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790 s w w/-s rn -TDN s‘? �D FILE COPY 9755 SW Barnes Road, Suite 300 1 Portland, Oregon 97225 503.626.0455 PAg1U14 / r �� Fax 503.526.0775 AH 4909 Corwns.v S f a W (/�///1 ` Ooco DICK'S SPORTING GOO I S ST4ORE 1 Stormwater Treatment & Disposal Tigard, OR 1 Drainage Report 1 1 Prepared for: Dick's Sporting Goods Store Tigard, OR 1 Prepared by: 1 W &H Pacific 9755 SW Barnes Road, Suite 300 Portland, OR 97225 Project Engineer: Brady Berry, P.E. 1 January 11, 2007 •a 1 4 + '.fie st .4c r • " 0o,4 3, 6v- whpacific.com planners surveyors engineers landscape architects 1 25 YEAR EVENT Line A 1 Project: Dick's Sporting Goods Client: MJM Architects Clean Water Services 25 -yr Job No.: 35238 SCS TYPE 1A STORM Desi•n: Will Campbell DEFAULT n = 0.013 S.B.U.H. Hydrolo•y Pipe Sizing via Manning's equation, full flow) I Pipe Upstream Downstream O S.C.S Upstream Downstream Len. Slope Dia. n O V Node Node in Cap. TYPE 1A Elevation Elevation cfs ft ft ft % in cfs f•s 1 1 Al MH1 0.60 225.66 225.23 86.35 0.50 i 0.013 1.55 2.84 OK 2 A3 A2 0.48 226.01 225.63 17.82 2.13 0.013 1.76 5.05 OK I CB1 A4 0.07 225 55 225.51 7.47 0.50 0.013 0.40 - OK CB2 MH1 0.48 225.34 225.23 21.57 0.50 8 0.013 0.85 2.45 OK © A5 MH1 0.02 226.01 225.23 26.29 2.97 4 0.013 0.33 3.76 OK • 1 CB7 Al 0.04 225.76 225.66 20.13 0.50 6 0.013 0.40 OK ■ ■ ME M ■ 1 • 1 1 1 1 1 1 1 1 1 1 1 P \MJM Archl;ects\ 035238 \Deslgn\Calculations \035238 -storm spreaesheet.XLS 1 25 YEAR EVENT Line H I Project: Dick's Sporting Goods Client: MJM Architects Clean Water Services 25 -yr Job No.: 35238 SCS TYPE 1A STORM Design: Will Campbell i DEFAULT n = 0.013 I S.13.U.H. Hydrology Pipe Sizing (via Manning's equation, full flow) Pipe Upstream Downstream Q Upstream Downstream Len. Slope Dia. n Q V Node Node S.C.S in Cap. • TYPE 1A Elevation Elevation cfs ft ft ft % in cfs) (fps) 1 111 1 131 82 0.07 226.01 224.42 24.13 6.59 8 0.013 3.10 8.88 OK 2 82 B3 0.07 224.34 224.06 41.04 0.69 10 0.013 1.82 3.34 OK I 3 C66 83 0.10 224.35 224.06 29.23 1.00 6 0.013 0.56 2.86 OK 4 B4 35 0.15 226.01 224.11 5.47 34.73 8 0.013 7.12 20.39 OK 5 B6 137 0.23 226.01 223.83 2.96 73.65 8 0.013 10.37 29.70 OK 6 B3 B7 0.32 224.06 223.75 44.73 0.69 10 0.013 1.82 1 3.34 OK L 7 B7 MH5 0.54 223.75 223.51 34.89 0.69 10 0.013 1.82 3.34 OK 1 8 CB5 MH5 0.15 224.37 223.51 21.44 4.01 6 0.013 1.12 5.72 OK 9 MFIS 38 0.69 221.2.1 I 221.15 12.85 0.50 10 0.013 1.55 2.84 OK 1 1 . 1 1 1 1 1 1 1 1 1 1 F.