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j IT Zc cc) —0°c Storm Water Quality and Detention Calculations McDonald's Corporation Tigard, OR Zone 7 (ODOT)r + Q f�' EO RO� �k� J 01 �G i t` L't' "49 giti oIUGoca ti 0). ` Y i e. " J.O. # 1742.057.0 January, 1997 WESTECH ENGINEERING INC. 3421 25th Street S.E. Salem, Oregon 97302 (503) 585 -2474 CONTENTS ti .. • Site Parameters • Water Quality Calculations • Stormwater Detention Calculations • Water Quality and Detention Volumes Provided Calculations • Orifice Size Calculations • Required Stormwater Detention Volume Calculations (ODOT) • Required Stormwater Quality Volume Calculations (ODOT) • Santa Barbara Urban Hydrograph Method, Undeveloped Site Calculations • Santa Barbara Urban Hydrograph Method, Developed Site Calculations Storm Water Quality and Detention Calculations McDonald's Corporation Tigard, OR Zone 7 (ODOT) Total Area 1.42 acres Previously ,Undeveloped 1.42 acres Storm Event = 25 year Undeveloped Area C =0.25 =22 min A = 1.42 acres S = 9 -11% i = 1.3 in /hr n = 0.25 Q =CiA Q = 0.25 x 1.3 x 1.42 = 0.46cfs After Development Impervious area = 1.16 acres, C = 0.90 Landscaped area = 0.26 acres, C = 0.25 C = 0.80 = 10 min A = t.4 2. acres S = 2.0% i = 1.9 in /hr n = 0.014 Q = CiA Q = 0.80 x 1.9 x 1.42 = 2.16 cfs . Water Quality Calculations Required Storage Design Storm - 0.36" in 4 hour period Impervious Area - 1.16 acres Required Storage - 1,226 cubic feet (See attached spreadsheet) Storage Provided - 1,373 cubic feet (See attached spreadsheet), Allowed Discharge for Water Ouality Facility Detention facility for water quality shall drain over a 48 hour period, which is based on a 48 hour return storm event. 1,226 cubic feet /48 hours = 0.0071 cfs = allowed discharge Orifice Size Invert Elevation = 241.75 Maximum over flow elevation for Water Quality = 245.25 Orifice Size = 0.4" (See attached spread sheet) Storm Water Detention Calculations Required Storage (See attached spread sheets) Required Storage = 800 c.f. Santa Barbara Urban Hydrograph Method 1,223 c.f. ODOT Hydraulics Manual Storage Provided = 1,240 cubic feet (See attached volume calculation) Overflow Elevation = 246.0 Top of Bank = 247.0 (provides one foot of free board) Allowed Discharge for Storm Water Detention Facility Allowed discharge = run off from undeveloped site C = 0.25 T = 22 min A = 1.42 acres S = 9 -11% i = 1.3 in /hr n = 0.25 Q = CiA Q= 0.25 x 1.3 x 1.42 = 0.5 cfs Orifice Size Invert Elevation = 241.25 Maximum over flow elevation for Water Quantity = 246.0 Orifice Size = 3.7" (See attached spread sheet) • POND -2 Version: 5.17 S /N: VOLUME FOR WATER QUALITY AND DETENTION TIGARD, OR MCDONALD'S DEVELOPMENT CALCULATED 01 -01 -1997 15:32:52 DISK FILE: TIGARD .VOL Planimeter scale: 1 inch = 20 ft. * Elevation Planimeter Area Al +A2 +sgr(A1 *A2) Volume Volume Sum (ft) (sq.in.) (sq.ft) (sq.ft) (cubic -ft) (cubic -ft) 242.00 0.00 0 0 0 0 243.00 0.95 380 380 127 127 244.00 1.35 540 1,373 458 584 245.00 2.67 1,068 2,367 789 1,373 246.00 3.55 1,420 3,719 1,240 2,613 2 IA = (sq.rt(Areal) + (( Ei- E1)/( E2- E1 )) *(sq.rt(Area2) sq.rt(Areal))) where: El, E2 = Closest two elevations with planimeter data Ei = Elevation at which to interpolate area Areal,Area2 = Areas computed for El, E2, respectively IA = Interpolated area for Ei * Incremental volume computed by the Conic Method for Reservoir Volumes. Volume = (1/3) * (EL2 -EL1) * (Areal + Area2 + sq.rt.