ W5 91.8 0.0 0.0 Commercial C 95% 86 0.0 0 0.0 0.0 0 0.0 91.8 0.0 0.0 Open Space(lawns,parks,etc.) C 0% 86 0.0 0 0.0 0.0 0 0.0 91.8 11.0 11. Multifamily Residential C 65% 86 7.2 3.85 331.1 7.2 3.85 331.1 SW7THBAS.XLW 11/27/95 Page 1 of 2 C, _nton SW 7th-West Basins to Box Culverts Subject: Subbasin Areas and Runoff Curve Numbers Non-effective runoff reduction factor Sub- Existing Future basin Area Area(Acres) Land Use/Cover Description Soil % imp. Pery Imp. Perv. Area x weighted Imp. Perv. Area x weighted No. (acre) Existing Future Type CN Area Area CN Pery CN Area Area CN Pery CN (1) 91.8 0.0 0.0 Single-family Residential C 20% 86 0.0 0 0.0 0.0 0 0.0 91.8 80.8 80.8Industrial C 95% 86 76.8 4.04 347.4 76.8 4.04 347.4 91.8 0.0 0.0 Woods or Forest C 0% 78 0.0 0 0.0 0.0 0 0.0 91.8 0.0 0.0 Freeway C 100% 98 0.0 0 0.0 0.0 0 0.0 91.8 606.0 UA 7.9 678.5 U Q U-2 7.9 678.5 UA W6 67.2 20.6 20.6 Commercial C 95% 86 19.6 1.03 88.6 19.6 1.03 88.6 67.2 0.0 0.0 Open Space(lawns,parks,etc.) C 0% 86 0.0 0 0.0 0.0 0 0.0 67.2 10.6 10.6 Multifamily Residential C 65% 86 6.9 3.71 319.1 6.9 3.71 319.1 67.2 28.3 36.0 Single-family Residential C 20% 86 5.7 22.64 1947.0 7.2 28.8 2476.8 67.2 0.0 0.0 Industrial C 95% 86 0.0 0 0.0 0.0 0 0.0 67.2 7.7 0.0 Woods or Forest C 0% 78 0.0 7.7 600.6 0.0 0 0.0 67.2 0.0 0.0 Freeway C 100% 98 0.0 0 0.0 0.0 0 0.0 67.2 606.0 32.1 35.1 2955.3 $4 2 111 33.5 2884.4 $6-Q AJ 17.0 11.5 11.5 Commercial C 95% 86 10.9 0.575 49.5 10.9 0.575 49.5 17.0 0.0 0.0 Open Space(lawns,parks,etc.) C 0% 86 0.0 0 0.0 0.0 0 0.0 17.0 0.0 0.0 Multifamily Residential C 65% 86 0.0 0 0.0 0.0 0 0.0 17.0 5.5 5.5 Single-family Residential C 20% 86 1.1 4.4 378.4 1.1 4.4 378.4 17.0 0.0 0.0 Industrial C 95% 86 0.0 0 0.0 0.0 0 0.0 17.0 0.0 0.0 Woods or Forest C 0% 78 0.0 0 0.0 0.0 0 0.0 17.0 0.0 0.0 Freeway C 100% 98 0.0 0 0.0 0.0 0 0.0 17.0 606.0 ]2,Q 5.0 427.9 U Q 12,0 5.0 427.9 U Q AK 6.5 6.5 6.5 Commercial C 95% 86 6.2 0.325 28.0 6.2 0.325 28.0 6.5 0.0 0.0 Open Space(lawns,parks,etc.) C 0% 86 0.0 0 0.0 0.0 0 0.0 6.5 0.0 0.0 Multifamily Residential C 65% 86 0.0 0 0.0 0.0 0 0.0 6.5 0.0 0.0 Single-family Residential C 20% 86 0.0 0 0.0 0.0 0 0.0 6.5 0.0 0.0 Industrial C 95% 86 0.0 0 0.0 0.0 0 0.0 6.5 0.0 0.0 Woods or Forest C 0% 78 0.0 0 0.0 0.0 0 0.0 6.5 0.0 0.0 Freeway C 100% 98 0.0 0 0.0 0.0 0 0.0 6.5 606.0 U 0.3 28.0 86.0 6.2 0.3 28.0 U Q Total 759.5 246.8 512.7 84.9 273.3 486.2 85.9 Notes (1) Curve numbers from Table 3.5.213 of KCSWDM SW7THBAS.XLW 11/27/95 Page 2 of 2 RWD SD 37 PROJECT ® FILE N0. COMP. CHK. REV. PAGE OF PAGES DATE DATE DATE 124,41,c.1 P ►b-0 c F-X v y� z•0 _ coo yrz, 3•`I w 4 . �3 W3 J �_► D,pm !'1 i=193lel f— WI ,- Wia = � . A � �J A 4 t WZ = �►�eT� i-o., Ems. TRa�� ., �- B = A iAA+A,4jro&� Tat Was ups = �- �� WTI = D ,�: V Z � � �° n"'.. Q '' � � ; � O �� E z �, s,. J Q '.� e. Z t ;. Q � V_ J � � �. t � � i � � a' X �. e 4 4: �.4 J 3 S f. a < i ? ;� SW 7th Street, Hardie Avenue, Lake Avenue Drainage Investigation Hydraulic Analysis Information Existing Model Run Data Files on Included Disk Filename Extension Description B WHARD DAT Initial backwater data for the existing system on Hardie and Lake Avenues Initial backwater data for the existing system on Hardie and Lake Avenues with MH BWHRD_5 DAT rims decreased by 0.5 Initial backwater data for the existing system on Hardie and Lake Avenues with MH BWHRD_4 DAT rims increased by 0.4 BWSHAT DAT Initial backwater data for the existing system on Shattuck Avenue Initial backwater data for the existing system on Shattuck Avenue with MH rims BWSHT_5 DAT decreased by 0.5 Initial backwater data for the existing system on Shattuck Avenue with MH rims BWSHT_4 DAT increased by 0.4 BWSW7TH DAT Initial backwater data for the existing system on SW 7th Street Initial backwater data for the existing system on SW 7th Street with MH rims BWSW7_5 DAT decreased by 0.5 Initial backwater data for the existing system on SW 7th Street with MH rims BWSW7_4 DAT increased by 0.4 HARDPIP DAT Pipe data for the existing system on Hardie and Lake Avenues Pipe data for the existing system on Hardie and Lake Avenues with MH rims HRDPIP_5 DAT decreased by 0.5 Pipe data for the existing system on Hardie and Lake Avenues with MH rims HRDPIP_4 DAT increased by 0.4 SHATPIP DAT Pipe data for the existing system on Shattuck Avenue SHTPIP_5 DAT 0.5 SHTPIP_4 DAT Pipe data for the existing system on Shattuck Avenue with MH rims increased by 0.4 SW7THPIP DAT Pipe data for the existing system on SW 7th Street SW7PIP_5 DAT Pipe data for the existing system on SW 7th Street with MH rims decreased by 0.5 SW7PIP 4 DAT Pipe data for the existing system on SW 7th Street with MH rims increased by 0.4 APPENDIX D ALTERNATIVE EVALUATION , ------------ 77, City of Renton SW 7th Street,Hardie Avenue,Lake Avenue Drainage Investigation Peak Flow Distribution Spreadsheet Table includes only those manholes at which a major change in flow occurs With Diversion of Basins AJ and AK to Black River Box Culvert Street CB/MH Area Reductions for Non-Tributary Areas Total Tributary Area Runoff Results cfs Fraction of Flow System Reference Subbasin Non-Res. Residential Non-Res Residential January, 2-yr 10-yr 25-yr 100-yr Reduction(for No.