\MJM Architects \0352381Design1Calculetions \035238 -storm spreadsheet XLS lice: PORTLAND S lean: WHP- PDX- 9LXZS91 User: R'CAMPBELL Time: 01 12 2007 08:55:54 0 a ' • � -' f __. l • t} r n 1 )m Fb ® C I IN m � • In IV -' m � i o_ T ice',__ w= 3 N (N : fie \\ \\\ \ \\\ \ \\ :1 N V e 9- - . . 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F.-"31(,) ' I / i . , // ./ i , / / / / r / / w� ' Ir -Z \ I /\ -I m a N \ \ 1 \ \\ \ \ \ \ \ \ \ \ \' \ \ \\\\ \ \ \ \ \\ \ \ \\ \ \ \ \ \ \ ` \ , \ _ � \ \ \ 1 . \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ '\ \ \ \ , \ \ \ \ \ \ f \ \ \' \ \ \ \ \ \ \ ` \ \ \ DESIGNED BY: RY CHECKED BY: BLB MAXWELL JOHANSON MAHER ARCHITECTS DRAWN BY 08 / 7 APPROVED BY: BLD �C DICK'S SPORTING GOODS STORE -� ' LAST EDIT: 08/14/06 06 PLOT DATE: 01/12/07 a4 0 /f � \ ) 8755 Suite SF 300 Barnes Road = DATE BY REVI REVISION CK'D APPR. N Y - 1, o BASIN MAP X' , ,1 Portland. Oregon 97225 m y N m -Z °z �1 � ( ' p ` ' ,I ' (903)926 -0166 1 . '' ��n ^' g �.p�' • 11 's (603)626 -0776 Fax ' / TIGARD OREGON �'.L`;s•- P'f /'hpndnc.com SCALE: PROJECT NO. DRAWING FILE NAME: Planners • En • Sur wo • Landscape Architects — 1 " =30' 35238 35238 - Land -gp01 1 WATER QUALITY WORKSHEET 1 Project Name: Dick's Sporting Goods City Project Number: Computed By: W. Campbell Date: Company: W &H Pacific 12/8/2006 Address: 9755 SW Barnes Rd., Suite 300, Portland OR 97225 Phone Numbers: 626 -0455 WATER QUALITY (P er CWS section 1.3, Appendix A) WA TER QUALITY 111H1 Water Quality flow (Q) 1 Area 1.25 Acres Impervious Total Flow = 0.11 cfs [Impervious Acres x (0.36" x 1 ft. x 43560sqft. x 1 hr.) /(4hr. x 12" x lacre x 3600 sec)] Orifice and StormFilter Cartridges Orifice Equation: Q = CA(2gh) 5 C = (tube) Coefficient of Discharge g = Accel. of Gravity (ft. /sec. /sec.) 1 h = Q = feet (Height of bypass elevation) cfs Orifice Area: A = sq. ft. A = Q /C(2gh) A = pi *R R = feet R = (AIpi) °.5 Pi = 3.14159 Orifice Diameter: D = feet D = inches StormFilter Cartridges required: Water quality flow x (449gpm/cfs) / (15gpm/cartridge) 0.11 cfs x 449/15 = 3.40 cartridges 4 cartridges File: P:WIJM Architects \ 035238 \Design \Calculations \[35238 - CALC- WQ- CWS.XLS]CB4 1 1 P: \MJM Architects \ 035238 \Design \Calculations135238 - CALC- WQ- CWS.XLS 1 WATER QUALITY WORKSHEET Project Name: Dick's Sporting Goods City Project Number: Computed By: W. Campbell Date: Company: W &H Pacific 12/8/2006 Address: 9755 SW Barnes Rd., Suite 300, Portland OR 97225 Phone Numbers: 626 -0455 WATER UALITY (per CWS section 1.3, Appendix A Q �P � PP A) WA TER QUALITYMHS Water Quality flow (Q) Area 0.75 Acres Impervious Total Flow = 0.07 cfs [Impervious Acres x (0.36" x lft. x 