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Tract No. 16216 Hydrology Study
Hydrology Study / Hydraulic Calculations FOR INTERIOR STORM DRAIN NETWORK 100 Year Frequency Tract No. 16216 (S.W. Corner Miller Avenue / Hemlock Avenue) Prepared by: raab engineering, inc. 310 S. Maple Ave. Ste. D Corona, Ca 92880 Tel (909) 272-1072 Fax (909) 272-0166 Prepared der the supervision of: Mark L. ' aab, RCE 29.16 Date (ovo; C�ppGlO�I�D Discussion Tract No. 16216 is a 16 acre project located on the Southerly side of Miller Avenue extending from Plumaria Drive to approximately 660' east of Hemlock Avenue in the City of Fontana. The purpose of this study is to document the flows that will reach each of the catch basins proposed with this development, and to ascertain whether this project should provide additional flow capacities from existing drainage in Miller Avenue. As shown, the flows within Miller Avenue are below the capacity of that street, and as such, remain within the right of way forMiller Avenue. Catch basins sizing calculations are included with this report showing that each of the proposed basins are adequately sized to accommodate a storm frequency of 100 years. The rational method hydrologic model, as defined by Flood Control District for San Bernardino County was followed in the determination_ of all storm w6ter rhrioff calculations. CivilDesign software was used to determine this flow. Tract No. 16216 Job No. 706 San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2000 Version 6.3 Rational Hydrology Study Date: 10/08/02 Raab Engineering, Corona, Califomia - S/N 875 ***"***** Hydrology Study Control Information ********** Assumptions: Rational hydrology study storm event year is 100.0 10 Year storm 1 hour rainfall = 1.000(In.) 100 Year storm-1 hour rainfall = 1.500(In.) Computed rainfall intensity: Storm year = 100.00 1 hour rainfall = 1.500 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 2 AREA 1A ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 10.000 to Point/Station 20.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(3 - 4 dwl/acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.587(In/Hr) Initial subarea data: Initial area flow distance = 721.000(Ft.) Top (of initial area) elevation = 1298.900(Ft.) Bottom (of initial area) elevation = 1288.900(Ft.) Difference in elevation = 10.000(Ft.) . Slope = 0.01387 s(%)= 1.39 TC = k(0.412)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 13.479 min. Rainfall intensity = 3.674(In/Hr) for a 100.0 year storm Effective runoff coefficient used for Brea (Q=KCIA) is C = 0.756 Subarea runoff = 13.061(CFS) Total initial stream area = 4.700(Ac.) Pervious area fraction = 0.600 Initial area Fm value = 0.587(In/Hr) AREA 1A - CONFLUENCE 1 OF 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 20.000 to Point/Station 20.000 **** CONFLUENCE OF MINOR STREAMS'`*"' Along Main Stream number 1 in normal stream number 1 Stream flow area = 4.700(Ac.) Runoff from this stream = 13.061(CFS) Time of concentration = 13.48 min. Rainfall intensity = 3.674(In/Hr) Area averaged loss rate (Fm) = 0.5867(In/Hr) Area averaged Pervious ratio (Ap) = 0.6000 AREA 1 B ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 10.000 to Point/Station 30.000 **** INITIAL AREA EVALUATION'*"* RESIDENTIAL(3 - 4 dwi/acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.6000 Max Toss rate(Fm)= 0.587(In/Hr) Initial subarea data: Initial area flow distance = 853.000(Ft.) Top (of initial area) elevation = 1298.900(Ft.) Bottom (of initial area) elevation = 1288.900(Ft.) Difference in elevation = 10.000(Ft.) Slope = 0.01172 s(%)= 1.17 TC = k(0.412)*[(length^3)/(elevation change)]"0.2 Initial area time of concentration = 14.910 min. Rainfall intensity = 3.459(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.747 Subarea runoff = 9.047(CFS) Total initial stream area = 3.500(Ac.) Pervious area fraction = 0.600 Initial area Fm value = 0.587(In/Hr) AREA 1 B - CONFLUENCE 2 OF 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 30.000 to Point/Station 30.000 **** CONFLUENCE OF MINOR STREAMS"*** Along Main Stream number. 1 in normal stream number 2 Stream flow area = 3.500(Ac.) Runoff from this stream = 9.047(CFS) Time of concentration = 14.91 min. Rainfall intensity = 3.459(In/Hr) Area averaged Toss rate (Fm) = 0.5867(In/Hr) Area averaged Pervious ratio (Ap) = 0.6000 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 13.061 13.48 3.674 2 9.047 14.91 3.459 Qmax(1) = 1.000 * 1.000 * 13.061) + 1.075* 0.904 * 9.047) + = 21.854 Qmax(2) = 0.930* 1.000* 13.061)+ 1.000 * 1.000 * 9.047) + = 21.195 Total of 2 streams to confluence: Flow rates before confluence point: 13.061 9.047 Maximum flow rates at confluence using above data: 21.854 21.195 Area of streams before confluence: 4.700 3.500 Effective area values after confluence: 7.864 8.200 Results of confluence: Total flow rate = 21.854(CFS) Time of concentration = 13.479 min. Effective stream area after confluence = : 7.864(Ac.) Stream Area average Pervious fraction(Ap) = 0.600 Stream Area average soil Toss rate(Fm) = 0.587(In/Hr) Study area (this main stream) = 8.20(Ac.) USER INPUT -1/2 TOTAL FLOW TO CATCH BASIN 1A ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 20.000 to Point/Station 20.000 " USER DEFINED FLOW INFORMATION AT A POINT RESIDENTIAL(3 - 4 dwl/acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.587(In/Hr) Rainfall intensity = 3.674(In/Hr) for a 100.0 year storm User specified values are as follows: TC = 13.48 min. Rain intensity = 3.67(In/Hr) Total area this stream = 4.10(Ac.) Total Study Area (Main Stream No. 1) = 4.10(Ac.) Total runoff = 10.93(CFS) AREA 1A - CATCH BASIN TO JS ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 20.000 to Point/Station 21.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1285.180(Ft.) Downstream point/station elevation = 1284.900(Ft.) Pipe length = 16.65(Ft.) Manning's N = 0.015 No. of pipes =1 Required pipe flow = 10.930(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 10.930(CFS) Normal flow depth in pipe = 10.99(In.) Flow top width inside pipe = 23.92(In.) Critical Depth = 14.23(In.) Pipe flow velocity = 7.79(Ft/s) Travel time through pipe = 0.04 min. Time of concentration (TC) = 13.52 min. AREA 1A - CONFLUENCE 1 OF 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 21.000 to Point/Station 21.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 4.100(Ac.) Runoff from this stream = 10.930(CFS) Time of concentration = 13.52 min. Rainfall intensity = 3.668(In/Hr) Area averaged Toss rate (Fm) = 0.5867(In/Hr) Area averaged Pervious ratio (Ap) = 0.6000 USER INPUT -1/2 TOTAL FLOW TO CATCH BASIN 1 B ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 30.000 to Point/Station 30.000 **** USER DEFINED FLOW INFORMATION ATA POINT'"**" RESIDENTIAL(3 - 4 dwl/acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.587(In/Hr) Rainfall intensity = 3.674(In/Hr) for a 100.0 year storm User specified values are as follows: TC = 13.48 min. Rain intensity = 3.67(In/Hr) Total area this stream = 4.10(Ac.) Total Study Area (Main Stream No. 1) = 4.10(Ac.) Total runoff = 10.93(CFS) AREA 1 B - CATCH BASIN TO JS +++++++++++++++++++++++++++++++IIIFFI+++++++++++++++++++++++++++++++++ Process from Point/Station 30.000 to Point/Station 21.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1285.200(Ft.) Downstream point/station elevation = 1284.400(Ft.) Pipe length = 31.