(1) No.s Area(Ac) Area(Ac) (Ac) (Ac) 1990 BWPIPE Input) SW 7th/Grady/Main Outlet 490 98 1 A,B 42.36 22.85 448 75 98 117 158 177 204 0.11 15 C,D 38.82 409 75 88 1106 143 160 184 0.09 40 E 29.14 380 75 81 97 131 147 169 0.07 F,U,V,W,X,Y,Z,AA, AB,AC,AD,AE,AF, 55 AG,AH,AM,AN 245.61 74.69 134 0 76 91 122 137 158 2.01 65 G 19.24 115 0 25 30 41 46 52 0.17 80 H 7.05 108 0 22 26 35 39 45 0.07 1101 7.12 101 0 20 24 33 37 42 0.07 115 J 14.14 87 0 19 23 30 34 39 0.16 SH1 K,L 23.89 63 0 16 19 26 29 34 0.38 245 N,M 12.45 50 0 12 14 19 21 25 0.25 235 O,AO 26.55 24 0 9 11 15 17 20 1.11 215 P,O,R 12.58 11 0 4 5 7 8 9 1.12 190 S 8.07 3 0 2 3 3 4 4 2.51 145 3.1 0 0 1 0.72 0.97 1.09 1.25 Hardie/Park Connection to 55 223 75 59B U,V,AN 80.81 142 75 46 55 75 84 97 0.48 59A W,AM 31.09 111 75 31 37 50 57 65 0.23 60A X 19.2 91 75 25 30 41 46 53 0.16 - 73A Y 7.14 84 75 22 26 35- 39 45 - 0.07 75A Z,AA,AB 19.68 74.69 65 0 20 24 33 37 43 0.69 BOA AC,AD 7.96 57 0 12 14 20 22 25 0.14 95A AE 6.94 50 0 11 13 17 19 22 0.14 110A AF 8.46 41 0 9 11 15 17 19 0.20 115A AG 18.29 23 0 8 9 12 14 16 0.79 135A AH 7,47 16 0 4 5 7 8 9 0.48 140A AI 15.45 0 0 3 3 5 5 6 150A AJ,AK 0 0 0 0 0 0 0 0 Shattuck Connection to SH1 23.89 0 SH15 K 2.49 21 0 4 5 7 8 9 0.12 SH30 L 21.4 0 0 4 5 6 7 8 Notes (1) Subbasins AJ and AK are removed from contributing to MH 150 A to reflect diversion to Black River Box(23.34 acres) Runoff Factors(cfs/acre) 2-yr 10-yr 25-yr 100-yr Jan,19W 0.223691914 0.301723978 0.339179368 0.39016 0.1869089 0.074570632 0.100583643 0.113069888 0.130065 0.0622974 ALTERNATIVE PROPOSAL OF SW7TH EXTENSION PIPE FOR SPLITTING FLOW TO SPRINGBROOK CREEK BACKWATER ANALYSIS ENTER [d:] [path]fi[ename[.ext] OF PIPE-DATA FILE C:\RENTON\SW7TH\SW7EXTPP.DAT ------------------------------------------------------------------------------- OUTFLOW CONDITIONS PIPE NO. 1 - TAILWATER DATA: 1) SPECIFY TYPE OF TAILWATER DATA INPUT: S SINGLE TW-ELEV. F TW/HW DATA FILE S 2) ENTER: TW-ELEV 8.50 ------------------------------------------------------------------------------- INFLOW CONDITIONS PIPE NO. 1 - OVERFLOW DATA AND UPSTREAM VELOCITY DATA: 1) ENTER: OVERFLOW-ELEV, OVERFLOW-TYPE (NONE=O, BROAD-WEIR=1, SHARP-WEIR=2) 20.70 0 2) SPECIFY TYPE OF VELOCITY DATA INPUT: S - SINGLE VELOCITY UPSTREAM V - VARY VELOCITY ACCORDING TO V=0/A V 3) SPECIFY AN UPSTREAM CHANNEL WIDTH(ft) FOR COMPUTING A=HW*WIDTH 4.00 ------------------------------------------------------------------------------- ENTER: OMIN, QMAX, OINCRE, PRINT-OPTION (STANDARD=1, CONDENSED=2, EXPANDED=3) 10.00 220.00 10.00 1 PIPE NO. 1: 700 LF - 6011CP a .51% OUTLET: 8.50 INLET: 12.08 INTYP: 5 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI 10.00 1.09 13.17 * .012 .87 .76 .00 .76 .87 ***** 1.09 20.00 1.53 13.61 * .012 1.24 1.07 .00 1.07 1.24 ***** 1.53 30.00 1.88 13.96 * .012 1.53 1.31 .00 1.31 1.53 ***** 1.88 40.00 2.17 14.25 * .012 1.77 1.51 .00 1.51 1.77 ***** 2.17 50.00 2.45 14.53 * .012 1.99 1.70 .00 1.70 1.99 ***** 2.45 60.00 2.70 14.78 * .012 2.18 1.87 .00 1.87 2.18 ***** 2.70 70.00 2.94 15.02 * .012 2.37 2.04 .00 2.04 2.37 ***** 2.94 80.00 3.18 15.26 * .012 2.54 2.19 .00 2.19 2.54 ***** 3.18 90.00 3.42 15.50 * .012 2.70 2.34 .00 2.34 2.70 ***** 3.42 100.00 3.65 15.73 * .012 2.85 2.49 .00 2.49 2.85 ***** 3.65 110.00 3.89 15.97 * .012 3.00 2.64 .00 2.64 3.00 ***** 3.89 120.00 4.12 16.20 * .012 3.14 2.78 .00 2.78 3.14 ***** 4.12 130.00 4.36 16.44 * .012 3.27 2.92 .00 2.92 3.27 ***** 4.36 140.00 4.60 16.68 * .012 3.40 3.07 .00 3.07 3.40 ***** 4.60 150.00 4.85 16.93 * .012 3.52 3.22 .00 3.22 3.52 ***** 4.85 160.00 5.10 17.18 * .012 3.63 3.37 .00 3.37 3.63 ***** 5.10 170.00 5.39 17.47 * .012 3.74 3.52 .00 3.52 3.74 ***** 5.39 180.00 5.73 17.81 * .012 3.85 3.69 .00 3.69 3.85 ***** 5.73 190.00 6.08 18.16 * .012 3.95 3.86 .00 3.86 3.95 ***** 6.08 200.00 6.45 18.53 * .012 4.04 4.06 .00 4.04 4.06 6.25 6.45 210.00 6.85 18.93 * .012 4.13 4.31 .00 4.13 4.31 6.45 6.85 220.00 7.43 19.51 * .012 4.21 5.00 .00 4.21 5.26 7.28 7.43 SPECIFY: R - REVISE, N - NEWJOB, F - FILE, S - STOP F SPECIFY [d:I [path]fi[enameI.ext] FOR STORAGE OF HW-DATA AT INLET OF PIPE NO. 1: C:\RENTON\SW7TH\SW7EXTPP.HW 7"r* 7 E-er-F'P- '+Kf 23 .00 .00 1.09 10.00 - 1.53- 20.00_ _ 7; - -------- 2.17 40.00 rou 5q 2.45 50.00 87 1: 2.70 60.00 ioo,o� ` 2.94 70.00 {t iiv.