43560sqft. x lhr.) /(4hr. x 12" x lacre x 3600 sec)] Orifice and StormFilter Cartridges Orifice Equation: Q = CA(2gh) 5 C = (tube) Coefficient of Discharge g = Accel. of Gravity (ft. /sec. /sec.) 1 h = Q = feet (Height of bypass elevation) cfs Orifice Area: 1 A = sq. ft. A = Q /C(2gh) A = pi *R R = feet R = (A/pi) 5 Pi = 3.14159 Orifice Diameter: D = feet D = inches StormFilter Cartridges required: Water quality flow x (449gpm/cfs) / (15gpm/cartridge) 0.07 cfs x 449/15 = 2.04 cartridges 3 cartridges File: P:WIJM Architects\ 035238\ Design \Calculations \[35238 - CALC- WQ CWS.XLS]CB 1 P: \MJM Architects\ 035238\ Design \Calculations \35238 - CALC- WQ- CWS.XLS 1 WATER QUALITY WORKSHEET ' Project Name: Dick's Sporting Goods City Project Number: Computed By: W. Campbell Date: 1 Company: W &H Pacific 12/8/2006 Address: 9755 SW Barnes Rd., Suite 300, Portland OR 97225 Phone Numbers: 626 -0455 WATER UALITY (per CWS section 1.3, Appendix A Q �P � PP A) WATER QUALITY CB3 Water Quality flow (Q) Area 0.84 Acres Impervious Total Flow = 0.08 cfs [Impervious Acres x (0.36" x lft. x 43560sqft. x 1 hr.) /(4hr. x 12" x lacre x 3600 sec)] Orifice and StormFilter Cartridges Orifice Equation: Q = CA(2gh)0 C = (tube) Coefficient of Discharge g = Accel. of Gravity (ft. /sec. /sec.) 1 h = feet (Height of bypass elevation) Q = cfs Orifice Area: 1 A= sq.ft. A= Q /C(2gh) ° A =pi *R R = feet R = (A/pi) 5 Pi = 3.14159 Orifice Diameter: D = feet 1 D = inches StormFilter Cartridges required: Water quality flow x (449gpm/cfs) / (15gpm/cartridge) 1 0.08 cfs x 449/15 = 2.28 cartridges 3 cartridges File: PAM Architects \ 035238\ Design \Calculations \[35238 - CALC- WQ- CWS.XLS]CB4 1 1 111 P: \MJM Architects \035238\ Design\ Calculations \35238 - CALC- WQ- CWS.XLS 1 1 WATER QUALITY WORKSHEET 1 Project Name: Dick's Sporting Goods City Project Number: Computed By: W. Campbell Date: I Company: W &H Pacific 12/8/2006 Address: 9755 SW Barnes Rd., Suite 300, Portland OR 97225 Phone Numbers: 626 -0455 I WATER UALITY (per CWS section 1.3, Appendix A Q �P � PP A) 1 WATER QUALITY CB4 Water Quality flow (Q) 1 Area 0.74 Acres Impervious Total Flow = 0.07 cfs 1 [Impervious Acres x (0.36" x l ft. x 43560sgft. x lhr.)