(Areal *Area2)) where: EL1, EL2 = Lower and upper elevations of the increment Areal,Area2 = Areas computed for EL1, EL2, respectively Volume = Incremental volume between EL1 and EL2 ORIFICE CALCULATIONS McDonald's Corporation Tigard, Oregon Water Quality Control P.Q. = Allowed Outflow H = Head Orifice Size = 6.166 x (P.Q. /H ^ .5) ^ .5 Water Quality Limit Elevation = 245.25 feet Invert Elevation = 241.25 feet P.Q. = 0.0071 cfs H = 4.00 feet Orifice Size = 0.37 inches Water Detention Control P.Q. = Allowed Outflow H = Head Orifice Size = 6.166 x (P.Q. /H ^ .5) ^ .5 Water Detention Limit Elevation = 246.0 feet Invert Elevation = 244.0 feet P.Q. = 0.5 cfs H = 2 feet Orifice Size = 3.7 inches WESTECH ENGINEERING, INC. REQUIRED STORMWATER DETENTION STORAGE Highway 99 @ 72nd Street CLIENT: McDonald's Corporation J.O.: 1742.057.0 LOCATION: Tigard, Oregon C (Rational Coefficient): 0.78 1.16 acres @ 0.9 + 0.26 acres @ 0.2 ACRES: 1.36 acres RECIEVING SYSTEM: 72nd Street OUTLET RESTRICTION: 0.50 cfs Amount allowed to be discharged STORM FREQUENCY: 25 yr. TIME RAIN INFLOW INFLOW OUTFLOW REQUIRED IN C • A INTENSITY Q VOL Q OUTFLOW STORAGE MIN. ACRES IN/HR CFS CU.FT. CFS CU.FT. CU.FT. 5 1.06 2.45 2.60 779.7 0.50 150.0 629.7 10 1.06 1.90 2.02 1209.3 0.50 300.0 909.3 15 1.06 1.62 1.72 1546.6 0.50 450.0 1096.6 20 1.06 1.40 1.49 1782.1 0.50 600.0 1182.1 25 1.06 1.24 1.32 1973.1 0.50 750.0 1223.1 I 30 1.06 1.10 1.17 2100.4 0.50 900.0 1200.4 35 1.06 1.00 1.06 2227.7 0.50 1050.0 1177.7 40 1.06 0.92 0.98 2342.2 0.50 1200.0 1142.2 50 1.06 0.78 0.83 2482.3 0.50 1500.0 982.3 60 1.06 0.70 0.74 2673.2 0.50 1800.0 873.2 70 1.06 0.64 0.68 2851.4 030 2100.0 751.4 80 1.06 0.60 0.64 3055.1 0.50 2400.0 655.1 90 1.06 0.56 0.59 3207.9 0.50 2700.0 507.9 100 1.06 0.53 0.56 3341.5 0.50 3000.0 341.5 110 1.06 0.50 0.53 3500.6 0.50 3300.0 200.6 120 1.06 0.48 0.51 3666.1 0.50 3600.0 66.1 130 1.06 0.46 0.49 3806.2 0.50 3900.0 -93.8 140 1.06 0.44 0.47 3920.7 030 4200.0 -279.3 150 1.06 0.43 0.45 4057.6 0.50 4500.0 -442.4 160 1.06 0.41 0.43 4175.3 0.50 4800.0 -624.7 170 1.06 0.40 0.42 4328.1 0.50 5100.0 -771.9 180 1.06 0.39 0.41 4468.1 0.50 5400.0 -931.9 190 1.06 0.38 0.40 4595.4 0.50 5700.0 - 1104.6 WESTECH ENGINEERING, INC. ` REQUIRED WATER QUALITY STORAGE CLIENT: McDonald's Corporation J.O.: 1742.057.0 PROJECT: Proposed Restaurant, Highway 99 @ 72nd Street, Tigard, OR LOCATION: Tigard, Oregon RAINFALL: 0.36 " /4 hour period, 0.09 "/hour period RUN -OFF COEFFICIENT: 0.90 ACRES: 1.160 acres RECIEVING SYSTEM: 72nd Street OUTLET RESTRICTION: 0.0088 cfs Amount allowed to be discharged STORM FREQUENCY: 25 yr. TIME RAIN INFLOW INFLOW OUTFLOW REQUIRED IN INTENSITY Q VOL. Q OUTFLOW STORAGE M IN. ACRES IN/HR CFS CU.FT. CFS CU.FT. CU.FT. 0 1.04 0.09 