�" 3.42 90.00 3.65 100.00 1 1.Z 1 "t 3.89 110.00 " t 5 4.12-. 120.00 Z z u;.r« 4.36 130.00 5.10 160.00 -- - - _ 5. .00 5.73 180.00 y 6.08 _ 190.00- - OKI 6.85 210.00 7.43 220.00 12.08 i i SW 7th Street, Hardie Avenue, Lake Avenue Drainage Investigation Hydraulic Analysis Information Alternative Backwater Model Run Data Files on Included Disk Filename Extension Description B WHRDA 1 DAT Initial backwater data for the alternative 1 system on Hardie and Lake Avenues B WHRDA2 DAT Initial backwater data for the alternative 2 system on Hardie and Lake Avenues B WHRDA3 DAT Initial backwater data for the alternative 3 system on Hardie and Lake Avenues BWHRDA4 DAT Initial backwater data for the alternative 4 system on Hardie and Lake Avenues BWSHTAI DAT Initial backwater data for the alternative 1 system on Shattuck Avenue BWSW7A1 DAT Initial backwater data for the alternative I system on SW 7th Street BWSW7A2 DAT Initial backwater data for the alternative 2 system on SW 7th Street BWSW7A3 DAT Initial backwater data for the alternative 3 system on SW 7th Street BWSW7A4 DAT Initial backwater data for the alternative 4 system on SW 7th Street HRDA 1 PIP DAT Pipe data for the alternative 1 system on Hardie and Lake Avenues HRDA2PIP DAT Pipe data for the alternative 2 system on Hardie and Lake Avenues HRDA3PIP DAT Pipe data for the alternative 3 system on Hardie and Lake Avenues HRDA4PIP DAT Pipe data for the alternative 4 system on Hardie and Lake Avenues SHTAIPIP DAT Pipe data for the alternative 1 system on Shattuck Avenue SW7AIPIP DAT Pipe data for the alternative 1 system on SW 7th Street SW7A2PIP DAT Pipe data for the alternative 2 system on SW 7th Street SW7A3PIP DAT Pipe data for the alternative 3 system on SW 7th Street SW7A4PIP DAT Pipe data for the alternative 4 system on SW 7th Street Headwater/Tailwater file created from the splitting of flow to Springbrook Creek SW7COMB HW used in SW 7th Street Alternatives 2 & 4 1 1 1 i 1 1 1 1 1 1 1 1 1 1 1 � ir�t little 1 PIPE SYSTEM IMPROVEMENTS City of Renton SW 7th Street/Hardie Avenue SW/Lake Avenue S Drainage Investigations Planning Level Cost Estimates of Flood Control Alemadves Date: 2/l/96 Notes (1)includes 30%construction contingency (2)Includes either 40%adiministrative cost including sales tax at 8.2% PLANNING LEVEL COST ESTIMATES SW 7th Alternative 1 -I ESTIMATED UNIT TOTAL DESCRIPTION QUANTITY UNIT COST COST COMMENTS Excavation 0 CY $11 $0 Embankment Fill inc.Compaction 0 CY $17 $0 Gravel(TopBase Course) 0 CY $20 $0 AC Pavement removal/restoration 9100 SY $35 $318,500 Total pipe length 4569(ave 18'wid) Concrete Sidewalk removal/replacement t00 SY $45 $4,500 Concrete Curb Gutter Replacement 400 LF $15 $6,000 Landscaping and restoration 0 LS $1,000 $0 Removal and Disposal of Existing Culvert 3547 LF $5 $17,735 Removal and Disposal of Existing Structure 1 LS $10,000 $10,000 Temporary Erosion Control I LS $5•000 $5,000 Dewatering/Control of Water I IS $2,000 $2,000 12-inch Diameter Pipe 300 LF $30 $9,000 18-inch Diameter Pipe 0 LF $36 $0 24-inch Diameter Pipe 0 LF $45 $0 36-inch Diameter Pipe 1066 LF $75 $79,950 48-inch Diameter Pipe 1010 LF $100 $101,000 54-inch Diameter Pipe 934 LF $110 $102,740 60-inch Diameter Pipe 1259 LF $120 $151,080 72-inch Diameter Pipe 0 LF $145 $0 Type I Catch Basin 5 EA $1,500 $7,500 Type 2-48"Dia Catch Basin 0 EA $3,300 $0 Type 2-54"Dia Catch Basin 3 EA $3,600 $10,800 Type 2-72"Dia Catch Basin 4 EA $5,000 $20,000 Type 2-96"Dia Catch Basin 10 EA $8,000 $80,000 Tee Manholes 0 EA $3,000 $0 Miscellaneous Storm Drain Connections I LS $5,000 $5,000 Utility Relocations/Conflicts 0 $0 Water Relocations 8 EA $800 $6,400 Sanitary Sewer 0 LS $10,000 $0 0 Traffic Control 1 LS $20.000 $20,000 Miscellanous bid items 1 LS $10,000 $10,000 Subtotal $967,205 Construction Contingency (at 30% ) $290,162 Mobilization (at 10%) $125,737 Subtotal $1,383,103 Tax,Administration and Engineering(at 40%) $553,241 Project Total $1,936,344 SW 7th Alternative 2 ESTIMATED UNIT TOTAL DESCRIPTION QUANTITY UNIT COST COST COMMENTS Excavation 0 CY $11 $0 Embankment Fill inc.Compaction 0 CY $17 $0 Gravel(Top/Base Course) 0 CY $20 $0 Page 1 PIPE SYSTEM IMPROVEMENTS AC Pavement removal/restoration 7800 SY $35 $273.000 Taal pipe length 3883.00 Concrete Sidewalk removal/replacement 10U SY $45 $4,500 Concrete Curb Gutter Replacement 400 LF $15 $6,000 Landscaping and restoration 0 LS $1,000 $o Removal and Disposal of Existing Culvert 3545 LF $5 $17,725 Removal and Disposal of Existing Structure I LS $10,000 $10,000 Temporary Erosion Control I LS $5,000 $5,000 