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Home My WebLink AboutParcel Map 30468 Hydrology & Hyraulics Report . . . 1i-ans~Pacific CONSULTANTS 3/)'Ibf HYDROLOGY & HYDRAULIC REPORT TEMECULA CREEK VILLAGE Prepared For: Temecula Creek Village, LLC P.O. Box 9296 Rancho Santa Fe, CA 92067 Prepared By: Trans-Pacific Consultants .27431 Enterprise Circle West Temecula, CA 92590 '" . March 2003 i" .. Jf~~ ~ RI CI FN(3JN J I I- Z o :s~ W C'") :Jb: > g @a: '" :::;:UJ -=- ~ wD UJ N ~~ , '\ cr: 0-- '-' d:. a: W::;;;. ~tt: -z 0: 0_ - ~ lL' \ . TABLE OF CONTENTS SECTION PAGE I. INTRODUCTION II. MAPS AND PLATES 1. Vicinity Map 2. Rainfall Intensities Calculations 3. RCFC & WCD Discussion for 100 Year-24 Hour Precipitation Oveday 4. Plate E-5.6 with Overlay (100 Year-24 Hour Precipitation) 5. Plate D-4.3 (2 Year-l Hour Precipitation) 6. Plate D-4.6 (Slope ofIntensity Duration Curve) 7. Hydrologic Soils Group Map for Pechanga (Temecula) 8. Hydrology Map Temecula Creek Village III. RATIONAL HYDROLOGY STUDY (100 YEAR STORM) IV. RATIONAL HYDROLOGY STUDY (10 YEAR STORM) V. HYDRAULIC CALCULATIONS . . '1- . I. INTRODUCTION . . ~ . . . I. INTRODUCTION 1. PROJECT DESCRIPTION Temecula Creek Village (project) is located in the City of Temecula bounded by State Route 79 South to the North, Jedediah Smith Road (Private Road) to the West, Avenida De Missiones to the East and Temecula Creek to the South (See Vicinity Map). The project comprises of multi-family and commercial land uses. The existing project site currently drains from East to West and eventually to Temecula Creek. The project has been subdivided into four sub areas: Sub Area - "A" Sub Area - "B" Sub Area - "c" Sub Area - "D" West Commercial Area Apartment Site No.2 Village Commercial Area Apartment Site No.1 2. PURPOSE OF STUDY The project will be developed in phases. Phase I comprises of Sub Area "B", "C", & "D". Phase II comprises of Sub Area" A", the proposed storm drain system will b,: privately maintained and will run parallel along the southem boundary to a point downstream at the termination of Jedediah Smith Road (Private Street). The hydrology study was prepared and developed to determine the drainage runoff flows generated by the proposed project. The hydrology map reflects the proposed development and its tributary drainage Sub Area: the onsite drainage flows generated will be picked up by inlets via private drains. The resulting Q-l 00 & 1-10 flows are presented in section III. 3. DESCRIPTION OF ANAL YSISIMETHODOLOGY Hvdrologv The lO-and 100-Year storm rational method hydrology was prepared using the civil Cadd/Civil Design Software, 1992 Version 3.3, TIle hydrology study control information, i.e. 2-year-1 hour precipitation, 100-year-24 hour precipitation, slope intensity duration curve and hydrologic soils map for Pechanga were obtained from Riverside County Flood Control and Water Conservation District (RCFC & WCD) 1978 Manual, which is included in Section II of this report. The rainfall intensities were adjusted to reflect the changes using RCFC & WCD overlay, Calculations are presented under rainfall intensity calculations in Section II. Drainage flows were calculated to be picked up at proposed catch basin locations and eventually routed via pipe flows. A., . Hvdraulics Q100 flows from the resulting hydrology study were used to analyze the sizes and hydraulic grade lines of the proposed pipe. A value ofN = om 5 was used to determine the HGL anticipating the C.I.P.P, alternative. A supporting soils report will be provided ifC.I.P.P. is feasible. The analysis was performed utilizing Los Angeles Water Surface Profile Program Package, 1997, Ver. 9.7. The resulting figures are presented in Section IV. . . . II. . MAPS & PLATES . ? . \J (f);JJ --0 -iL rnm n -\ U) <::jfTl Z~O o (') . -l .l----l ---' ......,...m -l .c.. ~ Ol----l ~ Ul0l-; o ~. ~ CO r!7tf) fTI A . >~ 'lj;::O . N ~ , '? \: 71 ,. ~i i 'j' Jl. ~ ... ".'--- . j.. '." I , I Ilk!. 1 ~. I... ... 1 l 1 1 1 1 , I I I I 1 1 e. 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HYDROLOGIC SOilS GROUP MAP FOR PECHANGA \7- A RCFcaWCD HYDRDLDGY J'vIANUAI F~..r='..~"~ 1 o FEET ~OOO . III. . RATIONAL HYDROLOGY STUDY (100 YEAR STORM) 'r . \~ . Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1992 Rational Hydrology Study Date: 03/03/03 version 3.3 -----------------------------------------------..----------------.-------- TEMECULA CREEK VILLAGE lOO YEAR FLOW FILE: TEMVIL DATE: 2-27-03 ********* Hydrology Study Control Information ********** -----------------------------------------------.------------------------- RANPAC Engineering Corporation, Ternecula, CA - SiN 560 ------------------------------------------------------------------------ Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = lOO.OO Antecedent Moisture Condition = 3 Standard intensity-duration curves data (PlatE D-4.l) For the [ Murrieta, Tmc, Rnch CaNorco ) area uSE'd. lO year storm lO minute intensity = 2.360 (in./hr.) lO year storm 60 minute intensity = 0.880 (in./hr.) lOO year storm lO minute intensity 3.480 (in./hr.) 100 year storm 60 minute intensity = 1.300 (in./hr.) . Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.300 (in./hr.) Slope of intensity duration curve c 0.5500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.000 to Point/Station 2.000 **** INITIAL AREA EVALUATION **** . Initial area flow distance = 80.000(Ft.) Top (of initial area) elevation 37.400(FI:.) Bottom (of initial area) elevation = 36.50Cl(Ft.) Difference in elevation = O.900(Ft.) Slope = 0.01125 s (percent) = 1.12 TC = k(0.323)*[(length^3)/(e1evation change)] "0.2 Warning: TC computed to be less than 5 min.; program is assuming the time of concentration is 5 minutes. Initial area time of concentration = 5.000 min. Rainfall intensity = 5.099(In/Hr) for a 100.0 year storm APARTMENT subarea type Runoff Coefficient = 0.892 Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group RI index for soil(AMC 3) Pervious area fraction = Initial subarea runoff = Total initial stream area Pervious area fraction = 0.200 A 0.000 B 0.000 C 1. 000 D 0.000 84.40 0.200; Impervious f~action 2.137(CFS) 0.470 (Ac. ) 0.800 \~ . ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.000 to point:/Station -\ . 000 ..** PIPEFLOW TRAVEL TIME (User specified size) .*** Upstream point/station elevation = 35.00(Ft.} Downstream point/station elevation 33.91(Ft.) Pipe length 200.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow 2.137(CFS) Given pipe size = 6.00(In.} NOTE: Normal flow is pressure flow in user The approximate hydraulic grade line above 30.670(Ft.) at the headworks or inlet Pipe friction loss = 29.001(Ft.) Minor friction loss = 2.759(Ft.) Pipe flow velocity = 10.88(Ft/s) Travel time through pipe 0.31 min. Time of concentration (TC) = 5.31 min. sele(:ted pipe size. the pipe invert is of the pipe(s) K-factor = 1.50 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.000 to Point/Station '\.000 *..* CONFLUENCE OF MINOR STREAMS ..** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 0.470(Ac.) Runoff from this stream 2.137(CFS) Time of concentration 5.31 min. Rainfall intensity = 4.935(In/Hr) . ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.100 to Point/Station 3.000 *.