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 10.930(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 10.930(CFS) Normal flow depth in pipe = 9.02(In.) Flow top width inside pipe = 23.25(In.) Critical Depth = 14.23(In.) Pipe flow velocity = 10.12(Ft/s) Travel time through pipe = 0.05 min. Time of concentration (TC) = 13.53 min. AREA 1 B - CONFLUENCE 2 OF 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 21.000 to Point/Station 21.000 CONFLUENCE OF MINOR STREAMS"**" Along Main Stream number: 1 in normal stream number 2 Stream flow area = 4.100(Ac.) Runoff from this stream = 10.930(CFS) Time of concentration = 13.53 min. Rainfall intensity = 3.666(In/Hr) Area averaged Toss rate (Fm) = 0.5867(In/Hr) Area averaged Pervious ratio (Ap) = 0.6000 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 10.930 13.52 3.668 2 10.930 13.53 3.666 Qmax(1) = 1.000* 1.000 * 10.930) + 1.001 * 0.999 * 10.930) + = 21.856 Qmax(2) = 0.999 * 1.000 * 10.930) + 1.000 * 1.000 * 10.930) + = 21.851 Total of 2 streams to confluence: Flow rates before confluence point: 10.930 10.930 Maximum flow rates at confluence using above data: 21.856 21.851 Area of streams before confluence: 4.100 4.100 Effective area values after confluence: 8.195 8.200 Results of confluence: Total flow rate = 21.856(CFS) Time of concentration = 13.516 min. Effective stream area after confluence = 8.195(Ac.) Stream Area average Pervious fraction(Ap) = 0.600 Stream Area average soil Toss rate(Fm) = 0.587(In/Hr) Study area (this main stream) = 8.20(Ac.) PIPEFLOW JS TO JS ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 21.000 to Point/Station 41.000 "PIPEFLOW TRAVEL TIME (User specified size) Upstream point/station elevation = 1284.400(Ft.) Downstream point/station elevation = 1283.300(Ft.) Pipe length = 276.00(Ft.) Manning's N = 0.013 No. of pipes =1 Required pipe flow = 21.856(CFS) Given pipe size = 30.00(In.) NOTE: Normal flow is pressure flow in user selected pipe size. The approximate hydraulic grade line above the pipe invert is 1.531(Ft.) at the headworks or inlet of the pipe(s) Pipe friction loss = 2.631(Ft.) Minor friction loss = 0.000(Ft.) K-factor = 0.00 Pipe flow velocity = 4.45(Ft/s) Travel time through pipe = 0.68 min.( conservative estimate) Time of concentration (TC) = 14.19 min. CONFLUENCE AT JS 1 OF 3 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 41.000 to Point/Station 41.000 **" CONFLUENCE OF MAIN STREAMS The following data inside Main Stream is listed: In Main Stream number:1 Effective stream flow area = 8.195(Ac.) Total study area this main stream = 8.195(Ac.) Runoff from this stream = 21.856(CFS) Time of concentration = 14.19 min. Rainfall intensity = 3.563(In/Hr) Area averaged Toss rate (Fm) = 0.5867(In/Hr) Area averaged Pervious ratio (Ap) = 0.6000 Program is now starting with Main Stream No. 2 AREA 2A ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 60.000 to Point/Station 50.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(3 - 4 dwlacre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.6000 Max Toss rate(Fm)= 0.587(In/Hr) Initial subarea data: Initial area flow distance = 750.000(Ft.) Top (of initial area) elevation = 1309.300(Ft.) Bottom (of initial area) elevation = 1296.700(Ft.) Difference in elevation = 12.600(Ft.) Slope = 0.01680 s(%)= 1.68 TC = k(0.412)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 13.178 min. Rainfall intensity = 3.724(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.758 Subarea runoff = 12.708(CFS) Total initial stream area = 4.500(Ac.) Pervious area fraction = 0.600 Initial area Fm value = 0.587(In/Hr) STREET FLOW THROUGH AREA 2B - INCLUDING AREA 2B ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 50.000 to Point/Station 40.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION'"''"' Top of street segment elevation = 1296.700(Ft.) End of street segment elevation = 1289.800(Ft.) Length of street segment = 465.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 12.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 19,203(CFS) Depth of flow = 0.542(Ft.), Average velocity = 4.337(Ftls) Note: depth of flow exceeds top of street crown. Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 20.000(Ft.) Flow velocity = 4.34(Ftls) Travel time = 1.79 min. TC = 14.97 min. Adding area flow to street RESIDENTIAL(3 - 4 dwl/acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.587(In/Hr) Rainfall intensity = 3.451(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with Modified rational method)(Q=KCIA) is C = 0.747 Subarea runoff = 10.750(CFS) for 4.600(Ac.) Total runoff = 23.458(CFS) Effective area this stream = 9.10(Ac.) Total Study Area (Main Stream No. 2) = 9.10(Ac.) Area averaged Fm value = 0.587(In/Hr) Street flow at end of street = 23.458(CFS) Half street flow at end of street = 23.458(CFS) Depth of flow = 0.570(Ft.), Average velocity = 4.696(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 20.000(Ft.) USER INPUT -1/2 TOTAL FLOW TO CATCH BASIN ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 40.000 to Point/Station 40.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** RESIDENTIAL(3 - 4 dwl/acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.6000 Max Toss rate(Fm)= 0.587(In/Hr) Rainfall intensity = 3.450(In/Hr) for a 100.0 year storm User specified values are as follows: TC = 14.97 min. Rain intensity = 3.45(In/Hr) Total area this stream = 4.55(Ac.) Total Study Area (Main Stream No. 2) = 4.55(Ac.) Total runoff = 11.73(CFS) AREA 2B - CATCH BASIN TO JS ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 40.000 to Point/Station 41.000 **** PIPEFLOW TRAVEL TIME (User specified size)'*** Upstream point/station elevation = 1286.100(Ft.) Downstream point/station elevation = 1283.300(Ft.) Pipe length = 16.00(Ft) Manning's N = 0.013 No. of pipes =1 Required pipe flow = 11.730(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 11.730(CFS) Normal flow depth in pipe = 5.71(In.) Flow top width inside pipe = 20.44(In) Critical Depth = 14.76(In) Pipe flow velocity = 20.51(Ft/s) Travel time through pipe = 0.01 min. Time of concentration (TC) = 14.98 min. CONFLUENCE AT JS 2 OF 3 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 41.000 to Point/Station 41.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number. 2 Effective stream flow area = 4.55(Ac.) Total study area this main stream = 4.55(Ac.) Runoff from this stream = 11.730(CFS) Time of concentration = 14.98 min. Rainfall intensity = 3.448(In/Hr) Area averaged loss rate (Fm) = 0.5867(In/Hr) Area averaged Pervious ratio (Ap) = 0.6000 Program is now starting with Main Stream No. 3 AREA 3A ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 44.000 to Point/Station 43.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(3 - 4 dwl/acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.587(In/Hr) Initial subarea data: Initial area flow distance = 270.000(Ft.) Top (of initial area) elevation = 1292.800(Ft.) Bottom (of initial area) elevation = 1289.800(Ft,) Difference in elevation = 3.000(Ft.) Slope = 0.01111 s(%)= 1.11 TC = k(0.412)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 9.512 min. Rainfall intensity =. 4.529(I11/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.783 Subarea runoff = 0.710(CFS) Total initial stream area = 0.200(Ac.) Pervious area fraction = 0.600 Initial area Fm value = 0.587(In/Hr) CONFLUENCE AT CATCH BASIN 1 OF 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 43.000 to Point/Station 43.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number. 3 in normal stream number 1 Stream flow area = 0.200(Ac.) Runoff from this stream = 0.710(CFS) Time of concentration = 9.51 min. Rainfall intensity = 4.529(In/Hr) Area averaged loss rate (Fm) = 0.5867(In/Hr) Area averaged Pervious ratio (Ap) = 0.6000 USER INPUT -'/z TOTAL FLOW TO CATCH BASIN ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 43.000 to Point/Station 43.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** RESIDENTIAL(3 - 4 dwl/acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.6000 Max Toss rate(Fm)= 0.587(In/Hr) Rainfall intensity = 3.450(In/Hr) for a 100.0 year storm User specified values are as follows: TC = 14.97 min. Rain intensity = 3.45(In/Hr) Total area this stream = 4.55(Ac.) Total Study Area (Main Stream No. 3) = 4.55(Ac.) Total runoff = 11.73(CFS) CONFLUENCE AT CATCH BASIN 2 OF 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 43.000 to Point/Station 43.