Dewatering/Control of Water I LS $2,000 $2,000 12-inch Diameter Pipe 200 LF $30 $6,000 I8-inch Diameter Pipe 0 LF $36 $0 24-inch Diameter Pipe 0 LF $45 $0 36-inch Diameter Pipe 630 LF $75 $47,250 42-inch Diameter Sliplwng 338 LF $60 $20,280 42-inch Diameter Pipe 1355 LF $90 $121,950 48-inch Diameter Pipe 0 LF $100 $0 54-inch Diameter Pipe 0 LF $I10 $0 60-inch Diameter Pipe 1048 LF $120 $125,760 72-inch Diameter Pipe 312 LF $145 $45,240 Type I Catch Basin 3 EA $1,500 $4,500 Type 2-48"Dia Catch Basin 0 EA $3,300 $0 Type 2-54"Dia Catch Basin 3 EA $3,600 $10,800 Type 2-72"Dia Catch Basin 7 EA $5,000 $35,000 Type 2-96"Dia Catch Basin 7 EA $8,000 $56,000 Tee Manholes 0 EA $3,000 $0 Miscellaneous Storm Drain Connections 1 LS $4,000 $4,000 Utility Relocations/Conflicts 0 $0 Water Relocations 6 EA $800 $4,800 Sanitary Sewer 0 LS $10,000 $0 0 Traffic Control 1 LS $15,000 $15,000 Miscellanous bid items 1 LS $8,000 $8,000 Subtotal $822,805 Construction Contingency (at 30% ) $246,842 Mobilization (at 10%) $106,965 Subtotal $1,176,611 Tax,Administration and Engineering(at 40%) $470,644 Project Total $1,647,256 SW 7th Alternative 3 and 4 ESTIMATED UNIT TOTAL DESCRIPTION QUANTITY UNIT COST COST COMMENTS Excavation 0 CY $11 $0 Embankment Fill inc.Compaction 0 CY $17 $0 Gravel(Top/Base Course) 0 CY $20 $0 AC Pavement removal/restoration 9400 SY $35 $329,000 Total pipe length 4703.00 Concrete Sidewalk removal/replacement 100 SY $45 $4,500 Concrete Curb Gutter Replacement 400 LF $15 $6,000 Landscaping and restoration 0 LS $1,000 $0 Removal and Disposal of Existing Culvert 3545 LF $5 $17,725 Removal and Disposal of Existing Structure 1 LS $10,000 $10,000 Temporary Erosion Control I LS $5,000 $5,000 Dewatering/Control of Water 1 LS $2,000 $2,000 12-inch Diameter Pipe 200 LF $30 $6,000 18-inch Diameter Pipe 0 LF $36 $0 24-inch Diameter Pipe 0 LF $45 $0 36-inch Diameter Pipe 630 LF $75 $47,250 42-inch Diameter Sliplining 338 LF S60 $20,280 42-inch Diameter Pipe 1355 LF $90 $121,950 48-inch Diameter Pipe 0 LF $100 $0 54-inch Diameter Pipe 0 LF $110 $0 60-inch Diameter Pipe 1868 LF $I20 $224,160 72-inch Diameter Pipe 312 LF $145 $45,240 Type 1 Catch Basin 3 EA $1,500 $4,500 Type 2-48"Dia Catch Basin 0 EA $3,300 $0 Type 2-54"Dia Catch Basin 3 EA $3,600 $10,800 Type 2-72"Dia Catch Basin 7 EA $5,000 $35,000 Type 2-96"Dia Catch Basin 10 EA $8,000 $80,000 Tee Manholes 0 EA $3,000 $0 Miscellaneous Storm Drain Connections I LS $5,000 $5,000 Page 2 PIPE SYSTEM IMPROVEMENTS Utility Relocations/Conflicts 0 $0 Water Relocations 8 EA $800 $6.400 Sanitary Sewer 0 LS $10,000 $0 0 Traffic Control I LS $20,000 $20,000 Miscellanea bid items I LS $10,000 $10,000 Subtotal $1.010,805 Construction Contingency (at 30% ) $303.242 Mobilization (at 10%) $131,405 Subtotal $1,445,451 Tax,Administration and Engineering(at 40%) $578.180 Project Total $2,023,632 Hardie Avenue SW Alternative 1 ESTIMATED UNIT TOTAL DESCRIPTION QUANTITY UNIT COST COST COMMENTS Excavation 0 CY $11 $0 Embankment Fill inc.Compaction 0 CY $17 $0 Gravel(Top/Base Course) 0 CY $20 $o AC Pavement removal/restoration 500 SY $35 $17,500 Total pipe length Concrete Sidewalk removal/replacement 20 SY $45 $900 Concrete Curb Gutter Replacement 40 LF $15 $600 Landscaping and restoration I LS $4,000 $4,000 Removal and Disposal of Existing Culvert 0 LF $5 $0 Removal and Disposal of Existing Structure 0 LS $10,000 $0 Temporary Erosion Control I LS $2,000 $2,000 Dewatering/Control of Water 1 LS $1,000 $1,000 12-inch Diameter Pipe 50 LF $30 $1,500 18-inch Diameter Pipe 0 LF $36 $0 24-inch Diameter Pipe 0 LF $45 $0 36-inch Diameter Pipe 0 LF $75 $0 48-inch Diameter Pipe 0 LF $100 $0 54-inch Diameter Pipe 0 LF $110 $0 60-inch Diameter Pipe 0 LF $120 $0 72-inch Diameter Pipe 1005 LF $145 $145,725 Type I Catch Basin 2 EA $1,500 $3,000 Type 2-48"Dia Catch Basin 0 EA $3,300 $0 Type 2-54"Dia Catch Basin 0 EA $3,600 $0 Type 2-72"Dia Catch Basin 0 EA $5,000 $0 Type 2-96"Dia Catch Basin 5 EA $9,000 $40.000 Tee Manholes 0 EA $3,000 $0 Miscellaneous Storm Drain Connections I LS $1,000 $1,000 Utility Relocations/Conflicts 0 $D Water Relocations I EA $800 $800 Sanitary Sewer 0 LS $10,000 $0 0 Traffic Control I IS $4•000 $4,000 Miscellanous bid items I LS $5,000 $5,000 Subtotal $227,025 Construction Contingency (at 30% ) $68,108 Mobilization (at 10%) $29,513 Subtotal $324,646 Tax,Administration and Engineering(at 40%) $129.858 Project Total $454,504 Hardie Avenue SW Alternatives 2,3,and 4 ESTIMATED UNIT TOTAL DESCRIPTION QUANTITY UNIT COST COST COMMENTS Excavation 0 CY $11 $0 Embankment Fill inc.Compaction 0 CY $17 $0 Gravel(Top/Base Course) 0 CY $20 $0 AC Pavement removal/restoration 40 SY $35 $1,400 Total pipe