0.00 0.0 0.00 0.0 0.0 5 1.04 0.09 0.09 28.2 0.0088 2.6 25.5 10 1.04 0.09 0.09 56.4 0.0088 5.3 51.1 15 1.04 0.09 0.09 84.6 0.0088 7.9 76.6 20 1.04 0.09 0.09 112.8 0.0088 10.6 102.2 25 1.04 0.09 0.09 140.9 0.0088 13.2 127.7 30 1.04 0.09 0.09 169.1 0.0088 15.8 153.3 35 1.04 0.09 0.09 197.3 0.0088 18.5 178.8 (` 40 1.04 0.09 0.09 225.5 0.0088 21.1 204.4 50 1.04 0.09 0.09 281.9 0.0088 26.4 255.5 60 1.04 0.09 0.09 338.3 0.0088 31.7 306.6 70 1.04 0.09 0.09 394.6 0.0088 37.0 357.7 80 1.04 0.09 0.09 451.0 0.0088 42.2 408.8 90 1.04 0.09 0.09 507.4 0.0088 47.5 459.9 100 1.04 0.09 0.09 563.8 0.0088 52.8 511.0 110 1.04 0.09 0.09 620.1 0.0088 58.1 562.1 120 1.04 0.09 0.09 676.5 0.0088 63.4 613.2 130 1.04 0.09 0.09 732.9 0.0088 68.6 664.2 140 1.04 0.09 0.09 789.3 0.0088 73.9 715.3 150 1.04 0.09 0.09 845.6 0.0088 79.2 766.4 160 1.04 0.09 0.09 902.0 0.0088 84.5 817.5 170 1.04 0.09 0.09 958.4 0.0088 89.8 868.6 180 1.04 0.09 0.09 1014.8 0.0088 95.0 919.7 190 1.04 0.09 0.09 1071.1 0.0088 100.3 970.8 200 1.04 0.09 0.09 1127.5 0.0088 105.6 1021.9 210 1.04 0.09 0.09 1183.9 0.0088 110.9 1073.0 220 1.04 0.09 0.09 1240.3 0.0088 116.2 1124.1 230 1.04 0.09 0.09 1296.6 0.0088 121.4 1175.2 240 1.04 0.09 0.09 1353.0 0.0088 126.7 1226.3 1 250 1.04 0.00 0.00 0.0 0.0088 132.0 1223.7 WESTECH ENGINEERING, INC. REQUIRED WATER QUALITY STORAGE CLIENT: McDonald's Corporation I J.O.: 1742.057.0 PROJECT: Proposed Restaurant, Highway 99 @ 72nd Street, Tigard, OR LOCATION: Tigard, Oregon RAINFALL: 0.36 " /4 hour period, 0.09 "/hour period RUN -OFF COEFFICIENT: 0.90 ACRES: 1.160 acres RECIEVING SYSTEM: 72nd Street OUTLET RESTRICTION: 0.0088 cfs Amount allowed to be discharged STORM FREQUENCY: 25 yr. TIME RAIN INFLOW INFLOW OUTFLOW REQUIRED IN INTENSITY Q VOL. 0 OUTFLOW STORAGE MIN. ACRES IN/HR CFS CU.FT. CFS CU.FT. CU.FT. 260 1.04 0.00 0.00 0.0 0.0088 137.3 1221.0 270 1.04 0.00 0.00 0.0 0.0088 142.6 1218.4 280 1.04 0.00 0.00 0.0 0.0088 147.8 1215.7 290 1.04 0.00 0.00 0.0 0.0088 153.1 1213.1 300 1.04 0.00 0.00 0.0 0.0088 158.4 12103 310 1.04 0.00 0.00 0.0 0.0088 163.7 1207.8 320 1.04 0.00 0.00 0.0 0.0088 169.0 1205.2 330 1.04 0.00 0.00 0.0 0.0088 174.2 1202.5 340 1.04 0.00 0.00 0.0 0.0088 179.5 1199.9 350 1.04 0.00 0.00 0.0 0.0088 184.8 1197.3 360 1.04 0.00 0.00 0.0 0.0088 190.1 1194.6 370 1.04 0.00 0.00 0.0 0.0088 195.4 1192.0 380 1.04 0.00 0.00 0.0 0.0088 200.6 1189.3 390 1.04 0.00 0.00 0.0 0.0088 205.9 1186.7 - 400 1.04 0.00 0.00 0.0 0.0088 211.2 1184.1 410 1.04 0.00 0.00 0.0 0.0088 216.5 1181.4 420 1.04 0.00 0.00 0.0 0.0088 221.8 1178.8 430 1.04 0.00 0.00 0.0 0.0088 227.0 1176.1 440 1.04 0.00 0.00 0.0 0.0088 232.3 1173.5 450 1.04 0.00 0.00 0.0 0.0088 237.6 1170.9 460 1.04 0.00 0.00 0.0 0.0088 242.9 1168.2 470 1.04 0.00 0.00 0.0 0.0088 248.2 1165.6 480 1.04 0.00 0.00 0.0 0.0088 253.4 _ 1162.9 c • Quick TR -55 Ver.5.46 S /N: Executed: 13:11:23 01 -01 -1997 SANTA BARBARA URBAN HYDROGRAPH METHOD (Computational Notes) DEFINITION OF TERMS: At = Total area (acres): At = Ai +Ap Ai = Impervious area (acres) Ap = Pervious area (acres) CNi = Runoff curve number for impervious area CNp = Runoff curve number for pervious area dt = Time increment used for computing hydrograph Ds = Depression storage depth,in. (if 0, depr. stor. is not used). D(t) = Point on distribution curve (fraction of P) for time step t f = f loss coefficient (in /hr) uc = Units conversion constant: convert (runoff inches) /dt to cfs Runoff = in.,Area= acres: uc =60.5 for dt =min.; uc =1.008 for dt =hrs I(t) = Instantaneous hydrograph ordinate at time step t K = Routing constant for computing Q(t +1): K = dt / (2Tc + dt) P = Total precipitation, inches Pa(t) = Accumulated rainfall at time step t Pi(t) = Incremental rainfall at time step t Q(t) = Final hydrograph ordinate (cfs) at time step t Rai(t)= Accumulated runoff (inches) at time step t for impervious area Rai(t)= Accumulated runoff (inches) at time step t for pervious area Rii(t)= Incremental runoff (inches) at time step t for impervious area Rip(t)= Incremental runoff (inches) at time step t for pervious area R(t) = Incremental weighted total runoff (inches) Si = S for impervious area: Si = (1000 /CNi) - 10 Sp = S for pervious area: Sp = (1000 /CNp) - 10 t = Time step (row) number Tc = Time of concentration • Quick TR -55 Ver.5.46 S /N: Executed: 13:11:23 01 -01 -1997 SANTA BARBARA URBAN HYDROGRAPH METHOD (Computational Notes) PRECIPITATION: Column (1): Time for time step t Column (2): D(t) = Point on distribution curve for time step t Column (3): Pi(t) = Pa(t) - Pa(t -1): Col.(4) - Preceding Col.(4) Column (4) : Pa(t) = D(t) x P: Col. (2) x P PERVIOUS AREA RUNOFF (using SCS Runoff CN Method) Column (5): Rap(t) = Accumulated pervious runoff for time step t If (Pa(t) is <= 0.2Sp) then use: Rap(t) = 0.0 If (Pa(t) is > 0.2Sp) then use: 2 Rap(t) = (Col.(4)- 0.2Sp) / (Col.(4) +0.8Sp) Column (6): Rip(t) = Incremental pervious runoff for time step t Rip(t) = Rap(t) - Rap(t-1) Rip(t) = Col.(5) for current row - Col.(5) for preceding row. IMPERVIOUS AREA RUNOFF (using SCS Runoff CN Method) Column (7): Rai(t) = Accumulated impervious runoff for time step t If (Pa(t) is <= 0.2Si) then use: Rai(t) = 0.0 If (Pa(t) is > 0.2Si) then use: 2 Rai(t) = (Col.(4)- 0.2Si) / (Col.(4) +0.8Si) Column (8): Rii(t) = Incremental impervious runoff for time step t Rii(t) = Rai(t) - Rai(t-1) Rii(t) = Col.(7) for current row - Col.(7) for preceding row. INCREMENTAL WEIGHTED RUNOFF: Column (9): R(t) = (Ap /At) x Rip(t) + (Ai /At) x Rii(t) R(t) = (Ap /At) x Col.(6) + (Ai /At) x Col.(8) SANTA BARBARA URBAN HYDROGRAPH METHOD: Column (10): I(t) = Instantaneous hydrograph ordinate at time step t I(t) = (uc x R(t) x At) / dt I(t) = (uc x Col.(9) x At) / dt Column (11): Q(t) = Final hydrograph ordinate at time step t Q(t) = Q(t -1) + ( K x (I(t -1) + I(t) - 2Q(t -1)) ) Q(t) = Col(11) for preceding row + (K x ( col(10) for preceding row + col(10) for current row - 2 x col(11) for preceding row ) ) • Quick TR -55 Ver.5.46 S /N: Executed: 13:13:34 01 -01 -1997 SANTA BARBARA URBAN HYDROGRAPH METHOD MCDONALD'S, TIGARD 25 -YEAR STORM EVENT, UNDEVELOPED Distribution file: EXAMPLE .RDT Description: Example 24 -hour Rainfall Distribution Time increm.