** INITIAL AREA EVALUATION ..*. Initial area flow distance = 65.000(Ft.) Top (of initial area) elevation 37.300 (Ft. I Bottom (of initial area) elevation = 36.650(Ft.) Difference in elevation = 0.650(Ft.) Slope = 0.01000 s(percent)= 1.00 TC = k(0.323).[(length^3)/(elevation change)I^0.2 Warning: TC computed to be less than 5 min.; pr.:Jgram is assuming the time of concentration is 5 minutes. Initial area time of concentration = 5.000 min. Rainfall intensity = 5.099(In/Hr) for a 100.0 year storm APARTMENT subarea type Runoff Coefficient = 0.892 Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group RI index for soil(AMC 3) Pervious area fraction = Initial subarea runoff = Total initial stream area Pervious area fraction = 0.200 A 0.000 B 0.000 C 1.000 D 0.000 84.40 0.200; Impervious fraction 1. 500 (CFS) 0.330 (Ac.) 0.800 +++++++++++++++++++++++++++++++++++++++++++++~++++++++++++++++++++++++ Process from Point/Station 3.000 to pocnt/Station 4.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** . Upstream point/station elevation = Downstream point/station elevation = 34.41(Ft.) 33.91(Ft.) ,s . Pipe length 90.00(Ft.) Manning's N = 0.013 No. of pipes 1 Required pipe flow 1.500(CFS) Given pipe size = 6.00(In.) NOTE: Normal flow is pressure flow in user The approximate hydraulic grade line above 7.294(Ft.) at the headworks or inlet Pipe friction loss = 6.434(Ft.) Minor friction loss = 1.360(Ft.) Pipe flow velocity = 7.64(Ft/s) Travel time through pipe 0.20 min. Time of concentration (TC) = 5.20 min. selected pipe size. the pipe invert is of the pipers) K-fa.ctor = 1. 50 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.000 to Point/Station '1.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.330(Ac.) Runoff from this stream 1.500(CFSl Time of concentration = 5.20 min. Rainfall intensity = 4.992(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) . 1 2 Largest Qp = 2.137 5.31 1.500 5.20 stream flow has longer time of 2.137 + sum of Qb Ia/Ib 1.500 * 0.989 1.483 3.620 4.935 4.992 concentration Qp = Total of 2 streams to confluence: Flow rates before confluence point: 2.137 1.500 Area of streams before confluence: 0.470 0.330 Results of confluence: Total flow rate = Time of concentration Effective stream area 3.620(CFS) 5.306 min. after confluence = 0.800(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.000 to Point/Station 6.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** . Upstream point/station elevation = 33.91 (Ft:.) Downstream point/station elevation = 33.21(Ft.) Pipe length 140.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow 3.620(CFS) Given pipe size = 8.00(In.) NOTE: Normal flow is pressure flow in user The approximate hydraulic grade line above 14.367(Ft.) at the headworks or inlet Pipe friction loss = 12.562(Ft.) Minor friction loss = 2.505(Ft.) Pipe flow velocity = 10.37(Ft/s) Travel time through pipe 0.22 min. Time of concentration (TC) = 5.53 min. selected pipe size. the pipe invert is of the pipers) K-factor = 1. 50 \(,. . +++++++++++++++++++++++++++++++++++++++++++++++~++++++++++++++++i'+++++ Process from Point/Station 4.000 to Point /Station E .000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 0.800(Ac.) Runoff from this stream 3.620(CFS) Time of concentration 5.53 min. Rainfall intensity ~ 4.824(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++i.+++++ Process from Point/Station 5.100 to Point:jStation :,.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 70.000(Ft.) Top (of initial area) elevation 37.000(Ft.) Bottom (of initial area) elevation = 36.150(Ft.) Difference in elevation = 0.850(Ft.) Slope = 0.01214 s(percent) = 1.21 TC ~ k(0.323)*[(length^3)/(elevation change)]^0.2 Warning: TC computed to be less than 5 min.; program is assuming the time of concentration is 5 minutes. Initial area time of concentration = 5.000 min. Rainfall intensity = 5.099(In/Hr) for a 100.0 year storm APARTMENT subarea type Runoff Coefficient = 0.892 Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group RI index for soil(AMC 3) Pervious area fraction = Initial subarea runoff = Total initial stream area Pervious area fraction = 0.200 . A 0.000 B 0.000 C 1. 000 DO.OOO 84.40 0.200; Impervious fraction 1.455 (CFS) 0.320(Ac.) 0.800 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5.000 to Point/Station 6.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 33.40(Ft.) Downstream point/station elevation 33.21(Ft.} Pipe length 34.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow 1.455(CFS) Given pipe size = 6.00(In.) NOTE: Normal flow is pressure flow in user The approximate hydraulic grade line above 3.374(Ft.) at the headworks or inlet Pipe friction loss = 2.285(Ft.) Minor friction loss = 1.279(Ft.) Pipe flow velocity = 7.41(Ft/s) Travel time through pipe 0.08 min. Time of concentration (TC) = 5.08 min. selected pipe size. the pipe invert is of the pipe(s) K-factor = 1. 50 . ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5.000 to Point/Station 6.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 \1 . Stream flow area = Runoff from this stream Time of concentration = Rainfall intensity = Summary of stream data: 0.320(Ac.) 1..455 (CFS) 5.08 min. 5.057(In/Hr) Stream No. Flow rate (CFS) TC (min) Rainfall Intensity ( In/Hr) Qp = 3.620 5.53 1.455 5.08 stream flow has longer time of 3.620 + sum of Qb Ia/lb 1..455 * 0.954 1..388 5.008 4.824 5.057 concentration 1 2 Largest Qp = Total of 2 streams to confluence: Flow rates before confluence point: 3.620 1.455 Area of streams before confluence: 0.800 0.320 Results of confluence: Total flow rate = Time of concentration Effective stream area 5.008 (CFS) 5.531 min. after confluence 1..120 (Ac.) . ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 6.000 to Point/Station 8.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 33.21(Ft.J Downstream point/station elevation = 32.01(Ft.) Pipe length 164.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow 5.008(CFS) Given pipe size = 12.00(In.) NOTE: Normal flow is pressure flow in user The approximate hydraulic grade line above 2.987(Ft.) at the headworks or inlet Pipe friction loss = 3.240(Ft.) Minor friction loss = 0.947(Ft.) Pipe flow velocity = 6.38(Ft/s) Travel time through pipe 0.43 min. Time of concentration (TC) = 5.96 min. selected pipe size. the pipe invert is of the pipe(s) K-factor = 1.. 50 +++++++++++++++++++++++++++++++++++++++++++++++.~++++++++++++++++++++++ Process from Point/Station 6.000 to Point/Station 8.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream uumber 1 Stream flow area = 1.120(Ac.) Runoff from this stream 5.008(CFS) Time of concentration 5.96 min. Rainfall intensity = 4.630(In/Hr) . ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 7.000 to Point/Station 8.