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 3 in normal stream number 2 Stream flow area = 4.55(Ac.) Runoff from this stream = 11.730(CFS) Time of concentration = 14.97 min. Rainfall intensity = 3.450(In/Hr) Area averaged loss rate (Fm) = 0.5867(INHr) Area averaged Pervious ratio (Ap) = 0.6000 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (INHr) 1 0.710 9.51 4.529 2 11.730 14.97 3.450 Qmax(1) = 1.000* 1.000* 0.710)+ 1.377 * 0.635* 11.730) + = 10.971 Qmax(2) = 0.726 * 1.000 * 0.710) + 1.000 * 1.000* 11.730) + = 12.245 Total of 2 streams to confluence: Flow rates before confluence point: 0.710 11.730 Maximum flow rates at confluence using above data: 10.971 12.245 Area of streams before confluence: 0.200 4.55 Effective area values after confluence: 3.059 4.75 Results of confluence: Total flow rate = 12.245(CFS) Time of concentration = 14.970 min. Effective stream area after confluence = 4.75(Ac.) Strearh Area average Pervious fraction(Ap) = 0.600 Stream Area average soil loss rate(Fm) = 0.587(In/Hr) Study area (this main stream) = 4.75(Ac.) AREA 3A - CATCH BASIN TO JS ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 43.000 to Point/Station 41.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1286.100(Ft.) Downstream point/station elevation = 1283.300(Ft.) Pipe length = 30.00(Ft.) Manning's N = 0.015 No. of pipes =1 Required pipe flow = 12.245(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 12.245(CFS) Normal flow depth in pipe = 7.36(In.) Flow top width inside pipe = 22.13(In.) Critical Depth = 15.09(In.) Pipe flow velocity = 14.98(Ft/s) Travel time through pipe = 0.03 min. Time of concentration (TC) = 15.00 min. CONFLUENCE AT JS 3 OF 3 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 41.000 to Point/Station 41.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number. 3 Effective stream flow area = 4.75(Ac.) Total study area this main stream = 4.75(Ac.) Runoff from this stream = 12.245(CFS) Time of concentration = 15.00 min. Rainfall intensity = 3.446(In/Hr) Area averaged loss rate (Fm) = 0.5867(In/Hr) Area averaged Pervious ratio (Ap) = 0.6000 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 21.856 14.19 3.563 2 11.730 14.98 -3.448 3 12.245 15.00 3.446 Qmax(1) = 1.000 * 1.000* 21.856) + 1.040 * 0.947* 11.730) + 1.041 * 0.946 * 12.245) + = 45.466 Qmax(2) = 0.962 * 1.000 * 21.856) + 1.000 * 1.000* 11.730) + 1.001 * 0.999 * 12.245) + = 44.989 Qmax(3) _ 0.961 * 1.000 * 21.856) + 0.999 * 1.000* 11.730) + 1.000 * 1.000* 12.245) + = 44.961 Total of 3 main streams to confluence: Flow rates before confluence point: 22.856 12.730 13.245 Maximum flow rates at confluence using above data: 45.466 44.989 44.961 Effective Area of streams before confluence: 8.195 4.600 4.75 Effective area values after confluence: 16.998 17.489 17.495 Results of confluence: Total flow rate = 45.466(CFS) Time of concentration = 14.191 min. Effective stream area after confluence = 16.998(Ac.) Stream Area average Pervious fraction(Ap) = 0.600 Stream Area average soil loss rate(Fm) = 0.587(In/Hr) Steam effective area = 17.50(Ac.) PIPEFLOW FROM JS TO EXISTING JOIN ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 41.000 to Point/Station 42.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1282.800(Ft.) Downstream point/station elevation = 1282.000(Ft.) Pipe length = 166.00(Ft.) Manning's N = 0.015 No. of pipes =1 Required pipe flow = 45.466(CFS) Given pipe size = 36.00(In.) NOTE: Normal flow is pressure flow in user selected pipe size. The approximate hydraulic grade line above the pipe invert is 1.571(Ft.) at the headworks or inlet of the pipe(s) Pipe friction loss = 2.371(Ft.) Minor friction Toss = 0.000(Ft.) K-factor = 0.00 Pipe flow velocity = 6.43(Ft/s) Travel time through pipe = 0.26 min. (conservative estimate) Time of concentration (TC) = 14.45 min. AREA 4A ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 70.000 to Point/Station 80.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(3 - 4 dwllacre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.587(In/Hr) Initial subarea data: Initial area flow distance = 700.000(Ft.) Top (of initial area) elevation = 1313.500(Ft.) Bottom (of initial area) elevation = 1305.700(Ft.) Difference in elevation = 7.800(Ft.) Slope = 0.01114 s(%)= 1.11 TC = k(0.412)*[(length^3)/(elevation change)]"0.2 Initial area time of concentration = 13.917 min. Rainfall intensity = 3.605(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.754 Subarea runoff = 1.630(CFS) Total initial stream area = 0.600(Ac.) Pervious area fraction = 0.600 Initial area Fm value = 0.587(In/Hr) STREET FLOW THROUGH AREA 4B INCLUDING AREA 4B ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 80.000 to Point/Station 90.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1305.700(Ft.) End of street segment elevation = 1301.300(Ft.) Length of street segment = 440.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 12.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0130 Manning's N from gutter to grade break = 0.0130 Manning's N from grade break to crown = 0.0130 Estimated mean flow rate at midpoint of street = 2.173(CFS) Depth of flow = 0.302(Ft.), Average velocity = 2.437(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 8.746(Ft.) Flow velocity = 2.44(Ft/s) Travel time = 3.01 min. TC = 16.93 min. Adding area flow to street RESIDENTIAL(3 - 4 dwl/acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.587(In/Hr) Rainfall intensity = 3.205(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.735 Subarea runoff = 0.727(CFS) for 0.400(Ac.) Total runoff = 2.357(CFS) Effective area this stream = 1.00(Ac.) Total Study Area (Main Stream No. 1) = 1.00(Ac.) Area averaged Fm value = 0.587(In/Hr) Street flow at end of street = 2.357(CFS) Half street flow at end of street = 2.357(CFS) Depth of flow = 0.308(Ft.), Average velocity = 2.482(Ft/s) Flow width (from curb towards crown)= 9.072(Ft.) End of computations, Total Study Area = 18.50 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. Area averaged pervious area fraction(Ap) = 0.600 Area averaged SCS curve number = 32.0 Hydraulic Calculations HEMLOCK AVENUE AT PT. 40 DESIGN Q = 23.46 CFS STREET SLOPE S = 0.50% THEREFORE: FOR HALF STREET CALCULATION: Q=111.7xS'n Q = 111.7 x 0.005'n Q = 7.9 CFS SINCE 7.9 CFS < 23.46 CFS, FLOW SPLITS BETWEEN EAST AND WEST SIDE OF HEMLOCK AVENUE. FOR FULL STREET CALCULATION: Q = 572.2xS1n Q = 572.2 x 0.0051' Q = 40.46 CFS SINCE 40.5 CFS > 23.46 CFS, FLOW REMAINS WITHIN CURB. QV? Q„EST+ Q EAST 2 1/2 12.25 + 11.73 2 Q, 11.99 CFS SINCE 11.99 CFS < 60.0 CFS, (Qg,,,k < Qop= ): DEPTH OF FLOW REMAINS BELOW CURB CAPACITY OF STREET FOR FLOW —BY CATCH BASIN CALCULATIONS: DEPTH OF FLOW: d=0.51'FOR Q= 7.9 CFS d = 0.67' FOR Q = 40.5 CFS THEREFORE, BY INTERPOLATION: d = 0.53' FOR Q = 11.99 CFS MILLER AVENUE AT MARINER'S WAY DETERMINE FLOW GEOMETRICS AT POINT 80, NORTH SIDE: DESIGN Q = 23.3 CFS (FROM HYD. TR. 13926) STREET SLOPE S = 0.80% THEREFORE: FOR HALF STREET CALCULATION: Q=140.1xS'n Q = 140.1 x 0.0081' Q = 12.5 CFS SINCE 12.5 CFS < 23.46 CFS, FLOW SPLITS BETWEEN NORTH AND SOUTH SIDE OF MILLER AVENUE. FOR FULL STREET CALCULATION: Q = 406.OxSv2 Q = 406.0 x 0.0081' Q=36.3CFS SINCE 23.46 CFS < 36.3 CFS, (Q„ lug. < Qc,Q„. FLOW REMAINS WITHIN CURB. ): DE 1 tHMINE FLOW GEOMETRICS AT MARINER'S WAY: FOR CONSERVATIVE ESTIMATE OF Qm, QTofg Qmpt Qsumi Q,? 23.6 + 1.6 Q, 25.2 CFS SINCE 25.2 CFS < 36.3 CFS, < ): DEPTH OF FLOW REMAINS BELOW CURB CAPACITY OF STREET MAX. DEPTH PROVIDED = 1306.98 - 1306.24 = 0.74' (FROM ST. PLANS) MAX DEPTH NEEDED = < ,, SINCE 0.67' < 0.74', ( DEPTH �mm < DEPTH), FLOW REMAINS WITHIN MILLER AVENUE. MILLER AVENUE AT HEMLOCK AVENUE DETERMINE FLOW GEOMETRICS JUST EAST OF HEMLOCK AVENUE: DESIGN Q = 29.2 CFS (FROM HYD. TR. 13926) STREET SLOPE S = 1.10% THEREFORE: FOR HALF STREET CALCULATION: Q = 140.1 x S'A Q = 140.1 x 0.0111/2 Q = 14.7CFS SINCE 14.7 CFS < 29.2 CFS, FLOW SPLITS BETWEEN NORTH AND SOUTH SIDE OF MILLER AVENUE. FOR FULL STREET CALCULATION: Q = 406.OxSvz Q = 406.0 x Q = 42.6 CFS SINCE 29.2 CFS < 42.6 CFS, (Qk,,,x < ()upon, FLOW REMAINS WITHIN CURB. FOR CONSERVATIVE ESTIMATE OF Q„„ QrotA. Qrxxrn++ Q sam+ Q,f 29.2+2.4 Q, 31.6 CFS ): SINCE 31.6 CFS < 42.6 CFS, (Qom < Qupory ): DEPTH OF FLOW REMAINS BELOW CURB CAPACITY OF STREET MAX. DEPTH PROVIDED = 1302.69 — 1301.49 = 1.20' (FROM ST. PLANS) MAX DEPTH NEEDED = < 0.67' SINCE 0.67' < 1.20', ( DEPTH NEEDED < DEPTH FRomo), FLOW REMAINS WITHIN MILLER AVENUE. MILLER AVENUE AT HEMLOCK AVENUE DETERMINE FLOW GEOMETRICS JUST WEST OF HEMLOCK AVENUE: DESIGN Q = 40.3 CFS (FROM HYD. TR. 13926) STREET SLOPE S = 1.10% THEREFORE: FOR HALF STREET CALCULATION: Q = 140.1 x S'A Q = 140.1 x 0.0111' Q = 14.7 CFS SINCE 14.7 CFS < 40.3 CFS, FLOW SPLITS BETWEEN