(dt): 22 (minutes) ***** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * * Frequency: 25 years * Rainfall: 4.00 inches * (total rainfall for duration) * * Input file: TGRD- 10U.SBH * * ***** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Total area: 1.420 acres Tc: 22.0 minutes PERVIOUS AREA IMPERVIOUS AREA Area: 1.420 acres Area: 0.000 acres CN: 82 CN: 98 S: 2.1951 S: 0.2041 0.2S: 0.4390 0.2S: 0.0408 Cumulative Cumulative Pervious Runoff Impervious Runoff 2.2030 inches 0.0000 inches 11,355 cu -ft 0 cu -ft Total Volume under computed hydrograph: 11,355 cu.ft. * * * * * * * * * * * * * * * ** SUMMARY OF PEAK DISCHARGE * * * * * * * * * * * * * * ** Output Hydrograph: TGRD- 10U.HYD Tp: 8.43 hrs Qpeak: 0.5 cfs Quick TR -55 Ver.5.46 S /N: Executed: 13:13:34 01 -01 -1997 SANTA BARBARA URBAN HYDROGRAPH METHOD MCDONALD'S, TIGARD 25 -YEAR STORM EVENT, UNDEVELOPED Distr.File: EXAMPLE .RDT Input File: TGRD- 10U.SBH Output Hyd: TGRD- 10U.HYD DISTRIBUTION - -- RAINFALL - -- RUNOFF -- HYDROGRAPHS -- (1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) Perv. Perv. Imperv. Imperv. Wtd. Time Distr. Incr. Accum. Accum. Incr. Accum. Incr. Incr. Instant Final (hrs) value in. in. in. in. in. in. in. cfs cfs 0.00 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0 0.0 0.37 0.0088 0.0352 0.0352 0.0000 0.0000 0.0000 0.0000 0.0000 0.0 0.0 0.73 0.0176 0.0352 0.0704 0.0000 0.0000 0.0000 0.0000 0.0000 0.0 0.0 1.10 0.0264 0.0352 0.1056 0.0000 0.0000 0.0000 0.0000 0.0000 0.0 0.0 1.47 0.0352 0.0352 0.1408 0.0000 0.0000 0.0000 0.0000 0.0000 0.0 0.0 1.83 0.0450 0.0392 0.1800 0.0000 0.0000 0.0000 0.0000 0.0000 0.0 0.0 2.20 0.0560 0.0440 0.2240 0.0000 0.0000 0.0000 0.0000 0.0000 0.0 0.0 2.57 0.0670 0.0440 0.2680 0.0000 0.0000 0.0000 0.0000 0.0000 0.0 0.0 2.93 0.0796 0.0504 0.3184 0.0000 0.0000 0.0000 0.0000 0.0000 0.0 0.0 3.30 0.0928 0.0528 0.3712 0.0000 0.0000 0.0000 0.0000 0.0000 0.0 0.0 3.67 0.1060 0.0528 0.4240 0.0000 0.0000 0.0000 0.0000 0.0000 0.0 0.0 4.03 0.1214 0.0616 0.4856 0.0010 0.0010 0.0000 0.0000 0.0010 0.0 0.0 4.40 0.1368 0.0616 0.5472 0.0051 0.0041 0.0000 0.0000 0.0041 0.0 0.0 4.77 0.1529 0.0645 0.6117 0.0126 0.0075 0.0000 0.0000 0.0075 0.0 0.0 13 0.1710 0.0722 0.6838 0.0246 0.0120 0.0000 0.0000 0.0120 0.0 0.0 .50 0.1890 0.0722 0.7560 0.0400 0.0154 0.0000 0.0000 0.0154 0.1 0.0 5.87 0.2086 0.0784 0.8344 0.0603 0.0203 0.0000 0.0000 0.0203 0.1 0.1 6.23 0.2295 0.0836 0.9180 0.0858 0.0254 0.0000 0.0000 0.0254 0.1 0.1 6.60 0.2504 0.0836 1.0016 0.1148 0.0290 0.0000 0.0000 0.0290 0.1 0.1 6.97 0.2783 0.1117 1.1133 0.1584 0.0437 0.0000 0.0000 0.0437 0.2 0.1 7.33 0.3124 0.1363 1.2496 0.2186 0.0602 0.0000 0.0000 0.0602 0.2 0.2 7.70 0.3752 0.2512 1.5008 0.3461 0.1276 0.0000 0.0000 0.1276 0.5 0.3 8.07 0.4526 0.3096 1.8104 0.5273 0.1812 0.0000 0.0000 0.1812 0.7 0.5 8.43 0.4856 0.1318 1.9422 0.6110 0.0837 0.0000 0.0000 0.0837 0.3 0.5 8.80 0.5106 0.1003 2.0426 0.6769 0.0659 0.0000 0.0000 0.0659 0.3 0.4 9.17 0.5300 0.0774 2.1200 0.7290 0.0521 0.0000 0.0000 0.0521 0.2 0.3 9.53 0.5494 0.0774 2.1974 0.7821 0.0531 0.0000 0.0000 0.0531 0.2 0.2 9.90 0.5687 