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 80.000(Ft.) \~ . Top (of initial area) elevation = 37.000(Ft.) Bottom (of initial area) elevation 35.700(Ft.) Difference in elevation = 1.300(Ft.) Slope = 0.01625 s (percent) = 1.62 TC = k(0.323)*[(length^3)/(elevation change)]^0.2 Warning: TC computed to be less than 5 min.; program is assuming the time of concentration is 5 minutes. Initial area time of concentration = 5.000 min. Rainfall intensity = 5.099(In/Hr) for a 100.0 year storm APARTMENT subarea type Runoff Coefficient = 0.892 Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group RI index for soil(AMC 3) Pervious area fraction = Initial subarea runoff = Total initial stream area Pervious area fraction = 0.200 A 0.000 B 0.000 C 1.000 D 0.000 84.40 0.200; Impervious fraction 2.137(CFS) 0.470 (Ac.) 0.800 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++.~+++++ Process from Point/Station 7.000 to point/Station 13.000 **** CONFLUENCE OF MINOR STREAMS **** . Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.470 (Ac.) Runoff from this stream 2.137(CFS) Time of concentration = 5.00 min. Rainfall intensity = 5.099(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall rntensity ( In/Hr) 1 2 Largest Qp = 5.008 5.96 2.137 5.00 stream flow has longer time of 5.008 + sum of Qb Ia/lb 2.137 * 0.908 1.940 6.949 4.630 5.099 concentration Qp = Total of 2 streams to confluence: Flow rates before confluence point: 5.008 2.137 Area of streams before confluence: 1.120 0.470 Results of confluence: Total flow rate = Time of concentration Effective stream area 6.949(CFS) 5.960 min. after confluence 1.590(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 8.000 to Point/Station 12.000 **** PIPEFLOW TRAVEL TIME (User specified size) w*** . Upstream point/station elevation = 32.01(Ft.) Downstream point/station elevation = 30.23(Ft.) Pipe length 157.00(Ft.) Manning's N = C1.013 No. of pipes = 1 Required pipe flow 6.949(CFS) \0", . Given pipe size 12.00(In.) NOTE: Normal flow is pressure flow in user The approximate hydraulic grade line above 6.013(Ft.) at the headworks or inlet Pipe friction loss = 5.970(Ft.) Minor friction loss = 1.823(Ft.) Pipe flow velocity = 8.85(Ft/s) Travel time through pipe 0.30 min. Time of concentration (TC) = 6.26 min. selected pipe size. the pipe invert is of the pipe(s) K-factor = 1.50 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 8.000 to poine/Station 12.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 1.590(Ac.) Runoff from this stream 6.949(CFS) Time of concentration 6.26 min. Rainfall intensity = 4.508(In/Hr) +++++++++++++++++++++++++++++++++++++++++++++++r++++++++++++++++++++++ Process from Point/Station 10.000 to Point/Station 11.000 **** INITIAL AREA EVALUATION **** . Initial area flow distance = 335.000(Ft.) Top (of initial area) elevation = 36.200(Ft.) Bottom (of initial area) elevation = 34.650(Ft.) Difference in elevation = 1.550(Ft.) Slope = 0.00463 s(percent) = 0.46 TC = k(0.323)*[(length^3)/(elevation change)]'0.2 Initial area time of concentration = 9.686 min. Rainfall intensity = 3.544(In/Hr) for a 100.0 year storm APARTMENT subarea type Runoff Coefficient = 0,888 Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 1.000 Decimal fraction soil group D 0.000 RI index for soil(AMC 3) 84.40 Pervious area fraction = 0.200; Impervious fraction 0.800 Initial subarea runoff = 3.432(CFS) Total initial stream area 1.090(Ac.) Pervious area fraction = 0.200 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 11.000 to Point/Station 12.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** . Upstream point/station elevation = 32.08(Ft.) Downstream point/station elevation = 30.23(Ft.) Pipe length 71.00(Ft.) Manning's N = (J.013 No. of pipes = 1 Required pipe flow 3.432(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow 3.432(CFS) Normal flow depth in pipe = 5.49(In.) Flow top width inside pipe = 16.57(In.) Critical Depth = 8.48(In.) Pipe flow velocity = 7.52(Ft/s) Travel time through pipe = 0.16 min. Time of concentration (TC) = 9.84 min. 2P . ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 11.000 to Point/Station 12.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 1.090(Ac.) Runoff from this stream 3.432(CFS) Time of concentration = 9.84 min. Rainfall intensity = 3.513 (In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity ( In/Hr) 1 2 Largest Qp = 6.949 6.26 3.432 9.84 stream flow has longer 6.949 + sum of Qa Tb/Ta 3.432 * 0.635 9.129 4.50E 3.513 or shorter time of concentration 2.181 Qp = . Total of 2 streams to confluence: Flow rates before confluence point: 6.949 3.432 Area of streams before confluence: 1.590 1.090 Results of confluence: Total flow rate = Time of concentration Effective stream area 9.129(CFS) 6.256 min. after confluence 2.680 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 12.000 to point/Station 16.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 30.23(Ft.) Downstream point/station elevation = 29.69(Ft.) Pipe length 107.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow 9.129(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow 9.129 (CFS) Normal flow depth in pipe = 12.96(In.) Flow top width inside pipe = 23.92(In.) Critical Depth = 12,96(In.) Pipe flow velocity = 5.28(Ft/s) Travel time through pipe = 0.34 min. Time of concentration (TC) = 6.59 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 12.000 to Point/Station 16.000 **** CONFLUENCE OF MAIN STREAMS **** . The following data inside Main Stream is listE=d: In Main Stream number: 1 Stream flow area = 2.680(Ac.) Runoff from this stream 9.129(CFS) Time of concentration = 6.59 min. Rainfall intensity = 4.379(In/Hr) Program is now starting with Main Stream No. 2 ~ . ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++~.+++++ Process from Point/Station 13.000 to Point/Station H. 000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 170.000(Ft.) Top (of initial area) elevation = 36.220(Ft.) Bottom (of initial area) elevation = 35.020(Ft.) Difference in elevation = 1.200(Ft.) Slope = 0.00706 s(percent) = 0.71 TC = k(0.323)*[(lengthA3)/(elevation change)]AO.2 Initial area time of concentration = 6.786 mi.n. Rainfall intensity = 4.310(In/Hr) for a ].00.0 year storm APARTMENT subarea type Runoff Coefficient = 0.890 Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 1.000 Decimal fraction soil group D 0.000 RI index for soil(AMC 3) 84.40 Pervious area fraction = 0.200; Impervious fraction 0.800 Initial subarea runoff = 1.727(CFS) Total initial stream area 0.450(Ac.) Pervious area fraction = 0.200 +++++++++++++++++++++++++++++++++++++++++++++++~++++++++++++++++++++++ Process from Point/Station 14.000 to Point/Station I!;. 000 **** PIPEFLOW TRAVEL TIME (User specified size) **** . Upstream point/station elevation = 32.00(Ft.) Downstream point/station elevation = 31.11(Ft.) Pipe length 180.00(Ft.) Manning'S N = 0.013 No. of pipes = 1 Required pipe flow 1.727(CFS) Given pipe size = 8.00(In.) NOTE: Normal flow is pressure flow in user The approximate hydraulic grade line above 3.355(Ft.) at the headworks or inlet Pipe friction loss = 3.675(Ft.) Minor friction loss = 0.570(Ft.) Pipe flow velocity = 4.95(Ft/s) Travel time through pipe 0.61 min. Time of concentration (TC) = 7.39 min. selected pipe size. the pipe invert is of the pipe (s) K-factor = 1. 50 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 14.000 to Point/Station 15.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 0.450(Ac.) Runoff from this stream 1.727(CFS) Time of concentration 7.39 min. Rainfall intensity = 4.112 (In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 15.100 to Point/Station 15.000 **** INITIAL AREA EVALUATION **** . Initial area flow distance = 200.000(Ft.