NORTH AND SOUTH SIDE OF MILLER AVENUE. FOR FULL STREET CALCULATION: Q = 406.0xS' Q = 406.0 x 0.0111' Q = 42.6 CFS 'SINCE 40.3 CFS < 42.6 CFS, (Qom < QUM? FLOW REMAINS WITHIN CURB. FOR CONSERVATIVE ESTIMATE OF QMTN. Qroti Own+ Qom„ Q, 40.3 + 2.4 2 Q1/2= 21.3 CFS SINCE 21.3 CFS < 42.6 CFS, (Q,c,„,. < Qr„p„en,, ): DEPTH OF FLOW REMAINS BELOW CURB CAPACITY OF STREET FOR FLOW —BY CATCH BASIN CALCULATIONS: DEPTH OF FLOW: d = 0.61' FOR Q= 14.7 CFS d = 0.67' FOR Q = 42.6 CFS THEREFORE, BY INTERPOLATION: d = 0.62' FOR Q = 21.3 CFS STREET CAPACITY CALCULATIONS INDIAN DRIVE - HEMLOCK AVENUE R/W 20' i 12' 2% 2% HALF STREET CAPACITY: USING THE CROWN CENTERLINE TO DEFINE THE MAXIMUM CAPACITY WITHIN THE RIGHT-OF-WAY: Q=A 1S1/2 SOLVING THE EQUATION WITH STREET SLOPE HELD AS A VARIABLE: Q = 4.19 x 0.2042/3 x S1/2 = 111.7 x S 1/2 0.013 FULL STREET CAPACITY: USING THE TOP OF CURB TO DEFINE THE MAXIMUM CAPACITY WITHIN THE RIGHT-OF-WAY: Q=A R2/3S1/2 SOLVING THE EQUATION WITH STREET SLOPE HELD AS A VARIABLE: Q = 14.78 x 0.3572/3 x S1/2 = 572.2 x S 1/2 0.013 11111 N 11111 1111 w M 11111 E NM MN — = N an M S N 11111 — STREET CAPACITY CALCULATIONS MILLER AVENUE 20' R/W 12' 2% 2.67% HALF STREET CAPACITY: USING THE CROWN CENTERLINE TO DEFINE THE MAXIMUM CAPACITY WITHIN THE RIGHT-OF-WAY: Q=A R7 SOLVING THE EQUATION WITH STREET SLOPE HELD AS A VARIABLE: Q = 4.81 x0.233°xS1/2 = 140.1 xSVV2 0.013 FULL STREET CAPACITY USING THE TOP OF CURB TO DEFINE THE MAXIMUM CAPACITY WITHIN THE RIGHT-OF-WAY: Q=A R SOLVING THE EQUATION WITH STREET SLOPE HELD AS A VARIABLE: Q= 12.02 x 0.291° x S1/2 = 406.0 x S1/2 0.013 E Me M M NM IN UN — 1111111 1 NB M w 11111 UM 111111 E MB - Description: Just north of the existing railroad right of wa on Hemlock Avenue at join to end of existing 36" pipe Beginning HGL= 1285.45 (from existing storm drain plan sht 7, dwg. 1758) Beginning Station: 1960.71 Ending Station: 2126.64 Length: 165.93 Q= 45.47 cfs d= 36.00 inches Sf= 0.0046 (see attached printout) Hf= 0.76 ft. Ending HGL= 1286.21 Worksheet Worksheet for Circular Channel Project Description Project File Worksheet Flow Element Method Solve For c:lhaestadlfmw1512.fm2 TRIAL Circular Channel Manning's Formula Full Flow Slope Input Data Mannings Coefficient Diameter Discharge 0.013 36.00 in 45.47 . cfs Results Channel Slope Depth Flow Area Wetted Perimeter Top Width Critical Depth Percent Full Critical Slope Velocity Velocity Head Specific Energy Froude Number Maximum Discharge Full Flow Capacity Full Flow Slope 0.004648 ft/ft 36.0 in 7.07 ft2 9.42 ft 0.00 ft 2.20 ft 100.00 0.005916 ft/ft 6.43 ft/s 0.64 ft FULL ft FULL 48.91 cfs 45.47 cfs 0.004648 ft/ft 10/08/02 04:24:13 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 08708 (203) 755.1888 FlowMaster v5.13 Page 1 of 1 Description: From the first juction structure to the end of the pipe Beginning HGL= 1286.21 Beginning Station: 2131.30 Ending Station: 2407.44 Length: 276.14 Q= 21.86 cfs d= 30.00 inches Sf= 0.0028 (see attached printout) Hf= 0.77 ft. Ending HGL= 1286.99 Worksheet Worksheet for Circular Channel Project Description Project File Worksheet Flow Element Method Solve For c:lhaestadlfmw1512.fm2 TRIAL Circular Channel Manning's Formula Full Flow Slope Input Data Mannings Coefficient Diameter Discharge 0.013 30.00 in 21.86 • cfs Results Channel Slope Depth Flow Area Wetted Perimeter Top Width Critical Depth Percent Full Critical Slope Velocity Velocity Head Specific Energy Froude Number Maximum Discharge Full Flow Capacity Full Flow Slope 0.002841 ft/ft 30.0 in 4.91 ft2 7.85- ft 0.00 ft 1.59 ft 100.00 0.005287 ft/ft 4.45 ft/s 0.31 ft FULL ft FULL 23.51 cfs 21.86 cfs 0.002841 ft/ft 10/08/02 04:27:24 PM Haestad Methods, Inc 37 Brookside Road Waterbury, CT 08708 (203) 755-1666 FlowMaster v5.13 Page 1 of 1 Description: Lateral to Catch Basin No. 1 Beginning HGL= 1286.21 Beginning Station: 1001.25 Ending Station: 1033.03 Length: 31.78 Q= 12.25 cfs d= 24.00 inches Sf= 0.0029 (see attached printout) Hf= 0.09 ft. Hv= 0.24 ft. Ending HGL= 1286.31 1.2*Hv= 0.29 Ponding EGL= 1286.59 which is Tess than the curb flowline elevation at Catch Basin No. 1, therefore okay Worksheet Worksheet for Circular Channel Project Description Project File Worksheet Flow Element Method Solve For c:\haestad\fmw1512.fm2 TRIAL Circular Channel Manning's Formula Full Flow Slope Input Data Mannings Coefficient Diameter Discharge 0.013 24.00 in 12.25 . cfs Results Channel Slope Depth Flow Area Wetted Perimeter Top Width Critical Depth Percent Full Critical Slope Velocity Velocity Head Specific Energy Froude Number Maximum Discharge Full Flow Capacity Full Flow Slope 0.002933 ft/ft 24.0 in 3.14 ft2 6.28 ft 0.00 ft 1.26 ft 100.00 0.005638 ft/ft 3.90 ft/s 0.24 ft FULL ft FULL 13.18 cfs 12.25 cfs 0.002933 ft/ft 10/08/02 04:31:35 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1686 FlowMaster v5.13 Page 1of1 Description: Lateral to Catch Basin No. 2 Beginning HGL= 1286.21 Beginning Station: 1001.25 Ending Station: 1017.19 Length: 15.94 Q= 11.73 cfs d= 24.00 inches Sf= 0.0027 (see attached printout) Hf= 0.04 ft. Hv= 0.22 ft. Ending HGL= 1286.26 1.2*Hv= 0.26 Ponding EGL= 1286.52 which is Tess than the curb flowline elevation at Catch Basin No. 2, therefore okay Worksheet Worksheet for Circular Channel Project Description Project File Worksheet Flow Element Method Solve For c:thaestad\fmw\512.fm2 TRIAL Circular Channel Manning's Formula Full Flow Slope Input Data Mannings Coefficient Diameter Discharge 0.013 24.00 in 11.73 cfs Results Channel Slope Depth Flow Area Wetted Perimeter Top Width Critical Depth Percent Full Critical Slope Velocity Velocity Head Specific Energy Froude Number Maximum Discharge Full Flow Capacity Full Flow Slope 0.002689 ft/ft 24.0 in 3.14 ft2 6.28 ft 0.00 ft 1.23 ft 100.00 0.005528 ft/ft 3.73 ft/s 0.22 ft FULL ft FULL 12.62 cfs 11.73 cfs 0.002689 ft/ft 10/08/02 FlowMaster v5.13 04:32:47 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 08708 (203) 755-1666 Page 1 of 1 Description: Lateral to Catch Basin No. 2 Beginning HGL= 1286.20 Beginning Station: 1001.25 Ending Station: 1017.19 Length: 15.94 Q= 11.73 cfs d= 24.00 inches Sf= 0.0027 (see attached printout) Hf= 0.04 ft. Hv= 0.22 ft. Ending HGL= 1286.24 1.2*Hv= 0.26 Ponding EGL= 1286.50 which is Tess than the curb Bowline elevation at Catch Basin No. 2, therefore okay Description: Lateral to Catch Basin No. 3 Beginning HGL= 1286.99 Beginning Station: 1001.25 Ending Station: 1032.20 Length: 30.95 Q= 10.93 cfs d= 24.00 inches Sf= 0.0023 (see attached printout) Hf= 0.07 ft. Hv= 0.19 ft. Ending HGL= 1287.06 1.2" Hv= 0.23 Pending EGL= 1287.29 which is less than the curb flowline elevation at Catch Basin No. 3, therefore okay Worksheet Worksheet for Circular Channel Project Description Project File Worksheet Flow Element Method Solve For c:lhaestadlfmw1512.fm2 TRIAL Circular Channel Manning's Formula Full Flow Slope Input Data Mannings Coefficient Diameter Discharge 0.013 24.00 in 10.93 cfs Results Channel Slope 0.002335 ft/ft Depth 24.0 in Flow Area 3.14 ft2 Wetted Perimeter 6.28 ft Top Width 0.00 ft Critical Depth 1.19 ft Percent Full 100.00 Critical Slope 0.005369 ft/ft Velocity 3.48 ft/s Velocity Head 0.19 ft Specific Energy FULL ft Froude Number FULL Maximum Discharge 11.76 cfs Full Flow Capacity 10.93 cfs Full Flow Slope 0.002335 ft/ft 10/08/02 04:27:41 PM Haestad Methods, Inc. 37 Brookside Road . Waterbury, CT 08708 (203) 755-1668 FlowMaster v5.13 Page 1 of 1 Description: Lateral to Catch Basin No. 4 Beginning HGL= 1286.99 Beginning Station: 1001.25 Ending Station: 1017.90 Length: 16.65 Q= 10.93 cfs d= 24.00 inches Sf= 0.0023 (see attached printout) Hf= 0.04 ft. Hv= 0.19 ft. Ending HGL= 1287.02 1.2*Hv= 0.23 Ponding EGL= 1287.25 which is Tess than the curb flowline elevation at Catch Basin No. 4, therefore okay t 1 1 Worksheet Worksheet for Circular Channel Project Description Project File Worksheet Flow Element Method Solve For c:lhaestad\fmw1512.fm2 TRIAL Circular Channel Manning's Formula Full Flow Slope Input Data Mannings Coefficient Diameter Discharge 0.013 24.00 in 10.93 cfs Results Channel Slope Depth Flow Area Wetted Perimeter Top Width Critical Depth Percent Full Critical Slope Velocity Velocity Head Specific