0.0774 2.2749 0.8361 0.0540 0.0000 0.0000 0.0540 0.2 0.2 10.27 0.5881 0.0774 2.3523 0.8910 0.0549 0.0000 0.0000 0.0549 0.2 0.2 10.63 0.6074 0.0774 2.4298 0.9468 0.0557 0.0000 0.0000 0.0557 0.2 0.2 11.00 0.6236 0.0646 2.4944 0.9939 0.0471 0.0000 0.0000 0.0471 0.2 0.2 11.37 0.6394 0.0634 2.5578 1.0406 0.0467 0.0000 0.0000 0.0467 0.2 0.2 11.73 0.6553 0.0634 2.6211 1.0878 0.0472 0.0000 0.0000 0.0472 0.2 0.2 12.10 0.6711 0.0634 2.6845 1.1355 0.0477 0.0000 0.0000 0.0477 0.2 0.2 12.47 0.6870 0.0634 2.7478 1.1835 0.0481 0.0000 0.0000 0.0481 0.2 0.2 12.83 0.7013 0.0574 2.8052 1.2275 0.0439 0.0000 0.0000 0.0439 0.2 0.2 13.20 0.7138 0.0502 2.8554 1.2661 0.0387 0.0000 0.0000 0.0387 0.2 0.2 13.57 0.7264 0.0502 2.9055 1.3050 0.0389 0.0000 0.0000 0.0389 0.2 0.2 13.93 0.7389 0.0502 2.9557 1.3442 0.0392 0.0000 0.0000 0.0392 0.2 0.2 14.30 0.7515 0.0502 3.0058 1.3836 0.0394 0.0000 0.0000 0.0394 0.2. 0.2 14.67 0.7640 0.0502 3.0560 1.4232 0.0396 0.0000 0.0000 0.0396 0.2 0.2 Quick TR -55 Ver.5.46 S /N: • Executed: 13:13:34 01 -01 -1997 Distr.File: EXAMPLE .RDT Input File: TGRD- 10U.SBH Output Hyd: TGRD- 1OU.HYD D�6TRIBUTION - -- RAINFALL - -- RUNOFF -- HYDROGRAPHS -- (1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) Perv. Perv. Imperv. Imperv. Wtd. Time Distr. Incr. Accum. Accum. Incr. Accum. Incr. Incr. Instant Final (hrs) value in. in. in. in. in. in. in. cfs cfs 15.03 0.7750 0.0440 3.1000 1.4581 0.0349 0.0000 0.0000 0.0349 0.1 0.1 15.40 0.7860 0.0440 3.1440 1.4932 0.0351 0.0000 0.0000 0.0351 0.1 0.1 15.77 0.7970 0.0440 3.1880 1.5285 0.0352 0.0000 0.0000 0.0352 0.1 0.1 16.13 0.8080 0.0440 3.2320 1.5639 0.0354 0.0000 0.0000 0.0354 0.1 0.1 16.50 0.8190 0.0440 3.2760 1.5994 0.0356 0.0000 0.0000 0.0356 0.1 0.1 16.87 0.8288 0.0392 3.3152 1.6312 0.0318 0.0000 0.0000 0.0318 0.1 0.1 17.23 0.8376 0.0352 3.3504 1.6599 0.0287 0.0000 0.0000 0.0287 0.1 0.1 17.60 0.8464 0.0352 3.3856 1.6886 0.0287 0.0000 0.0000 0.0287 0.1 0.1 17.97 0.8552 0.0352 3.4208 1.7174 0.0288 0.0000 0.0000 0.0288 0.1 0.1 18.33 0.8640 0.0352 3.4560 1.7463 0.0289 0.0000 0.0000 0.0289 0.1 0.1 18.70 0.8728 0.0352 3.4912 1.7753 0.0290 0.0000 0.0000 0.0290 0.1 0.1 19.07 0.8816 0.0352 3.5264 1.8044 0.0291 0.0000 0.0000 0.0291 0.1 0.1 19.43 0.8904 0.0352 3.5616 1.8336 0.0292 0.0000 0.0000 0.0292 0.1 0.1 19.80 0.8992 0.0352 3.5968 1.8628 0.0292 0.0000 0.0000 0.0292 0.1 0.1 20.17 0.9080 0.0352 3.6320 1.8922 0.0293 0.0000 0.0000 0.0293 0.1 0.1 20.53 0.9168 0.0352 3.6672 1.9215 0.0294 0.0000 0.0000 0.0294 0.1 0.1 20.90 0.9256 0.0352 3.7024 1.9510 0.0295 0.0000 0.0000 0.0295 0.1 0.1 21.27 0.9344 0.0352 3.7376 1.9806 0.0295 0.0000 0.0000 0.0295 0.1 0.1 21.63 0.9432 0.0352 3.7728 2.0102 0.0296 0.0000 0.0000 0.0296 0.1 0.1 22.00 0.9520 0.0352 3.8080 2.0399 0.0297 0.0000 0.0000 0.0297 0.1 0.1 22.37 0.9608 0.0352 3.8432 2.0696 0.0298 0.0000 0.0000 0.0298 0.1 0.1 ".73 0.9696 0.0352 3.8784 2.0994 0.0298 0.0000 0.0000 0.0298 0.1 0.1 .10 0.9784 0.0352 3.9136 2.1293 0.0299 0.0000 0.0000 0.0299 0.1 0.1 23.47 0.9872 0.0352 3.9488 2.1593 0.0300 0.0000 0.0000 0.0300 0.1 0.1 23.83 0.9960 0.0352 3.9840 2.1893 0.0300 