/(4hr. x 12" x lacre x 3600 sec)] Orifice and StormFilter Cartridges I Orifice Equation: I Q = CA(2gh)° C = (tube) Coefficient of Discharge g = Accel. of Gravity (ft. /sec. /sec.) I h = feet (Height of bypass elevation) Q = cfs Orifice Area: 1 A = sq. ft. A = Q /C(2gh) A = pi *R R = feet R = (A/pi) °.5 Pi = 3.14159 I Orifice Diameter: D = feet D = inches 1 StormFilter Cartridges required: Water quality flow x (449gpm/cfs) / (15gpm/cartridge) I 0.07 cfs x 449/15 = 2.01 cartridges 2 cartridges 1 File: P:\MJM Architects\ 035238\ Design\ Calculations \[35238 - CALC- WQ- CWS.XLS]CB4 1 1 1 P: \MJM Architects\ 035238\ Design \Calculations \35238 - CALC- WQ- CWS.XLS 1 Hydrograph P i t 1 Hydraflow Hydrographs by Intelisolve Thursday, Jan 11 2007, 3:19 PM Hyd. No. 1 Basin 1 I Hydrograph type = SBUH Runoff Peak discharge = 0.06 cfs Storm frequency = 25 yrs Time interval = 2 min Drainage area = 0.07 ac Curve number = 98 I Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = USER Time of conc. (Tc) = 5 min Total precip. = 3.90 in Distribution = Type IA 1 Storm duration = 24 hrs Shape factor = N/A Hydrograph Volume = 931 cuft 1 1 Basin Q (cfs) Q (cfs) Hyd. No. 1 -- 25 Yr 1 0.10 i 0.10 0.09 - 0.09 0.08 1 0.08 0.07 0.07 1 0.06 1 - 0.06 1 0.05 - 0.05 0.04 — - 0.04 0.03 - - 0.03 1 0.02 0.02 I 0.01 0.01 I 0.00 - 0.00 0 2 5 7 9 12 14 16 19 21 23 26 Time (hrs) Hyd No. 1 1 1 Hydrograph Plot i Hydraflow Hydrographs by Intel'solve Thursday, Jan 11 2007, 3:20 PM Hyd. No. 2 1 Basin 2 I Hydrograph type = SBUH Runoff Peak discharge = 0.48 cfs Storm frequency = 25 yrs Time interval = 2 min Drainage area = 0.55 ac Curve number = 96 1 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = USER Time of conc. (Tc) = 5 min Total precip. = 3.90 in Distribution = Type IA I Storm duration = 24 hrs Shape factor = N/A Hydrograph Volume = 6,870 cuft 1 1 Basin 2 Q (cfs) Hyd. No. 2 -- 25 Yr Q (cfs) 1 0.50 0.50 A 0.45 - 0.45 0.40 - 0.40 1 0.35 - 0.35 1 0.30 — 0.30 1 0.25 — 0.25 1 0.20 0.20 0.15 0.15 1 / /i1 0.10 0.10 1 0.05 0 1 0.00 - 0.00 0 2 5 7 9 12 14 16 19 21 23 26 Time (hrs) 1 Hyd No. 2 1 1 Hydrograph Plot 1 Hydraflow Hydrographs by Intelisolve Thursday, Jan 11 2007, 3:20 PM • Hyd. No. 3 Basin 3 I Hydrograph type = SBUH Runoff Peak discharge = 0.76 cfs Storm frequency = 25 yrs Time interval = 2 min Drainage area = 0.84 ac Curve number = 97 I Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = USER Time of conc. (Tc) = 5 min Total precip. = 3.90 in Distribution = Type IA 1 Storm duration = 24 hrs Shape factor = N/A Hydrograph Volume = 10,831 cuft 1 1 Basin 3 Q (cfs) Hyd. No. 3 -- 25 Yr Q (cfs) 1 1.00 � 1 1.00 1 0.90 0.90 0.80 0.80 I n 0.70 - 0.70 1 0.60 0.60 1 0.50 0.50 1 0.40 0.40 0.30 0.30 111 0.20 0.20 1 0.10 - 0.10 0.00 0.00 0 2 5 7 9 12 14 16 19 21 23 26 Time (hrs) 1 Hyd No. 3 1 1 Hydrograph Pot 1 Hydraflow Hydrographs by Intelisolve Thursday, Jan 11 2007, 3:21 PM • Hyd. No. 4 Basin 4 1 Hydrograph type = SBUH Runoff Peak discharge = 0.68 