Energy Froude Number Maximum Discharge Full Flow Capacity Full Flow Slope 0.002335 ft/ft 24.0 in 3.14 ft2 6.28 ft 0.00 ft 1.19 ft 100.00 0.005369 ft/ft 3.48 ft/s 0.19 ft FULL ft FULL 11.76 cfs 10.93 cfs 0.002335 ft/ft 10/08/02 04:27:41 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 08708 (203) 755-1668 FlowMaster v5.13 Page 1 of 1 Description: Existing Beginning HGL= 1300.14 Beginning Station: 1001.00 Ending Station: 1032.00 Length: 31.00 Q= 21.30 d= 24.00 Sf= 0.0089 Hf= 0.28 Hv= 0.71 Ending HGL= 1300.42 1.2*Hv= 0.85 Ponding EGL= 1301.27 lateral and reconstruction to Catch Basin (from Hemlock Elemetary School storm cfs inches (see attached printout) ft. ft. No. 5 (s/s Miller Ave.at Hemlock) drain plans sht. 2 - dwg. 2213) Worksheet Worksheet for Circular Channel Project Description Project File _ Worksheet Flow Element Method Solve For c:lhaestadlfmw1512.fm2 TRIAL Circular Channel Manning's Formula Full Flow Slope Input Data Mannings Coefficient Diameter Discharge 0.013 24.00 in 21.30•cfs Results Channel Slope Depth Flow Area Wetted Perimeter Top Width Critical Depth Percent Full Critical Slope Velocity Velocity Head Specific Energy Froude Number Maximum Discharge Full Flow Capacity 'Full Flow Slope 0.008866 ft/ft 24.0 in 3.14 ft2 6.28 ft 0.00 ft 1.65 ft 100.00 0.008745 ft/ft 6.78 ft/s 0.71 ft FULL ft FULL 22.91 cfs 21.30 cfs 0.008866 ft/ft 10/08/02 04:38:27 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 08708 (203) 755-1666 FlowMaster v5.13 Page 1 of 1 Catch Basin Sizing For all sump catch basins, Curb height (H) = 12" Curb opening (h) = 8" (H)/(h) = 12/8 = 1.5 From LA County sump condition chart: Capacity per foot opening (Q/L) = 2.6 For all flow by basins, capacity per foot is dependent on depth of normal flow in gutter. From LA County flow -by condition chart: Catch Basins 1 and 2: From Hydraulic calculation for Hemlock Ave at Pt. 40: Qa = 11.99 cfs = 0.53' Qa=0.55 La Therefore, for 100% intercptiori, La = Qa / 0.55 = 11.99 / 0.55 = 21.8' Use L=24 / SUMP CONDITION .02 4 • O/- .Fora/ Depres.s ari (a) Hi Curb T r.7.- . —3 /.5 1.0 • —.3 --8 t.4 ts k. • ori •3:; 7 —.2 L15 L0, CONTINUOUS FLOW CONDITIONS DEPTH OF .FLOW - y - FEET .._ 1 1 1 t .0t •. 02 03 .04 .05 A6 0 t0 ' 2 ' (1013.0 I.1 • f ti ll • _ . (%...v�DISCHARGE PER FOOT I1 - . .0F is LENGTH OF CURB OPENING // ,---1- ii INLETS WHEN - INTERCEPTING f�. i� • -r-I00 % OF GUT i ER FLOW -{- --I- . lI — I--t---r i_k I +-I - --1---- I- 1. ri 7 1 � I � f'. I , �''� 4 0'SDo /' ti/ .I i - aiiia i� .1 I �r/' �' Mr 0 • � � 1 • �� I : 0 rt y. / I I • ' / /.f ii i I I .,:I i it ---IL 1 I i (b) PARTIAL INTER- CEPTION RATIO. FOR INLETS OF - LENGTH LESS THAN L.. • I-. _ _ �_ ! ~J • Imo- L -�-�'- i .v ' , - I. f __ --II- 1I ti'H iT1U I LAa 4 .5 .6- • 1.0 .06 • .05 - .04 3• 02 . LO .6 10 .8 LO • • • • .• -- BUREAU OF PUBLIC ROADS. • CAPACITY OF CI IRR • EIPPNINC4 INI _FTS Given: C. B. # .CUBB.'Q.PENINTG (SUMP) (a) Discharge Q Sao - _ 10.13. CFS (b) Curb type "A-2" Solution: ITDt1 4" Rolled 6" Rolled H (depth at opening) _ (2 inches . h'(height of opening)- = H/h (-a / 8 1_S From Chart Q/ft. of opening ' = 2. a L required .= (0.13/ 2 •(0 USE inches CFS = 4•2.01 ft. ft. Catch Basin 5: From Hydraulic calculation for Miller Avenue just west of Hemlock Ave: Qa=21.3cfs 'd = 0.62' Qa = 0.63 La Therefore, for 100% interception, La = Qa / 0.63 = 21.3 / 0.63 = 33.8' For partial interception: 'a/y = .33/.63 = .52 ULa = 21'/33.8 = 0.62 Therefore, from chart, Q/Qa = 0.82 Intercepted Q = 0.82x 21.3 cfs =17.5cfs Flow-bvQ=21.3-17.5=38cfs For Reference Only D-load requirements for ordinary bedding Cover in feet 12 15 Pipe diameter in inches 18 21 24 27 30 33 36 39 42 45 48 51 54 Dead Load 350 . 309 286 267 254 243 234 227 255 250 244 238 234 230 226 2.0 Live Load 1393 1323 1306 1281 1262 1248 1236 1226 1219 1125 1044 975 914 860 812 Total 1743 1632 1592 1549 1516 1491 1471 1454 1474 1375 1289 1213 1148 1090 1039 Dead Load 426 •377 . 349 327 311 ' 298 288 280 315 308 301 . 295 289 284 280 2.5 Live Load 817 " 776 766 751 740 • 732 725 719 719 723 722 715 670 631 595 Total 1243 1153'1115 1079 1052 1031 1014 1000 1034 1031 1024 1010 960. 915 . 876 Dead Load 497 3.0 Live Load 515 .: Total • . 1013 • 441 410 385 366 490 ' - 483 474 : 467 931., 893 859 . 834 352 462 814 . 340 331 373 365 358 349 344 337 333 - 457 ; 454: 454 456: 456. 453 ; 453 ' 451 451 • 798 785 • 827 • 822 :. 814 ? 803 ; 797 .' 789 784 Dead Load 629 .560:i' 523 493 i 470 4.0 Live Load 312 . 296 i 293 287 i 283 Total . 942 857.1 816 780 i 753 Dead Load 747 .; 668 ;- 626 : 592 : 566 5.0 • Live Load 220 : 209 206 202 ; , .199 Total 968 • 878 ; 832 :. • 794 ,: 766 Dead Load 853 : 765 : , 720 682 655 6.0 ' Live Load - 164 : 155 153 150 148 Total 1017 921 .;• 874 833 803 • Dead Load : 947 ' 853 ;i 805 , 766 1 736 7.0 Live Load . 127 : 120 1.. 119 117 ' .115 Total 1074 974 s . 924 883 • 852 Dead Load 1031 ; 932 883 842 812 8.0 Live Load • 101 • 96 • 95'i93 . 92 Total •. 1132 : 1029 ' 978 935 904 453 439 i 427 485 475 ` 466 456 :.448 : 441 : 435 280 , 277 .275 275 276 276 ti• 274 -: 274 • 273. 273 • 733 71671 703 760 752 ; 742 !. 730 723 . 714.; 709 531 .; 518 590 '. 580 ; 569 ; 557. 549 „ 539 533 1951 194 i. 193 194 194 193 : '193 '• 192 192 726. 712 : • 784 • 775 763 . 751 1 742 732 : 726 546 197 744 633 i`147 780 .714 113 828 :-789 91 • 880 616 603 :1 690 . 679 667 ; 654 • . 644 ;: 634 ; 627 145 • 144 144 145 :`" 145 ;' 144 • 144 ; 143 '• 143 762 747 ; 835 7; 824 ; 812 798 • :789: 778 ; 771 6961 682'' 785 :: 773 : 760 `.; 746 ..736 725 1.717 112 '1 112.1.111 • • 112 ' 1121.. 111 ,;: 111 '1+ 111 7, 111 809 .. 794 4 897 886 !. 872 i 858 836 829 771' %: 756 I. 875 863 849 ;" 834:.:!_ 824 a'. 812 ; 804 90.1 89.1.: 89 89 . 891`.• .. 89 -: 89.i. 88.1:: 88 861 . 846 r 964 ' 953 939 1; 923. ;. 913 901: 893 9.0 . ' 1194 1087 :1036 993 ; 961 937 918.1. 903 '' 1037•1025 :1011 995.: ; 985 'I 972. ` 964 10.0 • 1250 :1141 :1090 11047 ;1015 ; 992 973'°t 959 .1108 1096 :1082 1.1065 ,0055 ;1042 1034 11.0 1301 ' 1191 ' ` 1141 1098 ;1067 ;1043 •1026 •:1012 : 1177 ..1165 .-1151 41134.1123 1110 .1103 12.0 1347 .: 1236 ' 1187 ` 1145 :.1115 ..1092 1075 :1062 :;.1242 :1231 ":1217 :1200 ;1190 :1177 .1170 14.0 1426 1315 :1269 ' 1229 ' 1201 1181 16.0 1490 .1380 1338 1301 ,1276 1259 18.0 1541 1433 ' 1396 : 1363 '.1341 1327 20.0 1582 ' 1477 " 1445 1415 .1397 1386 24.0 1642 1542 1519 1496 ;1485 1482 28.0 1679 . 1585 1570 : 1554 •1550 . 1553 32.0 1703 1613 .:1605 1595 ' 1597 1606 36.0 1718 1632" 1629 ' 1624 .1631 -1646 40.0 1727 1644 1645 : 1644 ,1656 1675 1166 1155 ' 1365 .=1356 1343 13267.;,1317 ;1304 1247 1239 1477 1470 .1458..1442 1434 ;1422 1318 ;1312 .1578 .1574 1564 1549 1-1543 :1532 1380 71378 .1670 1669 ; 1661 .' 1647 ;1643 :1633 1483 .1486 :1828 , 1833 '1830.-1819 •. 1820 1813 1560 1571 1955 .1967 .1969 1963'1969 '1966 1619 1635 2058 :2077 2085•:2083''2094 .2095 1664 1686 : 2141 .2166 72180 : 2183 .2198 '2204 1698 1724•••2208 "2240 '2258 2265. 2286 2296 1297 1417 1528 1631 1816 1973 2107 2220 2317 Design criteria General-D-load values given in the table indicate greater accuracy than warranted in installation; thus, when specifying, pipe should be classified in 50-D increments; for example, 800-D, 850-D. Bedding The above table is based on installations with ordinary bedding1 and should not be used for other conditions, except as noted. 0-toads given in the table are based on a load factor of 1.50. For classes of bedding with load factors other than 1.50, the corrected dead load may be obtained by multiplying the table's dead load by 1.50 and dividing by the desired dead Toad factor. Backfill2-Based on Marston's curve for saturated topsoil, when Kµ'=0.150, the table is conservative for sands, gravels and cohesionless materials. The D-load should be recomputed for clay backfills, when Kµ'<0.150, using the correct coefficient. The table has been computed using materials with a unit weight of 110 pounds per cubic foot. For materials having a unit weight other than 110 pounds per cubic foot, the correct dead load can be calculated by multiplying the dead load shown in the table by the desired unit weight and dividing by 110. Trench width-D-loads given in the table are based on trench widths (at top of pipe) of pipe OD plus 16 inches for pipe diameters 33 inches or less; and pipe OD plus 24 inches for pipe diameters greater than 33 inches. Pipe ODs are based on wall thicknesses given in the dimensional data table for Wall A pipe through 96-inch diameter, and on wall thicknesses given in table for large diameter pipe with 102- and 108-inch diameters. Thicker wall designs may require a slightly higher D-load classification. For earth covers of two to eight feet, .