0.0000 0.0000 0.0300 0.1 0.1 24.20 1.0000 0.0160 4.0000 2.2030 0.0137 0.0000 0.0000 0.0137 0.1 0.1 24.57 1.0000 0.0000 4.0000 2.2030 0.0000 0.0000 0.0000 0.0000 0.0 0.0 24.93 1.0000 0.0000 4.0000 2.2030 0.0000 0.0000 0.0000 0.0000 0.0 0.0 25.30 1.0000 0.0000 4.0000 2.2030 0.0000 0.0000 0.0000 0.0000 0.0 0.0 25.67 1.0000 0.0000 4.0000 2.2030 0.0000 0.0000 0.0000 0.0000 0.0 0.0 26.03 1.0000 0.0000 4.0000 2.2030 0.0000 0.0000 0.0000 0.0000 0.0 0.0 26.40 1.0000 0.0000 4.0000 2.2030 0.0000. 0.0000 0.0000 0.0000 0.0 0.0 26.77 1.0000 0.0000 4.0000 2.2030 0.0000 0.0000 0.0000 0.0000 0.0 0.0 , Quick TR -55 Ver.5.46 S /N: . Executed: 13:11:23 01 -01 -1997 SANTA BARBARA URBAN HYDROGRAPH METHOD MCDONALD'S, TIGARD 25 -YEAR STORM EVENT, DEVELOPED Distribution file: EXAMPLE .RDT Description: Example 24 -hour Rainfall Distribution Time increm.(dt): 10 (minutes) ***** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * * * Frequency: 25 years * Rainfall: 4.00 inches * (total rainfall for duration) * * Input file: TGRD- 10D.SBH * * ***** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Total area: 1.420 acres Tc: 10.0 minutes PERVIOUS AREA IMPERVIOUS AREA Area: 0.260 acres Area: 1.160 acres CN: 61 CN: 98 S: 6.3934 S: 0.2041 0.2S: 1.2787 0.2S: 0.0408 Cumulative Cumulative Pervious Runoff Impervious Runoff 0.8125 inches 3.7651 inches 767 cu -ft 15,854 cu -ft Total Volume under computed hydrograph: 16,621 cu.ft. * * * * * * * * * * * * * * * ** SUMMARY OF PEAK DISCHARGE * * * * * * * * * * * * * * ** Output Hydrograph: TGRD- 10D.HYD Tp: 8.00 hrs Qpeak: 1.1 cfs Quick TR -55 Ver.5.46 S /N: • Executed: 13:11:23 01 -01 -1997 SANTA BARBARA URBAN HYDROGRAPH METHOD MCDONALD'S, TIGARD 25 -YEAR STORM EVENT, DEVELOPED Distr.File: EXAMPLE .RDT Input File: TGRD- 1OD.SBH Output Hyd: TGRD- 10D.HYD DISTRIBUTION - -- RAINFALL - -- RUNOFF -- HYDROGRAPHS -- (1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) Perv. Perv. Imperv. Imperv. Wtd. Time Distr. Incr. Accum. Accum. Incr. Accum. Incr. Incr. Instant Final (hrs) value in. in. in. in. in. in. in. cfs cfs 0.00 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0 0.0 0.17 0.0040 0.0160 0.0160 0.0000 0.0000 0.0000 0.0000 0.0000 0.0 0.0 0.33 0.0080 0.0160 0.0320 0.0000 0.0000 0.0000 0.0000 0.0000 0.0 0.0 0.50 0.0120 0.0160 0.0480 0.0000 0.0000 0.0002 0.0002 0.0002 0.0 0.0 0.67 0.0160 0.0160 0.0640 0.0000 0.0000 0.0024 0.0021 0.0017 0.0 0.0 0.83 0.0200 0.0160 0.0800 0.0000 0.0000 0.0063 0.0039 0.0032 0.0 0.0 1.00 0.0240 0.0160 0.0960 0.0000 0.0000 0.0117 0.0054 0.0044 0.0 0.0 1.17 0.0280 0.0160 0.1120 0.0000 0.0000 0.0184 0.0067 0.0054 0.0 0.0 1.33 0.0320 0.0160 0.1280 0.0000 0.0000 0.0261 0.0077 0.0063 0.1 0.0 1.50 0.0360 0.0160 0.1440 0.0000 0.0000 0.0347 0.0086 0.0070 0.1 0.1 1.67 0.0400 0.0160 0.1600 0.0000 0.0000 0.0439 0.0093 0.0076 0.1 0.1 1.83 0.0450 0.0200 0.1800 0.0000 0.0000 0.0564 0.0125 0.0102 0.1 0.1 2.00 0.0500 0.0200 0.2000 0.0000 0.0000 0.0698 0.0133 0.0109 0.1 0.1 2.17 0.0550 0.0200 0.2200 0.0000 0.0000 0.0838 0.0140 0.0115 0.1 0.1 '.33 0.0600 0.0200 0.2400 0.0000 0.0000 0.0984 0.0146 0.0119 0.1 0.1 .50 0.0650 0.0200 0.2600 0.0000 0.0000 0.1135 0.0151 0.0124 0.1 0.1 2.67 0.0700 0.0200 0.2800 0.0000 0.0000 0.1291 0.0156 0.0127 0.1 0.1 2.83 0.0760 0.0240 0.3040 0.0000 0.0000 0.1482 0.0192 0.0157 0.1 0.1 3.00 0.0820 0.0240 0.3280 0.0000 0.0000 0.1679 0.0196 0.0160 0.1 0.1 3.17 0.0880 0.0240 0.3520 0.0000 0.0000 0.1879 0.0201 0.0164 0.1 0.1 3.33 0.0940 0.0240 0.3760 0.0000 0.0000 0.2083 0.0204 0.0167 0.1 0.1 3.50 0.1000 0.0240 0.4000 0.0000 0.0000 0.2290 0.0207 0.0169 0.1 0.1 3.67 0.1060 0.0240 0.4240 0.0000 0.0000 0.2500 0.4210 0.0171 0.1 0.1 3.83 0.1130 0.0280 0.4520 0.0000 0.0000 0.2748 0.0248 0.0202 0.2 0.2 4.00 0.1200 0.0280 0.4800 0.0000 0.0000 0.2998 0.0251 0.0205 0.2 0.2 4.17 0.1270 0.0280 0.5080 0.0000 0.0000 0.3251 0.0253 0.0207 0.2 0.2 4.33 0.1340 0.0280 0.5360 0.0000 0.0000 0.3507 0.0255 0.0208 0.2 0.2 4.50 0.1410 0.0280 0.5640 0.0000 0.0000 0.3764 0.0257 0.0210 0.2 0.2 4.67 0.1480 0.0280 0.5920 0.0000 0.0000 0.4022 0.0259 0.0211 Quick TR -55 Executed: 13:13:34 01 -01 -1997 SANTA BARBARA URBAN HYDROGRAPH METHOD (Computational Notes) DEFINITION OF TERMS: At = Total area (acres): At = Ai +Ap ( ` Ai = Impervious area (acres) Ap = Pervious area (acres) CNi = Runoff curve number for impervious area CNp = Runoff curve number for pervious area dt = Time increment used for computing hydrograph Ds = Depression storage depth,in. (if 0, depr. stor. is not used). • D(t) = Point on distribution curve (fraction of P) for time step t f = f loss coefficient (in /hr) uc = Units conversion constant: convert (runoff inches) /dt to cfs Runoff= in.,Area= acres: uc =60.5 for dt =min.; uc =1.008 for dt =hrs I(t) = Instantaneous hydrograph ordinate at time step t K = Routing constant for computing Q(t +1): K = dt / (2Tc + dt) P = Total precipitation, inches Pa(t) = Accumulated rainfall at time step t Pi(t) = Incremental rainfall at time step t Q(t) = Final hydrograph ordinate (cfs) at time step t Rai(t)= Accumulated runoff (inches) at time step t for impervious area Rai(t)= Accumulated runoff (inches) at time step t for pervious area Rii(t)= Incremental runoff (inches) at time step t for impervious area Rip(t)= Incremental runoff (inches) at time step t for pervious area R(t) = Incremental weighted total runoff (inches) Si = S for impervious area: Si = (1000 /CNi) - 10 Sp = S for pervious area: Sp = (1000 /CNp) - 10 t = Time step (row) number Tc = Time of concentration (" • POND-2 Version: 5.17 S /N: » »> OUTFLOW HYDROGRAPH ESTIMATOR ««< Inflow Hydrograph: TGRD- 10D.HYD Qpeak = 1.1 cfs Estimated Outflow: ESTIMATE.EST Qpeak = 0.5 cfs Approximate Storage Volume (computed from t= 4.83 to 8.44 hrs) 800 cubic -ft POND -2 Version: 5.17 S /N: 'Plotted: 01 -01 -1997 Flow (cfs) 0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 5.0 5.5 1 1 1 1 1 1 I 1 1 1 1 6.67 - *x *x 6.83 - *x x 7.0 - *x *x 7.17 - *x x 7.33 - x x 7.5 - x* x * 7.67 - x * x 7.83 - x x 8.0 - x x 8.17 - x * x * 8.33 - x* x 8.5 - 8.67 - r � * a. - * 9.0 - 9.17 - * 9.33 - 9.5 - 9.67 - * 9.83 - 10.0 - * TIME (hrs) * File: TGRD- 10D.HYD Qmax = 1.1 cfs x File: ESTIMATE.EST Qmax = 0.5 cfs Cam