length Concrete Sidewalk removal/replacement 10 SY $45 $450 Page 3 PIPE SYSTEM IMPROVEMENTS Concrete Curb Gutter Replacement 20 LF $15 $300 Landscaping and restoration 1 LS $1,000 $1.000 Removal and Disposal of Existing Culvert 0 LF $5 $0 Removal and Disposal of Existing Structure 0 LS $10,000 $0 Temporary Erosion Control I LS $500 $500 Dewatering/Control of Water I LS $5,000 $5,000 12-inch Diameter Pipe 100 LF $30 $3,000 I8-inch Diameter Pipe 0 LF $36 $0 Replace Manhole Lids with solid locking lids I LS $500 $500 Pump Station(I to 2 cfs) 1 LS $120,000 $120,000 Does not include emergency power 48-inch Diameter Pipe 0 LF $100 $0 54-inch Diameter Pipe 0 LF $110 $0 60-inch Diameter Pipe 0 LF $120 $0 72-inch Diameter Pipe 0 LF $145 $0 Type 1 Catch Basin 2 EA $1,500 $3,000 Type 2-48"Dia Catch Basin 0 EA $3,300 $0 Type 2-54"Dia Catch Basin 0 EA $3,600 $0 Type 2-72"Dia Catch Basin 0 EA $5,000 $0 Type 2-96"Dia Catch Basin 0 EA $8,000 $0 Tee Manholes 0 EA $3,000 $0 Miscellaneous Storm Drain Connections 0 LS $5,000 $0 Utility Relocations/Conflicts 0 $0 Water Relocations 1 EA $800 $800 Sanitary Sewer 0 LS $10,000 $0 0 Traffic Control I LS $1,000 $1,000 Miscellanous bid items I LS $5•000 $5•000 Subtotal $141,950 Construction Contingency (at 30% ) $42,585 Mobilization (at 10%) $18,454 Subtotal $202,989 Tax,Administration and Engineering(at 40%) $81,195 Project Total $284,184 S Lake Avenue Alternative I ESTIMATED UNIT TOTAL DESCRIPTION QUANTITY UNIT COST COST COMMENTS - Excavation 0 CY $11 $0 Embankment Fill inc.Compaction 0 CY $17 $0 Gravel(Top/Base Course) 0 CY $20 $0 AC Pavement removal/restoration 5100 SY $35 $178,500 Total pipe length 2567.00 Concrete Sidewalk removal/replacement 150 SY $45 $6,750 Concrete Curb Gutter Replacement 300 LF $15 $4,500 Landscaping and restoration I LS $2.000 $2,000 Removal and Disposal of Existing Culvert 2400 LF $5 $12,000 Removal and Disposal of Existing Structure I LS $5,000 $5,000 Temporary Erosion Control I LS $2.000 $2,000 Dewatering/Comrol of Water 0 LS $2,000 $0 12-inch Diameter Pipe 30 LF $30 $900 18-inch Diameter Pipe 250 LF $36 $9,000 24-inch Diameter Pipe 614 LF $45 $27,630 36-inch Diameter Pipe 221 LF $75 $16,575 42-inch Diameter Sliplining 0 LF $60 $0 42-inch Diameter Pipe 0 LF $90 $0 48-inch Diameter Pipe 1452 LF $100 $145,200 54-inch Diameter Pipe 0 LF $110 $0 60-inch Diameter Pipe 0 LF $120 $0 72-inch Diameter Pipe 0 LF $145 $0 Type I Catch Basin 5 EA $1,500 $7,500 Type 2-48"Dia Catch Basin 4 EA $3,300 $13,200 Type 2-54"Dia Catch Basin 3 EA $3,600 $10,800 Type 2-72"Dia Catch Basin 10 EA $5.000 $50,000 Type 2-96"Dia Catch Basin 0 EA $8,000 $0 Tee Manholes 0 EA $3,000 $0 Miscellaneous Storm Drain Connections 1 LS $3,000 $3,000 Utility Relocations/Conflicts 0 $0 Water Relocations 2 EA $S00 $1,600 Sanitary Sewer 0 LS $10.000 $0 0 Traffic Control I LS $15,000 $15,000 Page 4 PIPE SYSTEM IMPROVEMENTS Miscellanous bid items 1 LS $10,000 $10,000 Subtotal $521,155 Construction Contingency (at 30% ) $156,347 Mobilization (at 10%) $67.750 Subtotal $745,252 Tax,Administration and Engineering(at 40%) $298,101 Project Total $1,043,352 S Lake Avenue Altemative 2 ESTIMATED UNIT TOTAL DESCRIPTION QUANTITY UNIT COST COST COMMENTS .Excavation 0 CY $II $0 Embardanem Fill inc.Compaction 0 CY $17 $0 Gravel(Top/Base Course) 0 CY $20 $0 AC Pavement removal/restoration 1800 SY $35 $63,000 Total pipe length 880.00 Concrete Sidewalk removal/replacement 20 SY $45 $900 Concrete Curb Gutter Replacement 30 LF $15 $450 Landscaping and restoration 0 LS $1,0()0 $0 Removal and Disposal of Existing CWvert 850 LF $5 $4,250 Removal and Disposal of Existing Structure 1 LS $2,000 $2,000 Temporary Erosion Control 1 LS $1,000 $1,000 Dewatering/Control of Water 0 LS $2,000 $0 12-inch Diameter Pipe 30 LF $30 $900 I8-inch Diameter Pipe 0 LF $36 $(l 24anch Diameter Pipe 850 LF $45 $38,250 36-inch Diameter Pipe 0 LF $75 $0 42-inch Diameter Sliplinnirng 0 LF $60 $0 42-inch Diameter Pipe 0 LF S90 $o 48-inch Diameter Pipe 0 LF $100 $0 54-inch Diameter Pipe 0 LF $1 l0 $0 60-inch Diameter Pipe 0 LF $120 $0 72-inch Diameter Pipe 0 LF $145 $0 Type I Catch Basin 4 EA $1,500 $6.000 Type 2-48"Dia Catch Basin 7 EA $3,300 $23,100 Type 2-54"Dia Catch Basin 0 EA $3,600 $0 Type 2-72"Dia Catch Basin 0 EA $5,000 $0 Type 2-96"Dia Catch Basin 0 EA $8,000 $0 Tee Manholes 0 EA $3,000 $0 Miscellaneous Storm Drain Connections 1 LS $5,000 $5,000 Utility Relocations/Conflicts 0 $0 Water Relocations 3 EA $800 $2,400 Sanitary Sewer 0 LS $10,000 $0 0 Traffic Control I LS $5,000 $5,000 Miscellanous bid items I LS $8,000 $8,000 Subtotal $160,250 Construction Contingency (at 30% ) $48,075 Mobilization (at 10%) $20,833 Subtotal $229,158 Tax,Administration