- the tabulated dead load D-loads - approach the maximum Toads that Curtis -Ave Rd Carter Ave. N Fro' 30 U. Baseline= Ave Fontana, California, United States North Fontana Park • U• a) CO a) Highland Ave--- Il � Ii I.- Q n. cp c -_ (, j illi_ -=1I-- ,Lf I P a \ -. '••` i- i cr,V 2 i-- 0—r —w1J Highland44ve- • N O !7 Walnut -Ave - ...o Hier Ave ,✓ Q to 0 Hilton- St 66 _ oo litl�Bivd Arrow Hwy. ai Whittram Ave' a� Ceres 'Ave - m m m • : a) I <, N' • .._> Mille1 Ave ;MliterA% __� .1 < Q 1 — I ....-..0 (f) IfA a) • D c, cL tr CD 30 Hlghtand ar'-rl II I) Rialto1 I Mu lcipaVMiro t> II 311C1,iu��!lI `�L�I 1¢ �' 441I .' --' I' r + 1. ii1id'I( 1�r111-1{_t Jen ie i�l ..._.. miter-:;! • ' < 'o � a) a) E I ` U - W Memll Avg - > lj it J Rialt - 66 1-oo illF Ivy Ave-_;' IL l iL ; uD--! l3ivd Q 1=o,LLthi Blvd�I; —.�— 66 —0 66 kOth-li1 B1V,C 6 --- 1r 4 ��I r�Q�u� 11 � - I�o P.' =�7 C-� 11 �I J1 I - I (• t f1 n , I I +f. la(t• , LJ ISI UnI��I N { n 1i `--I 1 '-W=2nd=St' ii '- = Paik -�� li - 1 . ' - I. ' !. it I ; , : ;, li ;-t __-.1 1J -ArroW� Blvd . Valen nge=�%e :;u��_ Q- ----------. I_— -- °' �E Q -Orange=rlVVa -m — -_---- — Ii r ¢--� ¢ 2 I' - W Base Une Rd - polJ_ Baseline Ave — w �aseGne Ave 1 ; { I ( j III I � IL � I, ,i I: :>— I JI I'' � ` � I I : r D- � C��' i(] : '.•1 I rl` i� l : f:[t -I I^�i r li I t -'' l: ..1 _ ; r y rI' r �' ;IIr1 11 ryU1'-IL'1=� `-- ��-.. 0 C ( > 11 ir i fl1..h '_I =, it ¢ I--,L{ '-- a) I i , _ ,!. I - \ ( < I(�� till= R I� L __ I �, l� 0 r, —ii U h_ ,, I I _Iz ` ') _ J - Z] !i'I fl - 1�� �_I L (71._d7 _ I _ ZI 1 ' 1-,I( i; ir-c- �,V—< ! i(/ s3 C--!�` I I�I_ r�— Lei --ofI' ;; i=_—(>i• � 111 :d f�'I!IIlii'ILIIli' "' l�� — r _ Reed=St Qom, I t > i 1o• L �I co r C 5,- 1h Grove -St z. --� - II _. it !i • t. ,— _ Ii• - t ! Ili 1 �L_I =,, I l II .I • ILE Ili— -• I r o a" err , I�—•r1 r�lli1 JLL —'I A�i. " Itii '1( i': is .I I. ... 1 n 11 ;:. _t: I �, a � _ : 1,'_ t, : FI u _ 3 tO mi 1 2 Copyright ©1988-2000 Microsoft Corp. end/or Its suppliers. All rights reserved. http:/twvw.m!crosoft.com/Streets g © Copyright 1999 by Geographic Data Technology, Inc. All rights reserved. ©1999 Navigation Technologies. All rights reserved. This data Includes Information taken with permission from Canadian authorities © Her Majesty the Oueen In Right of Canada. Page © Copyright 1999 by Compusearch Micromarketing Data and Systems Ltd. no 11im MN MN r — 1111111 11111 WM ESN 11111 MI 1 • e..,...w.f...,.....*, i.._.,4 ....,.... ,„.. , .,•-•:-..45.4,;',••••,.,--iT:a. - 3,..0.,.A.....it•-‘,..-",1Ca - • •• 4.•••••:..., • ••••':-4.,. - -• s• • I • • • J • • • •••• iri••7%••••••:.••••••• • • kr'. rf _zez ••• _ t•• • • 7 •••••••.0.9 -• • JP BOUNDARY JP DESIGNATION OF INDICATED SOURCE SCALE 1!4tapoo • • • .1:•1L; r - •••-••••e..4.4 ".• 4 -A•TT4r.r..== SCALE REDUCED BY 1/2 HYDROLOGIC SOILS GROUP MAP FOR SOUTHWEST -A AREA T4N t3 T3N WI T„ I` 1 T2N -;. T3S • I I CHINO I— -• • - 1•�8W REDUCED DRAWING SCALE 11*= 4 MILES LEG END t �.., R 6 W I ...: i -- r- r • R5y +» FONTAN • i CRESTMORE +• • 4W HES - t- Ti-!--- 1 ,' p a— -- SAN BERNARDINO COUNTY FLOOD CONTROL DISTRICT VALLEY AREA ISOHYETALS Ya - 10 YEAR 1 HOUR RA= ON MD; taus 2.,t9t3 FSPV9CTIE1) 8Y m Jtat w+ � S e REDUCED DRAWING SCALE I = 4 MILES Jegartga 1.0 ISOLINES PRECIPITATION (INCHES) SAN IENARD1IO COUNTY FLOOD C6 TRO. DISTRICT VALLEY AEA 1SOHYETAI.S Yi-I00 YEAR I HOUR - BASED OM IL D. I2D,AA,41111Eli ',COS AFFAITAED m „CAUL FOE MEI MOM 162. raw alc 44 :HYDR L1D!3Y c i•-ik;'D ' J1_IC . ,;4 R:POrR"i• . • 44 • vic,k* zec zic tx=**plc A. • zitc -FA J 3 �Z1 RATIN_ METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERRARi INO CO. HYDROLOGY CRITERION) (c) Copyright 1933-89 Advanced Engineering Software (aes) • Ver. 5.4A Release Date: 8/21/39 Serial 4451 Analysis prepared by: • MADOLE and ASSOCIATES, INC. 1820 E. 16th STREET SANTA ANA, CA. 92701 PHONE (714)835-2548 **1-4## #*########tt***s### DESCRIPTION OF STUDY ******************######** * 010 HYDROLOGY FOR TRACT 13926 FOfffPJA, CA. * MILLER AVENUE MESTERLV FROM BEECH TO HEMLOCK * * 7-2-91 # ######t****############***t*****####a****r#####`+####t**t********+2##a+###### FILE NAME: 'FONTA10.DAT TIME/DATE CF STUDY: I0: 4 7/ 2/1991 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -#TIME-OF-CON?ENTRATION MODEL*-- ' USER SPECIFIED STORM EVENT(`/EAR) = 10.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 '• SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = .55 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* 10-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) _ .990 100-YEAR STORM G0-MINRJTE INTENSITY(INGH/HOUR) = 1.500 C:M U T Eli RAINFALL INTENSITY DATA: STORM EVENT = 10.00 I-1OUiR INTENSITY(INCH/HOUR) _ .9999 SLOPE CF DIMITY ITY DURATION CURVE = .6000 #####i****•.i..i•ts####'+#+`#####}****tt*#4###'r## '+#tt.**•#####+'####*?################ FLOW PROCESS FROM ISDE 501-00 TO NODE 501.50 IS CODE = 2 »>»`.RATIONAL METHOD INITIAL SUBAREA ANAL PSIS«<(< DEVELOPMENT IS Slt&:tE FAMILY RESIDENTIAL -> 3-4 DWELLINGS/ACRE.: TC K I(LENGTH## 3.00)/(ELEVATION.CHANr )1**'.20 INITIAL SUBAREA FLOM-LENGTH (FEET) = 930.00 UPSTREAM ELEVATION(FEET) = 1323.00 DOWNSTREAM ELEVATION(FEET) = 1310.44 ELEVATION DIFFERENCE(FEET) = 12.56 TCIMIN.) _ .412#I( 930.00** 3.00)I( 12.56)1#* .20 = 15.003 10 YEAR RAINFALL It i ENSITY (INI:H/HOUR) = 2.297 SOIL CLASSIFICATION IS 'A" RESIDENTIAL-> 3-4 I*JELLIN(S/ACRE SUBAREA LOSS RATE, Fr(INCH/HR) SUBAREA RUNOFF(CFS) = 6.64 TOTAL AREA (ACRES) = 4. 30 PEAK FLOW RATE (CPS) = 6. 64 ###=#rr#++r++++=##########+#######r######f#+##r####.#+ar##rt$:####a-+*#r#### FLOW PROCESS FROM NODE 501.50 TO MODE 5 01. 60 IS CODE = 6 >>>>1COMPUTE STREET FLOW TRAVEL TEE THRU SUBAREA{<<“ UPSTREAM ELEVATION(FEET) = 1310.44 DOWNSTREAM ELEVATION(FEET) = 1309.49 STREET LENGTH(FEET) 125.00 CURB HEIGTH(INCHES) = 8. STREET LFWIDTH (FEET) - = 20.00- DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK (FEET) = 12.00 INTERIOR STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .040 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVEL' TINE COMPUTED USING MEAN FLOW (CFS) = 10.35 STREET FLOW MODEL RESITS: - STREET FLOW DEPTH (FEET) _ .6r HALFSTREET FLOOD WIDTH(FEET) _ ` 6,13,;-? AVERAGE FLOW VELOCITYiFEET/SEC.) = 2.91,.'- t-PRODCjCi OF r._r' I-,°�4'ELOCIIY.. LyZB.... -_ ........_... ,- STREET FLOW TRAVEL TIME(MIN.) : .71 TC(MIN.) = 10 YEAR RAINFALL INTEISITY(INCH/HOU►R) = 2.234 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 3-4 DWELLINGS/ACRE SUBAREA LOSS RATE, FP(IN'C•H/HR) _ .5820 SUBAREA AREA (ACRES) = 5.00 SUBAREA RUNOFF (CFS) _ . 7.43 EFFECTIVE AREA(ACRES) = 9.30 AVERAGED F.(IN H/HR) - ° TOTAL AREA(ACRES) = 9.30 PEAK FLOW RATE(CFS) = 13 8 END OF SUBAREA SWEET FLOW HYDRAULICS: .- DEPTH(FEET) _ .66 HALFSTREET FLOOD WIDTH(FEET) = 18.87 FLOW VELOCITY(FEEET/SEC.) = 3.18 DEPTH*VE1-OCITY = 2.08 #####++++++4141'4#r##y+f#`+#+f`+#####`#t#$$###ttf##f##+":+#}H##tt`44$4 1444t### • FLOW PROCESS FROM NODE 501.60 TO NODE 501.70 IS CODE = 6 »)CONPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<«« • UPSTREAM ELEVATION(FEET) = 1309.49 DOWNSTREAM ELEVATION(FEET) = 1307.94 STREET LENGTH(FEET) = 205.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 12.