cfs Storm frequency = 25 yrs Time interval = 2 min Drainage area = 0.74 ac Curve number = 93 I Basin Slope = 0.0 % Hydraulic length = 0 it Tc method = USER Time of conc. (Tc) = 5 min Total precip. = 3.90 in Distribution = Type IA 1 Storm duration = 24 hrs Shape factor = N/A Hydrograph Volume = 9,846 cuft 1 1 Basin 4 Q (cfs) Hyd. No. 4 -- 25 Yr Q (cfs) 1 •1.00 1.00 I 0.90 0.90 0.80 0.80 1 0.70 0.70 1 1 0.60 0.60 1 0.50 — i 0.50 0.40 — � 0.40 0.30 — 0.30 1:: 020 0.10 � I I � I 1 0.00 0.00 0 2 5 7 9 12 14 16 19 21 23 26 1 Hyd No. 4 Time (hrs) 1 1 Hydroo raph Plot 1 Hydraflow Hydrographs by Intelisolve Thursday, Jan 11 2007, 3:22 PM Hyd. No. 5 1 Basin 5 I Hydrograph type = SBUH Runoff Peak discharge = 0.15 cfs Storm frequency = 25 yrs Time interval = 2 min Drainage area = 0.16 ac Curve number = 98 I Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = USER Time of conc. (Tc) = 5 min Total precip. = 3.90 in Distribution = Type IA 1 Storm duration = 24 hrs Shape factor = N/A Hydrograph Volume = 2,129 cuft 1 1 Basin 5 Q (cfs) Hyd. No. 5 -- 25 Yr 0 (cfs) 1 0.50 0.50 1 0.45 - 0.45 0.40 0.40 1 0.35 0.35 1 0.30 i 0.30 1 0.25 0.25 0.20 1 0.20 0.15 0.15 1 0.10 — 0.10 1 0.05 - ) 0.05 1 0.00 / I ■ 0.00 0 2 5 7 9 12 14 16 19 21 23 26 Time (hrs) 1 Hyd No. 5 1 1 Hydrograph Pot I Hydraflow Hydrographs by Intelisolve Thursday, Jan 11 2007, 3:22 PM 1 Hyd. No. 6 Basin 6 Hydrograph type = SBUH Runoff Peak discharge = 0.10 cfs • Storm frequency = 25 yrs Time interval = 2 min Drainage area = 0.11 ac Curve number = 98 I Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = USER Time of conc. (Tc) = 5 min Total precip. = 3.90 in Distribution = Type IA 1 Storm duration = 24 hrs Shape factor = N/A Hydrograph Volume = 1,464 cuft 1 1 Basin 6 Q ( Hyd. No. 6 -- 25 Yr Q (cfs) 1 0.50 1 I 0.50 1 0.45 1 0.45 0.40 ' 0.40 1 0 0.35 0.35 1 0.30 0.30 1 0.25 0.25 1 0.20 I - 0.20 0.15 - 0.15 1 0.10 0.10 1 0.05 — 0.05 S 0.00 - 0.00 0 2 5 7 9 12 14 16 19 21 23 26 Time (hrs) I Hyd No. 6 1 1 Hydro graph Piot 1 Hydraflow Hydrographs by Intelisolve Thursday, Jan 11 2007, 3:22 PM Hyd. No. 7 1 Basin R1 I Hydrograph type = SBUH Runoff Peak discharge = 0.48 cfs Storm frequency = 25 yrs Time interval = 2 min Drainage area = 0.52 ac Curve number = 98 I Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = USER Time of conc. (Tc) = 5 min Total precip. = 3.90 in Distribution = Type IA Storm duration = 24 hrs Shape factor = N/A Hydrograph Volume = 6,919 cuft 1 1 Basin R1 Q (cfs) Hyd. No. 7 -- 25 Yr Q (cfs) 1 0.50 0.50 1 0.45 0.45 0.40 0.40 1 0.35 - 0.35 1 0.30 — - 0.30 1 0.25 — i 0.25 1 0.20 0.20 