and Engineering(at 40%) $91,663 Project Total $320,821 S Lake Avenue Alternative 3 ESTIMATED UNIT TOTAL DESCRIPTION QUANTITY UNIT COST COST COMMENTS Excavation 0 CY $11 $0 Embarkment Fill inc.Compaction 0 CY $17 $(1 Gravel(Top/Base Course) 0 CY $20 $0 AC Pavement removal/restoration 3500 SY $35 $122,500 Total pipe length 2602.00 Concrete Sidewalk removal/replacement 10 SY $45 $450 Concrete Curb Gutter Replacement 20 LF $15 $300 Page 5 PIPE SYSTEM IMPROVEMENTS Landscaping and restoration 1 LS $1,000 $1,000 Removal and Disposal of Existing Culvert 2450 LF $5 $12,250 Removal and Disposal of Existing Structure I LS $3.000 $3.000 Temporary Erosion Control I LS $2.000 $2,000 Dewatering/Control of Water 0 LS $2,000 $0 12-inch Diameter Pipe 30 LF $30 $900 18-inch Diameter Pipe 250 LF $36 $9,000 24-inch Diameter Pipe 1464 LF $45 $65.880 36-inch Diameter Pipe 221 LF $75 $16,575 42-inch Diameter Sliplining 0 LF $60 $0 42-inch Diameter Pipe 0 LF $90 $0 48-inch Diameter Pipe 637 LF $100 $63,700 54-inch Diameter Pipe 0 LF $I10 $0 60-inch Diameter Pipe 0 LF $120 $0 72-inch Diameter Pipe 0 LF $145 $0 Type I Catch Basin 5 EA $1,500 $7,500 Type 2-48"Dia Catch Basin 4 EA $3,300 $13,200 Type 2-54"Dia Catch Basin 3 EA $3,600 $10,800 Type 2-72"Dia Catch Basin 5 EA $5,000 $25,000 Type 2-96"Dia Catch Basin 0 EA $8.000 $0 Tee Manholes 0 EA $3,000 $0 Miscellaneous Storm Drain Connections 1 LS $2,000 $2,000 Utility Relocations/Conflicts 0 $0 Water Relocations 2 EA $800 $1,600 Sanitary Sewer 0 LS $10,000 $0 0 Traffic Control I LS $4,000 $4,000 Miscellanous bid items I LS $5,000 $5,000 Subtotal $366,655 Construction Contingency (at 30% ) $109,997 Mobilization (at 10%) $47•665 Subtotal $524,317 Tax,Administration and Engineering(at 40%) $209,727 Project Total $734,043 Lake Avenue S Alternative 4 ESTIMATED UNIT TOTAL DESCRIPTION QUANTITY UNIT COST COST COMMENTS Excavation 0 CY $11 $0 Embankment Fill inc.Compaction 0 CY $17 $0 Gravel(Top/Base Course) 0 CY $20 $0 AC Pavement removal/restoration 6400 SY $35 $224,000 Total pipe length 3202.00 Concrete Sidewalk removal/replacement 30 SY $45 $1,350 Concrete Curb Gutter Replacement 50 LF $15 $750 Landscaping and restoration I LS $1,000 $1,000 Removal and Disposal of Existing Culvert 3300 LF $5 $16,500 Removal and Disposal of Existing Structure 1 LS $5,000 $5,000 Temporary Erosion Control 1 LS $2.000 $2,000 Dewatering/Com rol of Water 0 LS $2,000 $0 12-inch Diameter Pipe 30 LF $30 $900 18-inch Diameter Pipe 0 LF $36 $0 24-inch Diameter Pipe 2314 LF $45 $104,130 36-inch Diameter Pipe 221 LF $75 $16,575 42-inch Diameter Sliplining 0 LF $60 $o 42-inch Diameter Pipe 0 LF $90 $0 48-inch Diameter Pipe 637 LF $100 $63,700 54-inch Diameter Pipe 0 LF $110 $0 60-inch Diameter Pipe 0 LF $120 $0 72-inch Diameter Pipe 0 LF $145 $0 Type 1 Catch Basin 4 EA $1.500 $6.000 Type 2-48"Dia Catch Basin 10 EA $3,300 $33,000 Type 2-54"Dia Catch Basin 3 EA $3,600 $10.800 Type 2-72"Dia Catch Basin 5 EA $5.000 $25,000 Type 2-96"Dia Catch Basin 0 EA $8.000 $0 Tee Manholes 0 EA $3,000 $0 Miscellaneous Storm Drain Connections 1 LS $7,000 $7,000 Utility Relocations/Conflicts 0 so Water Relocations 5 EA $900 $4,000 Sanitary Sewer 0 LS $10,000 $0 Page 6 i PIPE SYSTEM IMPROVEMENTS 0 Traffic Control I LS $10,000 $10,000 Miscellanous bid items I LS $10,000 $10,000 Subtotal $541,705 Construction Contingency (at 30% ) $162,512 Mobilization (at 10%) $70,422 Subtotal $774,638 Tax,Administration and Engineering(at 40%) 30$ 9,855 _ Project Total $1,084,493 Shattuck Avenue Improvements ESTIMATED UNIT TOTAL DESCRIPTION QUANTITY UNIT COST COST COMMENTS Excavation 0 CY $11 $0 Embankment Fill mc.Compaction 0 CY $17 $0 Gravel(Top/Base Course) 0 CY $20 $0 AC Pavement removaVrestoration 6400 SY $35 $224,000 Total pipe length 525.00 Concrete Sidewalk removallreplacement 0 SY $45 $0 Concrete Curb Gutter Replacement 0 LF $15 $0 Landscaping and restoration 0 LS $1,000 $0 Removal and Disposal of Existing Culvert 495 LF $5 $2,475 Removal and Disposal of Existing Structure 1 LS $2,000 $2,000 Temporary Erosion Control 1 LS $500 $500 Dewatering/Control of Water 0 LS $2,000 $0 12-inch Diameter Pipe 30 LF $30 $900 18-inch Diameter Pipe 495 LF $36 $17,820 24-inch Diameter Pipe 0 LF $45 $0 36-inch Diameter Pipe 0 LF $75 $0 42-itch Diameter Sliplining 0 LF $60 $0 " 42-inch Diameter Pipe 0 LF $90 $0 48-inch Diameter Pipe 0 LF $100 $0 54-inch Diameter Pipe 0 LF $110 $0 60-inch Diameter Pipe 0 LF $120 $0 72-inch Diameter Pipe 0 LF $145 $0 Type 1 Catch Basin 5 EA $1,500 $7,500 Type 2-48"Dia Catch Basin 0 EA $3,300 $0 Type 2-54"Dia Catch Basin 0 EA $3,600 $0 Type 2-72"Dia Catch Basin 0 EA $5,000 $0 Type 2-96"Dia Catch Basin 0 EA $8,000 $0 Tee Manholes 0 EA $3,000 $0 Miscellaneous Storm Drain Connections 1 LS $4,000 $4,000 Utility Relocations/Conflicts 0 $0 Water Relocations 1 EA $800 $800 Sanitary Sewer 0 LS $10,000 $0 0 Traffic Control 1 LS $2,000 $2,000 Miscellanous bid items I LS $2,000 $2,000 Subtotal $263,995 Construction Contingency (at 30% $79,199 Mobilization (at 10%) 3$ 4,319 Subtotal $377,513 Tax,Administration and Engineering(at 40%) 15$ 1,005 Project Total $528,518 Page 7 APPENDIX F CITY OF RENTON ANALYSIS OF HARDIE AVENUE, LAKE AVENUE SOUTH, AND S. TOBIN STREET DRAINAGE SYSTEM TO ACHIEVE 10-, 25-, AND 100-YEAR LEVEL OF PROTECTION is Subject: Review of water surface profile for Hardie/Lake system COMPAREALS System improvements without diversion to Black River box. no-diversion Bold font indicates change in pipe size. Italic font indicates change in pipe"n"value The reaches downstream of Hardie are shaded because the calculation method is not accurate for those reaches. Pipe Pipe Pipe Pipe Pipe Pipe Pipe Segment Exist Exist Size Size Size Size Size Size Length Pipe ..n" I0-yr fut 10-yr fut 25-yr fut 25-yr fut 100-yr fat 100-yr fut DS US From To (If) Size no pump w/pump no pump w/ um no um w/pump Elev. Elev. 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Bold font indicates change in pipe size. Italic font indicates change in pipe"n"value. Assumes downstream improvement below Hardie underpass so that HGL at underpass is at about 19.3'(the lowest grade of the road at the underpass). The reaches downstream of Hardie are shaded because the calculation method is not accurate for those reaches. Pipe Pipe Pipe Pipe Pipe Pipe Pipe Segment Exist Exist Q Q Q Size Size Size Q Q Q Size Size Size Length Pipe "n" 10-yr 25-yr 100-yr 10-yr 25-yr 100-yr 10-yr 25-yr 100-yr 10-yr 25-yr 100-yr DS US From Io 00 Size Exist Exist Exist Exist Exist Exist Future Future Future Future Future Future Elev. 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IR u m g m < KKz:.t'e v e e o `� n a o 3 c y rngr _ m o= ,o P m N r r N ry N ry ry N 3 - bar �8P� � �a8 �- --- ------------°°o- �w _ m a _N-rv-n ry ry N__rv-N N ry ry N N_Nry N N o 0 0 0 0 0 0 0 0 0 0 o o 0 0 0 0 0 0 0 0 0 0. o 0 0 .o.. v e. . � ' . o 0 0 o c o o N-o ' - - _ _ __ n_N__ N Nn °O __-___ .d o C _______ __bo O N N r, 0 0 o o rvo o N a u G� �- c `o o oG E 3 N - - - - r m Subject: Review of water surface profile for Hardie/Lake system BW-4.XLS System improvements with diversion to Black River box. Bold font indicates change in pipe size. Italic font indicates change in pipe"n"value. Assumes downstream improvement below and pump station at Hardie underpass so that HGL at underpass is at about 22.75'(the elev of the next upstream cb grate). The reaches downstream of Hardie are shaded because the calculation method is not accurate for those reaches. 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Undeveloped I A 1 1845124 42.36 7.99 24.22 10.15 B 995549 22.85 22.85 C 355343 8.16 8.16 D 1335456 30.66 30.66 E I 1269388 29.14 29.14 F 1008128 23.14 23.14 G 838208 19.24 19.24 H 306980 7.05 7.05 1 310162 7.12 7.12 J 616025 14.14 14.14 K 108613 2.49 2.49 L 932203 21.40 1.41 19.99 M 206764 4.75 4.75 N 335490 7.70 7.70 O 868324 19.93 13.65 6.28 P 1 198431 4.56 3.63 0.93 Q 192990 4.43 1.29 3.14 R 156212 3.59 3.59 S 351652 8.07 3.48 4.59 T 134886 3.101 3.10 U 597622 13.72 13.72 V 2495779 57.30 51.66 5.64 W 200098 4.59 4.59 X 836253 19.20 19.20 rACY 311100 7.14 5.02 0.90 1.22 Z 3253639 74.69 4.61 59.36 10.72 AA 490786 11.27 0.64 10.63 AB 366334 8.41 8.41 207161 4.76 4.76 AD 139250 3.20 3.20 AE 302105 6.94 6.40 0.54 AF 368643 8.46 6.32 2.14 AG 797148 18.30 15.48 2.82 AH 325527 7.471 3.53 3.94 All 472522 10.851 4.93 5.92 AJ1 357829 8.21 7.65 0.56 AM 863002 19.81 11.79 6.56 1.46 AL 2822585 64.80 AM 1154497 26.50 24.80 1.70 AN 431089 9.90 4.62! 5.28 AO 288475 6.62 3. 3.40 Totals 294473721 676.02: 356.53 214.08 40.61 Totals(w/o subbasin AL) 611.22' ! 1 (Subbasin AL is not tributary to SW 7th System) ! Page 1 CUR-HYD.XLS step3 i Development of Area Runoff Factors Estimate of Runoff for Land Uses Runoff Percent Runoff 2-yr 10-yr 25-yr 100-yr Land Use Area (ac) Ratio of Basin Distributio 92 124 139 160 Non-residential 356.53 6 58.33% 1.40622 75.5 101.7 114.0 131.2 Residential 214.08 2 35.03% 0.46874 15.1 20.4 22.8 26.3 Undeveloped 40.61 1 6.64% 0.23437 1.4 1.9 2.2 2.5 Total 611.22 92.0 124.0 139.0 160.0 Estimate of Runoff per Acre (Runoff Factors) Land Use 'Non-residential 0.211662' 0.285284 0.319794 0.368108 -. . - --------- --- -_ -- -- Residential 0.070554 6.095095 0.106598 0.122703 Undeveloped 0.035277 0.047547 0.053299 0.061351 Page 2 3Sf, S3k fi Z/y ��, r `�a• Co1 = Zt Al 35� .S; C� �) t ziy • o8 � 2�) f �1d.6► - �11. zt � = v , 13yg7 / RuNot' r ��vE. of g/ Sin� C 5$• L co w 7s ,S C3J C c�G u C-Aer4,o Fo,C No 1 /Vor► kE> i /J,/.