} Top (of initial area) elevation = 36.220 (Fl:.) Bottom (of initial area) elevation = 36.000(Ft.) -z..'V . Difference in elevation = 0.220(Ft.) Slope ~ 0.00110 s (percent) = 0.11 TC ~ k(0.323)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 10.504 min. Rainfall intensity = 3.390(In/Hr) for a 100.0 year storm APARTMENT subarea type Runoff Coefficient = 0.888 Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 1.000 Decimal fraction soil group D 0.000 RI index for soil(AMC 3) 84.40 Pervious area fraction = 0.200; Impervious fraction 0.800 Initial subarea runoff = 2.287(CFS) Total initial stream area 0.760(Ac.) Pervious area fraction = 0.200 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 15.100 to Poin~/Station 15.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 0.760(Ac.) Runoff from this stream 2.287(CFS) Time of concentration = ~O.50 min. Rainfall intensity = 3.390(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity ( In/Hr) . 1 2 Largest Qp ~ 1.727 7.39 2.287 10.50 stream flow has longer 2.287 + sum of Qb Ia/lb 1.727 * 0.824 3.711 time of 4.112 3.390 concent.ration 1. 4 24 Qp ~ Total of 2 streams to confluence: Flow rates before confluence point: 1.727 2.287 Area of streams before confluence: 0.450 0.760 Results of confluence: Total flow rate = Time of concentration Effective stream area 3.711 (CFS) 10.504 min. after confluence 1.210 (Ac. ) +++++++++++++++++++++++++++++++++++++++++++++~++++++++++++++++++++++++ Process from Point/Station 15.000 to Point/Station 16.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** . Upstream point/station elevation = 31.11(Ft.} Downstream point/station elevation = 29.69(F't.) Pipe length 18.00(Ft.} Manning's N = 0.013 No. of pipes = 1 Required pipe flow 3.711(CFS) Given pipe size = 8.00(In.) NOTE: Normal flow is pressure flow in user selected pipe size. The approximate hydraulic grade line above the pipe invert is 2.909(Ft.) at the headworks or inlet of the pipets) '2.-~- . Pipe friction loss = 1.697(Ft.) Minor friction loss = 2.632(Ft.) K-f.,ctor Pipe flow velocity = 10.63(Ft/s) Travel time through pipe 0.03 min. Time of concentration (TC) = 10.53 min. 1. 50 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 15.000 to Point/Station 16.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed, In Main Stream number: 2 Stream flow area = 1.210(Ac.) Runoff from this stream 3.711(CFS) Time of concentration = 10.53 min. Rainfall intensity = 3.385(In/Hr) Summary of stream data, Stream No. Flow rate (CFS) TC (min) Rainfall Intensity ( In/Hr) 1 2 Largest Qp = 9.129 6.59 3.711 10.53 stream flow has longer 9.129 + sum of Qa Tb/Ta 3.711 * 0.626 11.453 4.379 3.385 or shorter time: .Jf concentration 2.323 Qp = . Total of 2 main streams to confluence: Flow rates before confluence point: 9.129 3,711 Area of streams before confluence: 2.680 1.210 Results of confluence: Total flow rate = 11.453(CFS) Time of concentration 6.593 min. Effective stream area after confluence 3.890(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 16.000 to Point/Station 26.000 **** PIPEFLOW TRAVEL TIME (User specified SiZE!) **** Upstream point/station elevation = 29.69(Ft.) Downstream point/station elevation = 24.69(Ft.) Pipe length 220.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow 11.453 (CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow 11.453 (CFS) Normal flow depth in pipe = 9.59(In.) Flow top width inside pipe = 23.51(In.) Critical Depth = 14.57(In.) Pipe flow velocity = 9.79(Ft/s) Travel time through pipe = 0.37 min. Time of concentration (TC) = 6.97 min. . +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++~.++++++ Process from Point/Station 16.000 to Point/Station 26.000 11\ **** CONFLUENCE OF MAIN STREAMS **** . The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 3.890(Ac,) Runoff from this stream 11.453(CFS) Time of concentration = 6.97 min. Rainfall intensity = 4.248(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++i.+++++ Process from Point/Station 10.000 to Point/Station 17.000 **** INITIAL AREA EVALUATION **** . Initial area flow distance = 460.000(Ft.) Top (of initial area) elevation = 36.200(Ft.) Bottom (of initial area) elevation = 34.110(Ft.) Difference in elevation = 2.090(Ft.) Slope = 0.00454 s (percent) = 0.45 TC = k(0.323)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 11.036 min. Rainfall intensity = 3.299(In/Hr) for a 100.0 year storm APARTMENT subarea type Runoff Coefficient = 0.887 Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 1.000 Decimal fraction soil group D 0.000 RI index for soil(AMC 3) 84.40 Pervious area fraction = 0.200; Impervious fraction 0.800 Initial subarea runoff = 3.250(CFS) Total initial stream area 1.110(Ac.) Pervious area fraction = 0.200 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 17.000 to Point/Station 20.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 29.66(Ft.l Downstream point/station elevation = 28.49(Ft.) Pipe length 230.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow 3.250(CFS) Given pipe size = 12.00(In.) NOTE: Normal flow is pressure flow in user The approximate hydraulic grade line above 1.142(Ft.) at the headworks or inlet Pipe friction loss = 1.913(Ft.) Minor friction loss = 0.399(Ft.) Pipe flow velocity = 4.14(Ft/s) Travel time through pipe 0.93 min. Time of concentration (TC) = 11.96 min. selected pipe size. the pipe invert is of the pipe(s) K-factor = 1. SO ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 17.000 to Point/Station 20.000 **** CONFLUENCE OF MINOR STREAMS **** . Along Main Stream number: 2 in normal stream number 1 Stream flow area = 1.110(Ac.) Runoff from this stream 3.250(CFS) Time of concentration 11.96 min. Rainfall intensity = 3.156(In/Hr) 1:5 . ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 18.000 to point/Station 19.000 .... INITIAL AREA EVALUATION .... Initial area flow distance = 200.000(Ft.) Top (of initial area) elevation = 36.200(Ft.) Bottom (of initial area) elevation = 35.300(Ft.) Difference in elevation = 0.900(Ft.) Slope = 0.00450 s(percent) = 0.45 TC = k(0.323)'[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 7.925 min. Rainfall intensity = 3.958(In/Hr) for a 100.0 year storm APARTMENT subarea type Runoff Coefficient = 0.889 Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 1.000 Decimal fraction soil group D 0.000 RI index for soil(AMC 3) 84.40 Pervious area fraction = 0.200; Impervious fraction 0.800 Initial subarea runoff = 3.661(CFS) Total initial stream area 1.040(Ac.) Pervious area fraction = 0.200 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 19.000 to Point/Station 20.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 28.87(Ft.) Downstream point/station elevation = 28.49(Ft.) Pipe length 41.