0.15 0.15 1 0.10 - 0.10 1 0.05 - 0.05 1 0.00 - 0.00 0 2 5 7 9 12 14 16 19 21 23 26 Time (hrs) 1 Hyd No. 7 1 1 Hydrograph Plot 1 Hydraflow Hydrographs by Intelisolve Thursday, Jan 11 2007, 3:23 PM Hyd. No. 8 • Basin R2 Hydrograph type = SBUH Runoff Peak discharge = 0.44 cfs I Storm frequency = 25 yrs Time interval = 2 rain Drainage area = 0.48 ac Curve number = 98 Basin Slope = 0.0 % Hydraulic length = 0 ft I Tc method = USER Time of conc. (Tc) = 5 ruin Total precip. = 3.90 in Distribution = Type IA Storm duration = 24 hrs Shape factor = N/A Hydrograph Volume = 6,387 tuft 1 1 Basin R2 Q (cfs) Hyd. No. 8 -- 25 Yr (cfs) 1 0.50 i 0.50 0.45 0.45 I r 0.40 0.40 1 0.35 - 0.35 1 0.30 — 0.30 1 0.25 - 0.25 1 0.20 - - 0.20 0.15 j 0.15 0.10 0.10 1 0.05 - 0.05 1 0.00 - - 0.00 0 2 5 7 9 12 14 16 19 21 23 26 Time (hrs) 1 Hyd No. 8 1 1 Hydrograph Pot I Hydraflow Hydrographs by Intelisolve Thursday, Jan 11 2007, 3:23 PM 1 Hyd. No. 9 Basin 7 • Hydrograph type = SBUH Runoff Peak discharge = 0.05 cfs Storm frequency = 25 yrs Time interval = 2 min Drainage area = 0.06 ac Curve number = 98 1 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = USER Time of conc. (Tc) = 5 min Total precip. = 3.90 in Distribution = Type IA 1 Storm duration = 24 hrs Shape factor = N/A Hydrograph Volume = 798 cult 1 1 Basin 7 Q (cfs) Hyd. No. 9 -- 25 Yr Q (cfs) 1 0.10 , 0.10 1 0.09 0.09 0.08 0.08 1 0.07 0.07 1 0.06 0.06 1 0.05 0.05 I I 0.04 - 1 0.04 0.03 - — — 1 - 0.03 1 0.02 0.02 1 0.01 0.01 1 0.00 0.00 0 2 5 7 9 12 14 16 19 21 23 26 Time (hrs) 1 Hyd No. 9 1 1 Hydrograph Pot 1 Hydraflow Hydrographs by Intelisolve Thursday, Jan 11 2007, 3:24 PM i Hyd. No. 10 Basin 8 1 Hydrograph type = SBUH Runoff Peak discharge = 0.02 cfs Storm frequency = 25 yrs Time interval = 2 min Drainage area = 0.02 ac Curve number = 98 1 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = USER Time of conc. (Tc) = 5 mire Total precip. = 3.90 in Distribution = Type IA 1 Storm duration = 24 hrs Shape factor = N/A Hydrograph Volume = 266 cuft 1 1 Basin 8 Q (cfs) Hyd. No. 10 -- 25 Yr Q (cfs) 1 0.10 1 0.10 1 1 0.09 ' 0.09 0.08 j 1 0.08 1 0.07 1 0.07 1 0.06 0.06 1 0.05 — 0.05 1 0.04 L 0.04 0.03 0.03 0.02 0.02 1 0.01 0.01 1 0.00 1 1 0.00 0 2 5 7 9 12 14 16 19 21 23 26 Time (hrs) I Hyd No. 10 1 1 Hydrograph Plot 1 Hydraflow Hydrographs by Intelisolve Thursday, Jan 11 2007, 3:24 PM 1 Hyd. No. 11 Basin R2a 1 Hydrograph type = SBUH Runoff Peak discharge = 0.07 cfs Storm frequency = 25 yrs Time interval = 2 min Drainage area = 0.08 ac Curve number = 98 1 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = USER