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIML) = .040 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 1 **TRAVEL TINE COMPUTED USING MEAN FLOW(CFS) = 14.11 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = .66 HALFSTREET FLOOD WIDTH(FEET) = 18.87 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.24 PRODUCT OF DEPTH VELOCITY = 2.13 STREET FLOW TRAVEL TIME(MIN.) = 1.05 TC(MIN.) = 16.77 10 YEAR RAINFALL INTENSITY(INCHIHOUR) = 2.148 SOIL CLASSIFICATIOON IS "A" N.QThCont -' 1-A AMMITMaCIRIMP RIIRLRru 1 figa L.tuTr 1Tkfl1JWti 1= SOfl SUBAREA AREA (AC! .ES) _ SUBAREA RUNOFF (f FS) _ .56 EFFECTIVE AREA(ACRES) = 9.70 AVERAGEI•' Fm(INCH/HR) -= 58 TOTAL AREA(ACRES) = 9.70 PEAK FLOW RATE (CFS) _ END OF SUBAREA STREET FLOW HYDRAULICS: . DEPTH (FEET) _• .66 HALFSTREET FLOOD WII?TH (FEE i) = 18.87 FLOW VEL CITY(FEET/SEC.) = 3.18 DEPTH#VELOCITY = 2.08 t#i•###***** :g*tt t****s•t#i #**t**rrrrr#****##**********ttt***14`*####**** FLOW PROCESS FROM NODE 501.70 TO NODE 501.80 IS CODE = 6 »)»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA«(« UPSTREAM ELEVATION(FEET) = 1307.94 DOWNSTREAM ELEVATION(FEET) = 1306.53 STREET LENGTH(FEET) = 185.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 20.00 ' DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 12.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .040 SPECIFIED OBS OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 1'4.23 STREET FLOW MODEL RESULTS: STREET FLOW ItEPTH (FEET) _ .66 HLFSTREEET FLOOD WIDTH(FEET) = 18.87 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.27 PRODUCT OF DEPTHS{VELOCITY = 2.14 STREET FLOW TRAVEL TIME(MIN.) _ .94 TC(MIN.) = 17.72 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.079 SOIL CLASSIFICATION IS nA" RESIDENTIAL-) 3-4 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm (INCH/HR) = .5820 SUBAREA AREA(ACRES) _ SUBAREA RUNOFF(CFS) _ .81 EFFECTIVE ATEMACRES1 = 10.30 AVERAGED Fm(INCH/HR) _ .58 TOTAL AREA(ACRES) _ 10.30 PEAK FLOW RATE(CFS) _ END OF SUM STREET FLOW HYDRA!LICS: ' DEPTH(FEEI) = .66 HALFSTREET FLOOD WIDTH(FEET) = 18.87 FLOW VELOCITY(FEET/SEC.) = 3.19 DEPTH=VELOCITY = 2.09 ###########t'rttttt#ttti***t##t##t##rt++#*#####tuft #t4ti##f}##t###{##t*t** FLOW PROCESS FROM NODE 501.60 TO NODE 502.00 IS CODE = 6 i »>)COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREEAMO:. UPSTREAM ELEVATION(FEET) = 1306.53 DOWNSTREAM ELEVATION(FEET) = 1305.13 STREET LENGTH(FEET) = 175.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 12.00 INTERIOR STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .040 SPECIFIED MITER OF. HALFSTREETS CARRYING RUNOFF = 1 **TRAVEL TIME COMPUTE L!6ING MEAN FLOW(CFS) = 15.75 STREET FLOW MODEL RESULTS: WAIF! F: STRFFT FI AW EXCEEDS TOP OF CUP. Tla' FC(LOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION T }PAT NEIUBLE FLOW W OCCURS OUTSIDE OF THE STREET CHANNEL. 11 T IS, ALL FLOW ALONG THE PARKWAY, ETC., IS ERECTED. STREET FLOW DEPTH{FEET) = .67 HALFSTREET FLOOD WIDTH(FEET) = 19.63 AVERAGE FLOW VELOCITYWFEET/SEC.) = 3.39 PRODUCT OF DEPTH&VELOCITY = 2.23 STREET FLOW TRAVEL TIME(MIN.) _ .86 TC(MIN.) = 18.57 10 YEAR F I; ALL IN ENSITY(INCH/HOJR) = 2.021 SOIL CLASSIFICATION IS "A" RESIDENTIAL-) 3-4 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .5820 SUBAREA AREA(ACRES) = AREA RUNOFF(CFS) = 3.75 EFFECTIVE AREA(ACRES) _ -.10 AVERAGED Fm(IN *(/HR) :_3 TOTAL AREA(ACRES) = 13.20 PEAK FLOW RATE(CFS) _ END OF SUBAREA STREET FLOW HYDRAL1_ICS: DEPTH(FEET) =•.68 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELCCITY(FEET/SEC.) = 3.34 DEPTH#VELOCITY = 2.26 tt##i4*444 4tUtt*ti•#######vt#f#t#*###4z T. 4-t+P}######tt#+tfi*i•il l***Uttr*#her FLOW PROCESS FROM NODE 502.00 TO NODE 503.00 IS CODE = 6 »»)COMPUTE STREET FLOW TRAVEL TIME THRU SIJBAREA(« UPSTREAM ELEVATION(FEET) = 1305.13 DOWNSTREAM ELEVATION(FEET) = 1201.77 STREET LENGTH(FEET) = 300.00 CURB HEEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEEREAK(FEET) = 12.00 INTERIOR STREET CROStiFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .040 SPECIFIED NUMBER CF H.{SLFSTREETS CARRYING RUNOFF = 1 **TRAM TIME COMPUTED LLSING MEAN FLOW(CFS) = 17.26 STREET FLOW mn RESU TS:. STREET FLOW DEPTH(FEET) = .66 HALFSTFEET FLOOD WIDTH(FEET) _ 18.87 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.97 PRODUCT OF DEPTH&VELOCITY = 2.60 - STREET FLOW TRAVEL TIME(MIN.) = 1.26 TC(MIN.) = 19.84 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.943 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS o m(INi:H/HR) = .0970 SUBAREA AREA(ACRES) = SUBAREA RUNOFF(CFS) _ .33 EFFECTIVE AREA(ACRES) = AVERAGED Fm(INCH1HR) _ TOTAL AREA(ACRES) = 13.40 PEAT; FLOW RATE(CFS) _ END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .66 HALFSTREET FLOOD WIDTH(FEET) = 18.87 FLOW VELOCITY(FEET/SEC.) = 3.93 DEPTHtVELOCITY = 2.58 tttt4#tt#tttt=tttt'4#t#t###f#tt##ttt#+tt*t*#rrttttttti.##tt#ttt$#?tottul*t# FLOW PROCESS FRO1N NODE 503.00 TO NODE 503.00 IS CODE = 8 >>>)>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW«(< 10 'FAR RATPYFAIi it,'tFN TT'tCIP'.H/RNIR) = 1.9943 SOIL C:LASSIFICAT1ON IS 'A" RESIDENTIAL-i 3-4 DWELLINGS/ACRE SUBAREA LOSS RATE, Frn(INCH/HR) = .58=0 SUBAREA AREA(ACRES) = 5.75 SUBAREA FIJNOFF(CFS) = 7.04 EFFECTIVE AREA (ACRES) = 19.15 AVERAGE) Fr (INC:H/HR) _ .577 TOTAL AREA(ACRES) = 19.15 F K FLOW RATE ICES) _ 23.54 TC(MIN) = 19.84 EXI) OF STUDY SUDIMARY: TOTAL AREA (ACRES) = 19.15 TC (NIN.) _ . 19. 64 EFFECTIVE AREA (ACRES) = 'l — AVERA D Fin(INCH/HR) = .58 PEAK FLOW RATE(CFS) _ ENS OF RATIONAL. METHOD ANALYSIS #####*#* RATIONAL METHOD HYDROLOGY COMPUTER FROGRAM PACKAGE (Reference: 1986 SAN BER RDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-89 Advanced Engineering Software (ass) Ver. 5.4A Relee_e Date: 8/21/89 Serial 4451 Analysis prepared by: MADOLE and ASSOCIATES, INC. 1820 E. 16th STREET SANTA ANA, CA. 9270I PHONE (714)835-2548 **** *t*#4.###*****1 ***# DESCRIPTION OF STUDY *****##########*##t###-4t* * MO HYDROLOGY FOR TRACT 13926 FONTANA, CA: * * MILLER AVENUE WESTERLY FROM BEECH TO HILOCK * 7-2-91 *###**#t####### ********* i FILE N.AME:,FONTA100.DAT TIME/DATE OF STUDY: 9:55 7/ 2/1991 USER SPECIFIED HYDROLOGY AND H'r'DRAULIC MODEL INFORMATION: --#TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 • SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE _ .95 • *USEER-DEFINE LOGARITHMIC INTEPOLATIaN USED FOR RAINFALL* 10-YEAR STORM 60-MIN ATE INTENSITY(INCH/HOUR) _ .990 100-YEAR STORM 60-MINUTE INTENSITY(INCH1HOUr) = 1.500 COMPUTED RAINFALL INTENSITY DATA: STORM EON = 100.00 1-HOUR Itff 'SITY(INCH/HOUR) = 1.5000 SLOPE OF INTENSITY DURATION CURVE _ .6000 ##=4.4**ttsti4##p#####*##$#####$4•#F#######################**###R•##########*##- FLO1 PROCESS FROM NODE 501.00 TO NODE 501.50 IS CODE = 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS((<CC DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 3-4 DWELLINGS/ACRE TC = K*)(LENGTH** 3.00)/(ELEVATION CHANGE))** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 930.00 UPSTREAM ELEVATION(FEET) = 1323.00 DOWNSTREAM ELEVATION(FEET) = 1310.44 ELEVATION DIFFERENCE(FEET) = 12.56 TC(MIN.) _ .412*[( 930.00** 3.00)/( 12.56)1** .20 = 15.003 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.446 SOIL CLASSIFICATION IS "A" RESIDENTIAL-) 3-4 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(IN:H/HR) _ .5820 SUBAREA RUNOFFF(CFS) = 11.08 TOTAL AREA(ACRES) = 4.30 PEAK FLOW RATE(CFS) = 11.08 FLOW PROCESS FROM NODE 501.50 TO NODE 501.60 IS CODE = 6 >))))COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREAC M UPSTREAM ELEYATION(FEET) = 1310.44 DOWNSTREAM4 ELEVATIONIFEET) = 1309.49 STREET LENGTH(FEET) = 125,00 C3JRB HEIGTH{INCHES) = 8. STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSS:FW.L GRADEBREAK(FEET) = 12.00 INTERIOR STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CRC+SSFALL(DECIMAL) = .040 SPECIFIED NUMBER OF NALFSTRR-EETS CARRRYING RUNOFF = 1 **TRAVEL TIME LOOTED USING MEAN FLOW(CFS) = 17.3 ***STREET FLOW SPLITS OVER STREET -CROWN*** FULL DEPTH(FEET) _ .68 FLOOD WIDTH(FEET) = 20.00 FULL HALF -STREET VELOCITY(FEET/SEC.) = 3.25 SPLIT DEPTH(FEET) = .34 SPLIT FLOOD WIDTHIFEET} = 5.56 SPLIT VELOCITY(FEET/SEC.) = 2.28 STREET FLOW MODEL RESULTS.: NOTE: STREET FLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANFL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOW DEPTH(FEET) = .68 HALFSTREET FLOOD WIDTH(FEET) = 20.