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow 3.661(CFS) Given pipe size = 8.00(In.) NOTE: Normal flow is pressure flow in user The approximate hydraulic grade line above 5.945(Ft.) at the headworks or inlet Pipe friction loss = 3.763(Ft.) Minor friction loss = 2.563(Ft.) Pipe flow velocity = 10.49(Ft/s) Travel time through pipe 0.07 min. Time of concentration (Te) = 7.99 min. selected pipe size. the pipe invert is of the pipe(s) . K-factor = 1.50 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 19.000 to point/Station 20.000 .... CONFLUENCE OF MINOR STREAMS .... Along Main Stream number: 2 in normal stream number 2 Stream flow area = 1.040(Ac.) Runoff from this stream 3.661(CFS) Time of concentration = 7.99 min. Rainfall intensity = 3.940(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) . 1 2 Largest 3.250 3.661 stream 11.96 7.99 flow has longer or 3.156 3.940 shorter time of concentration ~ Qp 3.661 + Qa 3.250 * 5.832 sum of Tb/Ta 0.668 2.170 . Qp = Total of 2 streams to confluence: Flow rates before confluence point: 3.250 3.661 Area of streams before confluence: 1.110 1.040 Results of confluence: Total flow rate = Time of concentration Effective stream area 5.832 (CFS) 7.990 min. after confluence 2.150(AC.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 20.000 to Point/Station 22.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** . Upstream point/station elevation = 28.49(Ft.) Downstream point/station elevation = 28.41(Fc.) Pipe length 40.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow 5.832 (CFS) Given pipe size = 12.00(In.) NOTE: Normal flow is pressure flow in user The approximate hydraulic grade line above 2.276(Ft.) at the headworks or inlet Pipe friction loss = 1.071(Ft.) Minor friction loss = 1.284(Ft.) Pipe flow velocity = 7.43(Ft/s) Travel time through pipe 0.09 min. Time of concentration (TC) = B.08 min. selected pipe size. the: pipe invert is of the pipe(s) K-fac:tor = 1.50 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 20.000 to Point/Station 22.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 2.150(Ac.) Runoff from this stream 5.832(CFS) Time of concentration 8.08 min. Rainfall intensity = 3.916(In/Hr) +++++++++++++++++++++++++++++++++++++++++++++~++++++++++++++++++++++++ Process from Point/Station 21.100 to Point/Station 21.000 **** INITIAL AREA EVALUATION **** . Initial area flow distance = 150.000(Ft.) Top (of initial area) elevation = 36.030 (Fj:.) Bottom (of initial area) elevation = 34.750(Ft.) Difference in elevation = 1.280(Ft.) Slope = 0.00853 s (percent) = 0.85 TC = k(0.323)*[(length^3)/(elevation change)I^0.2 Initial area time of concentration = 6.215 min. Rainfall intensity = 4.524(In/Hr) for a 100.0 year storm APARTMENT subarea type Runoff Coefficient = 0.891 Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 1.000 Decimal fraction soil group D 0.000 "2-'\ . RI index for soil(AMC 3) Pervious area fraction = Initial subarea runoff = Total initial stream area Pervious area fraction = 0.200 = 84.40 0.200; Impervious fraction 2.297 (CFS) 0.570(Ac.) 0.800 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 21.000 to Point/Station 22.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 28.81(Ft.) Downstream point/station elevation = 28.41(Ft.) Pipe length 16.00 (Ft. ) Manning's N = O. DB No. of pipes = 1 Required pipe flow 2.297(CFS) Given pipe size = 8.00(In.) NOTE: Normal flow is pressure flow in user The approximate hydraulic grade line above 1.186(Ft.) at the headworks or inlet Pipe friction loss = 0.578(Ft.) Minor friction loss = 1.009(Ft.) Pipe flow velocity = 6.58(Ft/s) Travel time through pipe 0.04 min. Time of concentration (TC) = 6.26 min. selected pipe size. the pipe invert is of the pipe(s) K-factor = 1.50 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 21.000 to Point/Station 22.000 **** CONFLUENCE OF MINOR STREAMS **** . Along Main Stream number: 2 in normal stream number 2 Stream flow area = 0.570(Ac.) Runoff from this stream 2.297(CFS) Time of concentration = 6.26 min. Rainfall intensity = 4.508(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity ( In/Hr) 1 2 Largest Qp = 5.832 8.08 2.297 6.26 stream flow has longer time of 5.832 + sum of Qb Ia/lb 2.297 * 0.869 1.995 7.827 3.916 4.508 concentration Qp = Total of 2 streams to confluence: Flow rates before confluence point: 5.832 2.297 Area of streams before confluence: 2.150 0.570 Results of confluence: Total flow rate = Time of concentration Effective stream area 7.827(CFS) 8.079 min. after confluence 2.720(Ac.) . ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 22.000 to Point/Station 24.000 **** PIPEFLOW TRAVEL TIME (User specified sizE~) .,.*** 1J- . Upstream point/station elevation = 28.41(Ft.) Downstream point/station elevation 26.37(Ft:.) Pipe length 210.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 7.827(CFS) Given pipe size = 12.00(In.) NOTE: Normal flow is pressure flow in user The approximate hydraulic grade line above 10.406(Ft.) at the headworks or inlet Pipe friction loss = 10.132(Ft.) Minor friction loss = 2.313(Ft.) Pipe flow velocity = 9.97(Ft/s) Travel time through pipe 0.35 min. Time of concentration {TC} = 8.43 min. selected pipe size. the pipe invert is of the pipets) K-factor = 1.50 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 22.000 to Poin~/Station 24.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream uumber 1 Stream flow area = 2.720(Ac.) Runoff from this stream 7.827(CFSl Time of concentration 8.43 min. Rainfall intensity = 3.826(In/Hr) +++++++++++++++++++++++++++++++++++++++++++++i'++++++++++++++++++++++++ Process from Point/Station 23.100 to Point/Station 23.000 **** INITIAL AREA EVALUATION **** . Initial area flow distance = 170.000(Ft.) Top (of initial area) elevation = 35.900(Ft.) Bottom (of initial area) elevation = 35.600(Ft.) Difference in elevation = 0.300(Ft.) Slope = 0.00176 s(percent) = 0.18 TC = k(0.323)*[(length^3)/(elevation change)] "0.2 Initial area time of concentration = 8.955 min. Rainfall intensity = 3.701(In/Hr) for a 100.0 year storm APARTMENT subarea type Runoff Coefficient = 0.889 Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 1.000 Decimal fraction soil group 0 0.000 RI index for soil(AMC 3) 84.40 Pervious area fraction = 0.200; Impervious f~action 0.800 Initial subarea runoff = 1.908(CFS) Total initial stream area 0.580(Ac.) Pervious area fraction = 0.200 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++i'++++++ Process from Point/Station 23.000 to Point/Station ,4.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** . Upstream point/station elevation = 27.77(Ft.) Downstream point/station elevation = 26.37(Ft.) Pipe length 110.00(Ft.) Manning'S N = 0.013 No. of pipes = 1 Required pipe flow 1.908(CFS) Given pipe size = 6.00(In.) NOTE: Normal flow is pressure flow in user selected pipe size. The approximate hydraulic grade line above the pipe invert is 13.510(Ft.) at the headworks or inlet of the pipets) Pipe friction loss = 12.711(Ft.) ~ . Minor friction loss = 2.199 (Ft.) K-factor = Pipe flow velocity = 9.72(Ft/s) Travel time through pipe 0.19 min. Time of concentration (TC) = 9.14 min. 1. 50 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++.~+++++ Process from Point/Station 24.000 to Point/Station 25.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 26.37(Ft.) Downstream point/station elevation = 25.61(Ft.) Pipe length 150.