Time of conc. (Tc) = 5 min Total precip. = 3.90 in Distribution = Type IA 1 Storm duration = 24 hrs Shape factor = N/A Hydrograph Volume = 998 cuft 1 1 Basin R2a Q (cfs) Hyd. No. 11 -- 25 Yr Q (cfs) 1 0.10 0.10 1 0.09 - 0.09 0.08 I 0.08 1 0.07 0.07 I - 0.06 0.06 � 1 0.05 – 0.05 1 0.04 — - 0.04 0.03 = 0.03 1 0.02 0.02 1 0.01 0.01 1 0.00 ---k - 0.00 0 2 5 7 9 12 14 16 19 21 23 26 1 Time (hrs) Hyd No. 11 1 1 Hydrograph Plot 1 Hydraflow Hydrographs by Intelisolve Thursday, Jan 11 2007, 3:25 PM 1 Hyd. No. 12 Basin R2b I Hydrograph type = SBUH Runoff Peak discharge = 0.15 cfs Storm frequency = 25 yrs Time interval = 2 min Drainage area = 0.16 ac Curve number = 98 I Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = USER Time of conc. (Tc) = 5 min Total precip. = 3.90 in Distribution = Type IA 1 Storm duration = 24 hrs Shape factor = N/A Hydrograph Volume = 2,161 cuft 1 1 Basin R2b Q (cfs) Hyd. No. 12 -- 25 Yr Q (cfs) 1 0.50 0.50 1 0.45 0.45 0.40 0.40 1 0.35 0.35 1 0.30 i 0.30 1 0.25 0.25 1 0.20 i 0.20 0.15 - 0.15 1 0.10 0.10 1 0.05 0.05 I 0.00 \. 0.00 -- 0 2 5 7 9 12 14 16 19 21 23 26 1 Hyd No. 12 Time (hrs) 1 1 Hydrograph Pilot I Hydraflow Hydrographs by Intelisolve Thursday, Jan 11 2007, 3:25 PM I 1 Hyd. No. 13 Basin R2c 1 Hydrograph type = SBUH Runoff Peak discharge = 0.23 cfs Storm frequency = 25 yrs Time interval = 2 min Drainage area = 0.25 ac Curve number = 98 1 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = USER Time of conc. (Tc) = 5 min Total precip. = 3.90 in Distribution = Type IA 1 Storm duration = 24 hrs Shape factor = N/A Hydrograph Volume = 3,270 cult 1 1 Basin R2 Q (cfs) Hyd. No. 13 -- 25 Yr Q (cfs) 1 0.50 0.50 1 0.45 0.45 0.40 0.40 1 0.35 0.35 10.30 0 I 0.25 0.25 1 0.20 0.20 0.15 — j 0.15 j I I I 1 0.10 i i 0.10 1 C 0.05 0.05 I - i 1 0.00 1 0.00 0 2 5 7 9 12 14 16 19 21 23 26 1 Hyd No. 13 Time (hrs) 1 1 Hydrograph Plot I Hydraflow Hydrographs by Intelisolve Thursday, Jan 11 2007, 3:25 PM • Hyd. No. 14 I Basin 9 Hydrograph type = SBUH Runoff Peak discharge = 0.04 cfs I Storm frequency = 25 yrs Time interval = 2 min Drainage area = 0.04 ac Curve number = 98 U Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = USER Time of conc. (Tc) = 5 rnin Total precip. = 3.90 in Distribution = Type IA ' Storm duration = 24 hrs Shape factor = N/A Hydrograph Volume = 532 tuft 1 1 Basin 9 Q (cfs) Hyd. No. 14 -- 25 Yr Q (cfs) I 0.10 1 0.10 ' 0.09 0.09 0.08 0.08 1 0.07 0.07 0.06 0.06 0.05 - - 0.05 I 0.04 0.04 0.03 1 - 0.03 1 \\--'-------. 0.02 0.02 1 0.01 0.01 II - 0.00 ` - 0.00 0 2 5 7 9 12 14 16 19 21 23 26 Time (hrs) 1 Hyd No. 14