✓J�/�� S . S) ' CllCs �'�� 'NcS�356.s: ✓ 7 S.5/ 35�_ S3 = �• �,iGC L CUR-HYD.XLS step4 SVV 7th/Grady/Main Area Reductions for Non-Tributary Areas Total Tributary Area Total _ Outlet Non-Res. Resident Undevel Non-Res. Resident Undevel 2-yr 10-yr 25-yr 100-yr Q Ratio _ 356.53 214.08 40.61 611.22 7.99 47.07 10.15 348.54 167.01 30.46 546.01 92.0 124.0 139.0 160.0 0.062 15 38.82 309.72 167.01 30.46 507.19 86.6 116.8 130.9 150.7 _ 40 29.14 280.58 167.01 30.46 478.05 78.4 105.7 118.5 136.4 0.085 - - 55_ 199.66 113.74 30.46 80.92 53.27 0 134.19 72.2 97.4 109.2 125.6 2.459 65 _ 19.24 61.68 53.27 0 114.95 20.9 28.2 31.6 36.3 0.242 80 7.05 54.63 53.27 0 107.9 16.8 22.7 25.4 29.2 0.097 --- _ - 110 7.12 47.51 53.27 0 100.78 15.31 20.7 23.1 26.6 0.109 115 14.14 33.37 53.27 0 86.64 13.8 18.6 20.91 24.0 0.277 SH1 1.41 22.48 31.96 30.79 0 62.75 10.8 14.6 16.3 18.8 0.211 245 12.45 31.96 18.34 0 50.3 8.9 12.0 13.5 15.5 0.109 _ 235 16.87 9.68 15.09 8.66 0 23.75 8.1 10.9 12.2 14.0 1.118 215 8.51 4.07 6.58 4.59 0 11.17 3.8 5.1 5.7 6.6 1.217 :1 190 3.48 4.59 3.1 0 0 3.1 1.7 2.3 2.6 3.0 1.616 145 3.1 0 0 0 0 0.7 0.9 1.0 1.1 H_ardie Park Co_n_ne_ction _ _ to 55 176.54 113.73 30.46 320.73 0.555 Q from SW 7th to Hardie syste 59B _ _ 70 10.92 106.54 102.81 30.46 239.81 46.5 62.6 70.2 80.8 0.505 59A 4.59 24.8 1.7 101.95 78.01 28.76 208.72 30.9 41.6 46.7 53.7 0.099 60A 19.2 82.75 78.01 28.76 189.52 28.1 37.9 42.5 48.9 0.169 73A _ 5.02 0.9 1.22 77.73 77.11 27.54 182.38 24.0 32.4 36.3 41.8 0.051 75A 13.66 69.99 10.72 64.07 7.12 16.82 88.01 22.9 30.8 34.5 39.8 0.560 _ 80A 7.96 56.11 7.12 16.82 80.05 14.7 19.8 22.1 25.5 0.130 _ 95A 6.4 0.54 49.71 7.12 16.28 73.11 13.0 17.5 19.6 22.6 0.118 _ 110A _ 6.32 2.14 43.39 7.12 14.14 64.65 11.6 15.6 17.5 20.2 0.139 _ 115A 15.48 2.82 27.91 7.12 11.32 46.35 10.2 13.7 15.4 17.7 0.496 _ 135A 3.53 3.94 24.38 7.12 7.38 38.88 6.8 9.2 10.3 11.8 0.150 _ 140A 4.93 5.92 19.45 7.12 1.46 28.03 5.9 8.0 8.9 10.3 0.268 _ 150A 7.65 0.56 11.80 6.56 1.46 19.82 4.7 6.3 7.1 8.1 0.551 _- Tobin Low 11.79 6.56 1.46 0 0 0 0 3.0 4.1 4.6 5.2 Estimate of Runoff per Acre(Runoff Factors) --.- -- Land Use 1 0.211662 0.285284 0.319794 0.368108 - _ _ Non-residential 0.070554 0.095095i 0.106598 0.122703 Residential 0.0352771 0.0475471 0.053299 0.061351 Page 3 CUR-HYD.XLS step4-with div to B Riv Box SW 7th/Grady/Main Area Reductions for Non-Tributary Areas Total Tributary Area Total _ _ O_u_tlet_ Non-Res. Resident jUndevel Non-Res. Resident Undevel 2-yr 10-yr 25-yr 100-yr Q Ratio _ 344.73 207.52 39.15 591.4 1 7.99 47.07 10.15 336.74 160.45 29 526.19 89.0 119.9 134.5 154.8 0.064 15 38.82 297.92 160.451 29 487.37 83.6 112.7 126.3 145.4 0.109 40 29.14 268.78 160.45 29 458.23 75.4 101.6 113.9 131.1 0.089 _ 55 187.86 107.18 29 80.92 53.27 0 134.19 69.2 93.3 104.6 120.4 2.315 _ 65 1 19.24 1 61.68 53.27 0 114.95 20.9 28.2 31.6 36.3 0.242 -_ _ 80 7.05 54.63 53.27 0 107.9 16.8 22.7 25.4 29.2 0.097 _ 110 _ 7.12 47.51 53.27 0 100.78 15.3 20.7 23.1 26.6 0.109 _ 115 14.14 33.37 53.27 0 86.64 13.8 18.6 20.9 24.0 0.277 _ SH1 _ 1.41 22.48 31.96 30.79 0 62.75 10.8 14.6 16.3 18.8 0.211 245 12.45 31.96 18.34 0 50.3 8.9 12.0 13.5 15.5 0.109 - 235 16.87 9.68 15.09 8.66 0 23.75 8.1 10.9 12.2 14.0 1.118 - -- - -_ 215 8.51 4.07 6.58 4.59 0 11.17 3.8 5.1 5.7 6.6 1.217 190 3.48 4.59 3.1 0 0 3.1 1.7 2.3 2.6 3.0 1.616 _ 145 3.1 0 0 0 0 0.7 0.9 1.0 1.1 Hardie Park _ Connection _ _ to 55 164.74 107.17 29 300.91 0.593 Q from SW 7th to Hardie syste_ 59B 70 10.92 94.74 96.25 29 219.99 43.5 58.6 65.7 75.6 0.559 _ 59A 4.59 24.8 1.7 90.15 71.451 27.3 188.9 27.9 37.6 42.1 48.5 0.111 _60A 19.2 70.95 71.45 27.3 169.7 25.1 33.8 37.9 43.6 0.193 - __ _ 73A_ 5.02 0.9 1.22 65.93 70.55 26.08 162.56 21.0 28.3 31.8 36.6 0.059 75A 13.66 69.99 10.72 52.27 0.56 15.36 68.19 19.9 26.8 30.0 34.5 0.705 __- _ _ 80A 7.96 44.31 0.56 15.36 60.23 11.6 15.7 17.6 20.3 0.169 95A __ 6.4 0.54 37.91 0.56 14.82 53.29 10.0 13.4 15.0 17.3 0.160 110A _ 6.32 2.14 31.59 0.56 12.68 44.83 8.6 11.6 13.0 14.9 0.197 _ 115A 15.48 2.82 16.11 0.56 9.86 26.53 7.2 9.7 10.8 12.5 0.889 _ 135A _ 3.53 3.94 12.58 0.56 5.92 19.06 3.8 5.1 5.7 6.6 0.304 ___- 140A 4.93 5.92 7.65 0.56 0 8.21 2.9 3.9 4.4 5.1 0.755 _ 150A 7.65 0.56 0 0 0 0 1.7 2.2 2.5 2.9 Tobin Low 0 0 0 0 0 0 0 0.0 0.0 0.0 0.0 - Estimate of Runoff per Acre(Runoff Factors) Land Use j 1 0.211662 0.285284 0.319794 0.368108 Non-residential 1 0.070554 0.0950951 0.106598 0.122703 _ Residential 10.035277 0.0475471 0.053299 0.061351 Page 4 �/�,E./Lywi-a✓ ,�L l�f-'(l!„ 0{` l(�N Uf'✓' �"C:f C I' c� +yis'r. 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