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow 1.90S(CFS) Given pipe size = lS.00(In.) Calculated individual pipe flow 1.90S(CFS) Normal flow depth in pipe = 6.20(In.) Flow top width inside pipe = 17.11(In.) Critical Depth = 6.24(In.) Pipe flow velocity = 3.54(Ft/s) Travel time through pipe = 0.71 min. Time of concentration (TC) = 9.S5 min. +++++++++++++++++++++++++++++++++++++++++++++i++++++++++++++++++++++++ Process from Point/Station 24.000 to Point/Station 25.000 **** CONFLUENCE OF MINOR STREAMS **** . Along Main Stream number: 2 in normal stream number 1 Stream flow area = 0.5S0(Ac.) Runoff from this stream 1.90S(CFS) Time of concentration = 9.85 min. Rainfall intensity = 3.512(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 25.100 to Point/Station 25.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 140.000(Ft.) Top (of initial area) elevation = 35.610(Ft.) Bottom (of initial area) elevation = 34.370 (FI:.) Difference in elevation = 1.240(Ft.) Slope = 0.00S86 s(percent) = 0.89 TC = k(0.323)* [(lengthA3)/(elevation change)] "0.2 Initial area time of concentration = 6.001 min. Rainfall intensity = 4.612(In/Hr) for a 100.0 year storm APARTMENT subarea type Runoff Coefficient = 0.S91 Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 1.000 Decimal fraction soil group D 0.000 RI index for soil(AMC 3) 84.40 Pervious area fraction = 0.200; Impervious fraction 0.800 Initial subarea runoff = 4.068(CFS) Total initial stream area O.990(Ac.) Pervious area fraction = 0.200 . ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 25.100 to Point/Station 25.000 **** CONFLUENCE OF MINOR STREAMS **** ~ . Along Main Stream number: 2 in normal stream number 2 Stream flow area = 0.990(Ac.) Runoff from this stream 4.068(CFS) Time of concentration = 6.00 min. Rainfall intensity = 4.612(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 2 Largest Qp = 1.908 9.B5 4.06B 6.00 stream flow has longer 4.068 + sum of Qa Tb/Ta 1.90B * 0.609 5.230 3.512 4.612 or shorter time of concentration 1.162 Qp = Total of 2 streams to confluence: Flow rates before confluence point: 1,908 4.068 Area of streams before confluence: 0.580 0.990 Results of confluence: Total flow rate = Time of concentration Effective stream area 5.230(CFS) 6.001 min. after confluence 1.570(Ac.) . ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++"-+++++ Process from Point/Station 25.000 to Point/Station 26.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 25.61(Ft.) Downstream point/station elevation = 24.69(Ft.) Pipe length 88.00(Ft.) Manning'S N = 0.013 No. of pipes = 1 Required pipe flow 5.230(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow 5.230(CFS) Normal flow depth in pipe = 8.86(In.) Flow top width inside pipe = 18.00(In.) Critical Depth = 10.56(In.) Pipe flow velocity = 6.04(Ft/s) Travel time through pipe = 0.24 min. Time of concentration (TC) = 6,24 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 25.000 to point/Station 26.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 1.570(Ac.) Runoff from this stream 5.230(CFS) Time of concentration = 6.24 min. Rainfall intensity = 4.513(In/Hr) Summary of stream data: . Stream No. Flow rate (CFS) TC (min) Rainfall Intensity IIn/Hr) ~ . 1 2 Largest Qp = 11.453 6.97 5.230 6.24 stream flow has longer 11.453 + sum of Qb Ia/lb 5.230 * 0.941 16.376 4.248 4.513 time of concentration 4.924 Qp = Total of 2 main streams to confluence: Flow rates before confluence point: 11.453 5.230 Area of streams before confluence: 3.890 1.570 Results of confluence: Total flow rate = 16.376(CFS) Time of concentration 6.968 min. Effective stream area after confluence !5.460(AC.) +++++++++++++++++++++++++++++++++++++++++++++++.~++++++++++++++++++++++ Process from Point/Station 26.000 to Point/Station 26.300 **** PIPEFLOW TRAVEL TIME (User specified size) **** . Upstream point/station elevation = 24.69(Ft.) Downstream point/station elevation = 24.16(Fc.) Pipe length 64.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow 16.376(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow 16.376(CFS) Normal flow depth in pipe = 16.17(In.) Flow top width inside pipe = 22.50(In.) Critical Depth = 17.49(In.) Pipe flow velocity = 7.27(Ft/s) Travel time through pipe = 0.15 min. Time of concentration (TC) = 7.11 min. +++++++++++++++++++++++++++++++++++++++++++++1'++++++++++++++++++++++++ Process from Point/Station 26.000 to Point/Station 26.300 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1. in normal stream number 1 Stream flow area = 5.460(Ac,) Runoff from this stream 16.376(CFS) Time of concentration 7.11 min. Rainfall intensity = 4.200(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 26.100 to Poi.nt/Station 26.200 **** INITIAL AREA EVALUATION **** . Initial area flow distance = 160.000(Ft.) Top (of initial area) elevation = 35.700 (Fl:.) Bottom (of initial area) elevation = 34.300(Ft.) Difference in elevation = 1.400(Ft.) Slope = 0.00875 s (percent) = 0.88 TC = k(0.323)*[(lengthA3)/(elevat:ion change)]"0.2 Initial area time of concentration = 6.345 min. Rainfall intensity = 4.473(In/Hr) for a 100.0 year storm APARTMENT subarea type Runoff Coefficient = 0.891 ?:>7- Decimal fraction soil group A 0.000 . Decimal fraction soil group B 0.000 Decimal fraction soil group C 1. 000 Decimal fraction soil group D 0.000 RI index for soil (AMC 3) 84.40 Pervious area fraction = 0.200; Impervious fraction 0.800 Initial subarea runoff = 1.992 (CFS) Total initial stream "area o . 500 (Ac. ) Pervious area fraction = 0.200 +++++++++++++++++++++++++++++++++++++++++++++++~++++++++++++++++++++++ Process from Point/Station 26.200 to Point/Station 26.300 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 26.19(Ft.) Downstream point/station elevation = 24.16(Ft.) Pipe length 17.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow 1.992(CFS) Given pipe size = 8.00(In.) Calculated individual pipe flow 1.992(CFS) Normal flow depth in pipe = 3.89(In.) Flow top width inside pipe = 8.00(In.) Critical Depth = 7.51(In.) Pipe flow velocity = 11.82(Ft/s) Travel time through pipe = 0.02 min, Time of concentration (TC) = 6.37 min. . ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 26.200 to poine/Station 26.300 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream ~umber 2 Stream flow area = 0.500(Ac.) Runoff from this stream 1.992(CFS) Time of concentration = 6.37 min. Rainfall intensity = 4.464(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 2 Largest Qp = 16.376 7.11 1.992 6.37 stream flow has longer time of 16.376 + sum of Qb Ia/ Ib 1.992 * 0.941 1.874 18.250 4.200 4 . 46~, concent:ration Qp = Total of 2 streams to confluence: Flow rates before confluence point: 16.376 1.992 Area of streams before confluence: 5.460 0.500 Results of confluence: Total flow rate = 18.250(CFS) Time of concentration 7.115 min. Effective stream area after confluence = .960 (Ac. ) . ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ~~ . Process from Point/Station 26.300 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **** 37.000 Upstream point/station elevation = 24.l6(Ft.) Downstream point/station elevation -300.00 (Ft..) Pipe length 64.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow 18.250(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow 18.250(CFS) Normal flow depth in pipe = 3.11(In.) Flow top width inside pipe = 16.12(In.) Critical Depth = 18.47(In.) Pipe flow velocity = 76.48(Ft/s) Travel time through pipe = 0.01 min. Time of concentration (TC) = 7.13 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 26.300 to Point/Station 37.000 .... CONFLUENCE OF MAIN STREAMS .*** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 5.960(Ac.) Runoff from this stream 18.250(CFS) Time of concentration = 7.13 min. Rainfall intensity = 4.195{In/Hr) Program is now starting with Main Stream NO. 2 . ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 27,000 to Point/Station 21l.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 430.000{Ft.) Top (of initial area) elevation = 34.500(Ft.) Bottom (of initial area) elevation = 31.440(Ft.) Difference in elevation = 3.060(Ft.) Slope = 0.00712 s{percent) = 0.71 TC = k(0.323)'[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 9.821 min. Rainfall intensity = 3.518 (In/Hr) for a :100.0 year storm APARTMENT subarea type Runoff Coefficient = 0.888 Decimal fraction soil group A = 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 1.000 Decimal fraction soil group D 0.000 RI index for soil(AMC 3) 84.40 Pervious area fraction = 0.200; Impervious fraction 0.800 Initial subarea runoff = 3.906(CFS) Total initial stream area 1.250{Ac.) Pervious area fraction = 0.200 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 28.000 to Point/Station 30.000 .*.. PIPEFLOW TRAVEL TIME (User specified size) ..** . Upstream point/station elevation = 28.44(Ft:.) Downstream point/station elevation = 27.44(Ft.) Pipe length 200.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow 3.906(CFS) Given pipe size = l8.00{In.) :A . Calculated individual pipe flow Normal flow depth in pipe = Flow top width inside pipe = Critical Depth = 9.07(In.) Pipe flow velocity = 4.26(Ft/s) Travel time through pipe = 0.78 min. Time of concentration (TC) = 10.60 min. 3.906(CFS) 9.27(In.) 17.99(In.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 28.000 to Point/Station 30.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream nwnber 1 Stream flow area = 1.250(Ac.) Runoff from this stream 3.906(CFS) Time of concentration 10.60 min. Rainfall intensity = 3.372(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 29.100 to Point/Station 29.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 150.000(Ft.) Top (of initial area) elevation = 33.460(Ft:.) Bottom (of initial area) elevation = 32.730(Ft.) Difference in elevation = 0.730(Ft.) Slope = 0.00487 s (percent) = 0.49 TC = k(0.323)*[(lengthA3)/(elevation change)] "0.2 Initial area time of concentration = 6.953 min. Rainfall intensity = 4.253(In/Hr) for a 100.0 year storm APARTMENT subarea type Runoff Coefficient = 0.890 Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group RI index for soil(AMC 3) Pervious area fraction = Initial subarea runoff = Total initial stream area Pervious area fraction = 0.200 . A 0.000 B 0.000 C 1.000 D 0.000 84.40 0.200; Impervious f~action 1.742(CFS) 0.460(Ac.) 0.800 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 29.000 to Point/Station 30.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 29.73(Ft.) Downstream point/station elevation = 27.44(Ft.) Pipe length 18.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow 1.742(CFS) Given pipe size = 8.00(In.) Calculated individual pipe flow 1.742(CFS) Normal flow depth in pipe = 3.54(In.) Flow top width inside pipe = 7.95(In.) Critical Depth = 7.24(In.) Pipe flow velocity = 11.69(Ft/s) Travel time through pipe = 0.03 min. Time of concentration (TC) = 6.98 min. . +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++~++++++ / ~ . Process from Point/Station 29.000 to Point/Station .... CONFLUENCE OF MINOR STREAMS .... 30.000 Along Main Stream number: 2 in normal stream number 2 Stream flow area = 0.460(Ac.l Runoff from this stream 1.742(CFS) Time of concentration = 6.98 min. Rainfall intensity = 4.245(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity ( In/Hr) 1 2 Largest Qp = 3.906 10.60 1.742 6.98 stream flow has longer time of 3.906 + sum of Qb Ia/lb 1.742' 0.794 1.384 5.289 3.372 4.245 concentration Qp = Total of 2 streams to confluence: Flow rates before confluence point: 3.906 1.742 Area of streams before confluence: 1.250 0.460 Results of confluence: Total flow rate = Time of concentration Effective stream area 5.289(CFS) 10.604 min. after confluence 1. 710 (Ac.) . ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 30.000 to Peine/Station 32.000 .... PIPEFLOW TRAVEL TIME (User specified size) .... Upstream point/station elevation = 27.44(Ft.) Downstream point/station elevation = 27.17(Ft.) Pipe length 53.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow 5.289(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow 5.289 (CFS) Normal flow depth in pipe = 11.16(In.) Flow top width inside pipe = 17.48(In.) Critical Depth = 10.63(In.) Pipe flow velocity = 4.60(Ft/s) Travel time through pipe = 0.19 min. Time of concentration (TC) = 10.80 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 30.000 to Point/Station 32.000 .... CONFLUENCE OF MINOR STREAMS .... Along Main Stream number: 2 in normal stream number 1 Stream flow area = 1.710(Ac.) Runoff from this stream 5.289(CFS) Time of concentration 10.80 min. Rainfall intensity = 3.339(In/Hr) . +++++++++++++++++++++++++++++++++++++++++++++~++++++++++++++++++++++++ Process from Point/Station 23.100 to pocnt/Station 31.000 ?t=> **** INITIAL AREA EVALUATION **** . Initial area flow distance = 160.000(Ft.) Top (of initial area) elevation = 35.900(Ft.) Bottom (of initial area) elevation = 34.600(Ft.) Difference in elevation = 1.300(Ft.) Slope = 0,00812 s(percent)= 0.81 TC = k(0.323)*[(lengthA3)/(elevation change)]AO.2 Initial area time of concentration = 6.440 min. Rainfall intensity = 4.436(In/Hr) for a 100.0 year storm APARTMENT subarea type Runoff Coefficient = 0.891 Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 1.000 Decimal fraction soil group D 0.000 RI index for soil(AMC 3) 84.40 Pervious area fraction = 0.200; Impervious fraction 0.800 Initial subarea runoff = 3.003(CFS) Total initial stream area 0.760 (Ac.) Pervious area fraction = 0.200 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 31. 000 to Point/Station 3;:.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** . Upstream point/station elevation - 28.11(Ft.) Downstream point/station elevation = 27.17(Ft.) Pipe length 79.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow 3.003(CFS) Given pipe size = 8.00(In.) NOTE: Normal flow is pressure flow in user The approximate hydraulic grade line above 5.659(Ft.) at the headworks or inlet Pipe friction loss = 4.876(Ft.) Minor friction loss = 1.723(Ft.) Pipe flow velocity = 8.60(Ft/s) Travel time through pipe 0.15 min. Time of concentration (TC) = 6.59 min. selected pipe size. the pipe invert is of the pipe(s) K-factor = 1.50 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++.~+++++ Process from Point/Station 31.000 to Point/Station 32.