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.25 PRODUCT OF DEPTH&VELOCITY = 2.21 STREET FLOW TRAVEL TIME(MIN.) _ .64 TC(MIN.) = 15.64 100 YEAR RAINFALL INTENSITYCINCH/HOUR) = 3.360 SOIL OSSIFICATION IS °A° RESIDENTIAL-> 3-4 DWELLINGS/ACRE SUBAREA LOSS RATE, Fcn(INCI4/ R) = .5820 SUBAREA AREA(ACRES) = 5.00 SUBAREA RUNOFF(CFS) _ 12.50 EFFECTIVE AREA(ACRES) = 9.30 AVERAGED Fn(IN°CH/HR). = .58 TOTAL AREA(ACRES) = 9.30 PEAK FLOW RATE(CFS) = 23.25 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .68 H.LFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEEET/SEC.) = 3.25 DEPTH*VELOCITY = ,2.21 ****************#************************#***********r********************* FLOW PROCESS FROM NODE 501.60 TO NODE 501.70 IS CODE = 6 >)>))CO;MPUTE STREET FLOW TRAVEL TIME TI-uRU SUBP.REA(« UPSTREAM ELEVATION(FEET) = 1309.49 DOWNSTREAM ELEVATION(FEET) = 1307.94 STREET LENGTH (FEET) = 205.00 CURB HEIGTH CINCHES) = 8. STREET HALFMIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK (FEET) _ 12.00 INTERIOR STREET CRDSSFFL.(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .040 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) _ • 23.73 ***STREET FLOW SPLITS OVER STREET -CROWN*** FULL DEPTH(FEET) _ .68 FLOOD WIDTH(FEET) = 20.00 FULL HALF -STREET VELOCITY(FEET/SEC.) _ . 3.25 SPLIT DEPTH(FEET) = .57 SPLIT FLOOD WIDTH(FEET) = 14.228 SPLIT VELOCITY(FEET/SEC.) = 2.87 STREET FLOW MODEL RESULTS: NOTE: STREET FLOW EXCEEDS TOP OF CURB, THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. • STREET FLOP) DEPTH(FEET) = .68 HALFSTREET FLOOD WIDTH(FEET) = 20.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.25 PRODUCT OF DEPTH&VELOCITY = 2.20 STREET FLOW TRAVEL TIME(MIN.) = 1.05 TC(MIN.) = 16.70 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.232 SOIL CLASSIFICATION IS "A" RESIDENTIAL-) 3-4 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .5820 SUBAREA AREA(ACRES) _ .40 SUBAREA RUNOFF(CFS) _ .95 EFFECTIVE AREA(ACRES) = 9.70 AVERAGED Fm(INCH/HR) _ -.:.58 TOTAL AREA(ACRES) = 9.70 PEAK FLOW RATE(CFS) = 23.25 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .68 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 3.25 DEPTH+VELOCITY = 2.20 ultt*`+#####€###*444#***##*######sttt i•#t,'--#4-41.##`+##t#i•'+?##a..****##### 3#•#• FLOW PROCESS FROM NODE 501.70 TO NODE 501.80 IS CODE = 6 )))))COMPUTE STREET FLOW TRAVEL TIME TFLRU SUBAREA««< UPSTREAM ELEVATION(FEET) = 1307.94 DOWNSTREAM ELEVATION(FEET) = 1306.53 STREET LENGTH(FEET) = 1855.00 CURB HEIGTH(INCHES) = 8. STREET HALFUIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREFK(FEET) = 12.00 INTERIOR STREET C•ROSSFALL(DECIMh) = .020 OUTSIDE STREET CROS"8FALL(DECIMAL) _ • .040 SPPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 t*TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 23.94 *#*STREET FLOW SPLITS OVER STREET -CROWN*** FULL DEPTH(FEET) _ .68 FLOOD WIDTH(FEET) = 20.00 FULL HALF -STREET VELOCITY(FEET/SEC.) = 3.26 SPLIT DEPTH(FEET) = .57 SPLIT FLOOD WIDTH(FEET) = 14.33 SPLIT VELOCITY(FEET/SEC.) = 2.92 STREET FLOW MODEE RESULTS: NOTE: STREET FLOW EXCEEDS TOP OF CURB. • THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTICON THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOW DEPTH(FEET) _ .68 HALFSTREET FLOOD WIDTH(FEET) = 20.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.26 PRODUCT OF DEPTH&VELCCITY = 2.21 STREET FLOW TRAVEL TIME(MIN.) _ .95 TC(MIN,) = 17.64 100 YEAR RAINFALL INTENSITY (I NCH/HOUR) = 3.126 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 3-4 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .5820 SUBAREA AREA(ACRES) _ .6G SUBAREA RUNO-F(CFS) = 1.37 EFFECTIVE AREA(ACRES) = 10.30 AVERAGED Fm(INCH/HR) = .58 TOTAL AREA(ACRES) = 10.30 PEAK FLOW RATE(CFS) = 23.59 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .68 HALFSTREET FLOOD WIDTHIFEET) = 20.00 FLON VELOCITY(FEETIsEC:) = 3.26 DEPTH*VEL.00ITY = 2.21 r##$$###t######`+$## FLCM PROCESS FROM NODE 501.80 TO NODE 502.00 IS CODE = 6 >»>)COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA((((( UPSTREAM ELEVATION(FEET) = 1306.53 DOWNSTREAM ELEVATION(FEET) = 1305.13 SUET LENGTH(FEET) = 175.00 CURB HEIGTH(INCHES) _.8. STREET HALFWIDTH(FEET) ` 20.00 DISTANCE FROM CROWN TO CROSSFALL &'RADEBREAK(FEET) = 12.00 INTERIOR STREET CROSSSFA'LL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .040 SPECIFIED NUMBER OF HAL.FSTREETS CARRYING RUNOFF = 1 ##TRAVEL TINE COMPUTED USING MEAN FLOW(CFS) = 26.79 ***STREET FLOW SrLITS OVER STREET -CROWN*** FULL DEPTH(FEET) = .68 FLOOD WIDTH(FEET) = 20.00 FELL HALF -STREET VELOCITY(FEET/SEC.) _ ' .3.34 SPLIT DEPTH(FEET) = .61 SPLIT FLOOD WIDTH(FEET) = 16.63 SFLIT VELOCITY(FEET/SEC.) = 3.04 STREET FLOW MODEL RESULTS: NOTE: STREET FLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOW DEPTH(FEET) = .68 HALFSTREET FLOOD WIDTH(FEET) =. 20.00 AVERAGE FLOW VELOCITY(FEE-t/SEC.) = 3.34 PRODUCT OF DEPTHWELOCITY = 2.26 STREET FLOW TRAVEL TIME(MIN.) = .87 TC(MIN.) = 18.52 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.037 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 3-4 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .5820 SUBAREA AREA(ACRES) = 2.90 SUBAREA RLRNOFF(CFS) = 6.41 EFFFECTIVE AREA(ACRES) = 13.20 AVERAGED Fm(INCH/HR) _ .58 TOTAL AREA(ACRES) = 13.20 PEA}: FLOW RATE(CFS) _ 29.17 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(r'EET) _ .68 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 3.34 DEPTH$VELOCITY = 2.26 $'+`r#+#$#$####$$$$##4**T4.t##$$#$$#tt$$tni-44##t$#$$$#'#$$#t#$###$$##$#t$tt#$ FLOW PROCESS FROM NODE 502.00 TO NODE 503.00 IS CODE = 6 >>>>>CaMPUTE STREET FLOW TRAVEL TIME ThRU SUBAREA:(((( UPSTREAM ELEVATION(FEET) = 1305.13 DOWNSTREAM ELEVATION(FEET) = 1301.77 STREET LENGTH(FEET) = 300.00 CURB HEIGTH(INCHES) = 8. -STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CR00SSFALL GRADEBREAJ (tFe T) = 12.00 INTERIOR STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CR!SSFALL(0ECIMAL) = .040 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVEL TIDE COMPUTED USING MEAN FLOW(CFS) = 29.38 #:=*STREET FLOW SPLITS OVER STREET -CROWN*** FULL DEPTH(FEE) = .68 FLOOD WIDTH(FEET) = 20.00 FILL HALF -STREET VELOCITY(FEET/SEC.) = 3.95 SPLIT DEPTH(FEET) _ .58 SPLIT FLOOD WIDTH(FEET) = 15.13 SFLIT VELOCITY(FEET/SEC.) = 3.40 STREET FLO(4 MODEL RESULTS: NOTE: STREET FLOW EXCEEDS TOP OF CURB. 111 THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET r FLOW DEPTH(FEET) _ .68 HALFSTREET FLOOD WIDTH(FEET) = 20.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.95 PRODUCT OF DEPTHLVELOCITY = 2.68 STREET FLOW TRAVEL TIME(iIN.) = 1.27 TC(MIN.) = 19.78 ' 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.919 SOIL CLASSIFICATION IS °A" RESIDENTIAL-> 3-4 DWELLINGS/ACRE SUBAREA LOSS RATE, Fn ( INCH/HR) _ .5820 SUBAREA AREA (ACRES) = .20 SUBAREA RUNOFF(CFS) = .42 EFFECTIVE AREA(ACRES) = 13.40 AVERAGED Fm (INCH; hit) _ .58 TOTAL AREA(ACRES) = 13.40 PEAK FLOW RATE(CFS) = 23.17 Erb OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .68 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VEL CITY(FEET/SEC.) = 3.95 DEPTH*VELOCITY = 2.68 t;`•*****a,.rrtRas-;•**t***tt**************t*******t*****t***t*t*********tF•t**ttt FLOW PROCESS FROM NODE 503.00 TO NONE 503.00 IS CODE = 8 111 >»>>ADDITION OF SUBAREA TO MAINLINE PEAR; FLOW<{{fC 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.919 SOIL CLASSIFICATION IS rA' RESIDENTIAL-> 3-4 DWELLINGS/ACRE SUBAREA LOSS RATE, Fra(INCH/HR) = .5820 SUBAREA AREA(ACRES) = 5.75 SUBAREA R1 7FF(CFS) = 12.09 EFFECTIVE AREA(ACRES) = 19.15 AVERAGE) FF(INCH/HR) _ .582 TOTAL AREA(ACRES) = 19.15 PEAK FLOW RATE(CFS) = 40.28 TC(MIN) = 19.78 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 19.15 TC(MIN.) = 19.78 EFFECTIVE AREA(ACRES) = 19.15 AVERAGED FTc(INCH/HR)= .58 PEAK FLOW RATE(CFS) = 40.28 END OF RATIONAL METHOD ANALYSIS R/.W 0lt 0.;, 4' 5' loaa 1/41• = I' 9- 614' Ne Curb 9 GJthr •70 . M En- AVE, 4' Sloor 1/4' 1 1 1 Sidtwdk G�f�c e PAPA-�/ 7" 7 jD D 1 hve. 2- -4- (016 / A //Le (d.,G7,/Q,rs�- G,s�f�,��Xfl 2. Z- / Z Z.. // 1 P '� 69, (O / T 71- 6, f 71(_ r Z o I -= A Di z/9'z, 4—0,g�3� • • iL ,Q�'3 S/� 21 4,5zr /1G D,�OrS 0,36.3 S vw,v .5 = o, or Q /6. t ( crs S'= Ddo8 - e7. 0c972 /9 S• -=6_ /70 MANN INr' S E1 UAT IO Rec/Trap/ Tr is nits (ft) = FEET Depth (ft) <. 44: -... Disch• rge (cfs) _ M. nning's n = <.015> Slope(decimal) = <.004 Bottom Width(ft)= t 1 1 1 1 1 t • • Created Revised 05-3u1-991 0;5-Jui-91 11:09 Area (s q ft) _. Velocity (ft/s) FrourJe Number = Critical Depth (ft) Norm• l .Depth (ft) Hydraulic Radius (ft).= Depth.to Ceritroid(ft)= Top Width (ft) Specific Force 0.68 1.84 0.76 0.36 0.44 0.31 0.22 2.00 0.41