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 0.760(Ac.) Runoff from this stream 3.003(CFS) Time of concentration = 6.59 min. Rainfall intensity = 4.380(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) ( In/Hr) 1 5.289 10.80 3.339 2 3.003 6.59 4.380 Largest stream flow has longer time of concent.ration Qp = 5.289 + sum of . Qb Ia/Ib 3.003 * 0.762 2.289 Qp 7.578 ~1 . Total of 2 streams to confluence: Flow rates before confluence point: 5.289 3.003 Area of streams before confluence: 1.710 0.760 Results of confluence: Total flow rate = Time of concentration Effective stream area 7.578 (CFS) 10.796 min. after confluence 2.470 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++~.+++++ Process from Point/Station 32.000 to Point/Station 3!,. 000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 27.17(Ft.) Downstream point/station elevation = 26.28(Ft.) Pipe length 180.00(Ft.l Manning's N = 0.013 No. of pipes = 1 Required pipe flow 7.578(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow 7.578(CFSl Normal flow depth in pipe = 18.00(In.) Flow top width inside pipe = O.OO(In.) Critical Depth = 12.80(In.l Pipe flow velocity = 4.18(Ft/s) Travel time through pipe = 0.72 min. Time of concentration (TCl = 11.51 min. . ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 32.000 to point/Station 3'1.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 2.470(Ac.) Runoff from this stream 7.578(CFS) Time of concentration 11.51 min. Rainfall intensity = 3.223(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 33.100 to Point/Station 33.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 230.000(Ft.l Top (of initial area) elevation = 35.390(Ft.1 Bottom (of initial area) elevation = 33.190(Ft.) Difference in elevation = 2.200(Ft.) Slope = 0.00957 s(percent) = 0.96 TC = k(0.323)*[(lengthA3)/(elevation change)]'0.2 Initial area time of concentration = 7.207 min. Rainfall intensity = 4.170(In/Hr) for a 100.0 year storm APARTMENT subarea type Runoff Coefficient = 0.890 Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 1.000 Decimal fraction soil group D 0.000 RI index for soil (AMC 3) 84.40 Pervious area fraction = 0.200; Impervious f]:action 0.800 Initial subarea runoff = 3.452(CFS) Total initial stream area 0.930(Ac.) Pervious area fraction = 0.200 . ~8 . ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++.~+++++ Process from Point/Station 33.000 to Point/Station 34.000 .... PIPEFLOW TRAVEL TIME (User specified size) .... Upstream point/station elevation = 30.00(Ft.) Downstream point/station elevation 26.28(Ft.) Pipe length 54.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow 3.4~2(CFS) Given pipe size = 6.00(In.) NOTE: Normal flow is pressure flow in user The approximate hydraulic grade line above 23.903(Ft.) at the headworks or inlet Pipe friction loss = 20.426(Ft.) Minor friction loss = 7.197(Ft.) Pipe flow velocity = 17.58(Ft/s) Travel time through pipe 0.05 min. Time of concentration (Te) = 7.26 min. selected pipe size. the pipe invert is of the pipets) K-factor = 1. 50 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 33.000 to Point/Station 34.000 .... CONFLUENCE OF MINOR STREAMS .... Along Main Stream number: 2 in normal stream number 2 Stream flow area = 0.930(Ac.) Runoff from this stream 3.452(CFS) Time of concentration = 7.26 min. Rainfall intensity = 4.154(In/Hr) Summary of stream data: . Stream No. Flow rate (CFS) TC (min) Rainfall Intensity ( In/Hr) 1 2 Largest Qp = 7.578 11.51 3.452 7.26 stream flow has longer time of 7.578 + sum of Qb Ia/lb 3.452' 0.776 2.678 10.256 3,222 4.154 concent,ration Qp = Total of 2 streams to confluence: Flow rates before confluence point: 7.578 3.452 Area of streams before confluence: 2.470 0.930 Results of confluence: Total flow rate = 10.256(CFS) Time of concentration 11.514 min. Effective stream area after confluence 3.400 (Ac.) +++++++++++++++++++++++++++++++++++++++++++++~++++++++t+++++++++++++++ Process from Point/Station 34.000 to Point/Station 36.000 .... PIPEFLOW TRAVEL TIME (User specified size) .... . Upstream point/station elevation = 26.28(Ft.) Downstream point/station elevation = 25.18(Ft.) Pipe length = 91.00(Ft.) Manning's N = (l.0l3 No. of pipes = 1 Required pipe flow 10.256(CFS) Given pipe size = 18.00(In.} 2><:\ . Calculated individual pipe Normal flow depth in pipe = Flow top width inside pipe = Critical Depth = 14.79(In.) Pipe flow velocity = 7.38(Ft/s) Travel time through pipe = 0.21 min. Time of concentration (TC) = 11.72 min. flow 10.256(CFS) D .20 (In.) 15.92 (In.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++..+++++ Process from Point/Station 34.000 to Point./Station 36.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 3.400(Ac.) Runoff from this stream = 10.256(CFS) Time of concentration 11.72 min. Rainfall intensity = 3.192(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 35.100 to Point/Station 35.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 80.000(Ft.) Top (of initial area) elevation 33.710(Ft.) Bottom (of initial area) elevation = 29.500(Ft.) Difference in elevation = 4.210(Ft.) Slope = 0.05263 s (percent) = 5.26 TC = k(0.323)*[(lengthA3)/(elevation change)]AO.2 Warning: TC computed to be less than 5 min.i program is assuming the time of concentration is 5 minutes. Initial area time of concentration = 5.000 min. Rainfall intensity = 5.099(In/Hr) for a 100.0 year storm APARTMENT subarea type Runoff Coefficient = 0.892 Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group RI index for soil(AMC 3) Pervious area fraction = Initial subarea runoff = Total initial stream area Pervious area fraction = 0.200 A 0.000 B = 0.000 C 1. 000 DO.OOO 84.40 0.200; Impervious fraction 4.274(CFS) o . 940 (Ac. ) 0.800 . ++++++++++++++++++++++++++++++++++++++++++++++++~+++++++++++++++++++++ Process from Point/Station 35.000 to Point/Station 36.000 **** PIPEFLOW TRAVEL TIME (User specified SiZE!) **** . Upstream point/station elevation = 26.50(Ft.) Downstream point/station elevation = 25.18(Ft.) Pipe length 54.00(Ft.) Manning's N = (I.OD No. of pipes = 1 Required pipe flow 4.274(CFS) Given pipe size = 6.00(In.) NOTE: Normal flow is pressure flow in user The approximate hydraulic grade line above 41.038(Ft.) at the headworks or inlet Pipe friction loss = 31.321(Ft.) Minor friction loss = 11.036(Ft.) Pipe flow velocity = 21.77(Ft/s) Travel time through pipe 0.04 min. Time of concentration (TC) = 5.04 min. selected pipe size. the pipe invert is of the pipe(s) K-factor = 1. 50 6,b . +++++++++++++++++++++++++++++++++++++++++++++++.~++++++++++++++++++++++ Process from Point/Station 35.000 to Point/Station 36.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream n.umber 2 Stream flow area = 0.940(Ac.) Runoff from this stream 4.274(CFS) Time of concentration = 5.04 min. Rainfall intensity = 5.076(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intens i ty ( In/Hr) 1 2 Largest Qp = 10.256 11.72 4.274 5.04 stream flow has longer time of 10.256 + sum of Qb Ia/lb 4.274 * 0.629 2.687 12.944 3.192 5.016 concentrat:ion Qp = . Total of 2 streams to confluence: Flow rates before confluence point: 10.256 4.274 Area of streams before confluence: 3.400 0.940 Results of confluence: Total flow rate = 12.944(CFS) Time of concentration 12.719 min. Effective stream area after confluence = 4.340(AC,) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 36.000 to Point/Station 37.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 25.18(Ft.) Downstream point/station elevation = 24.50(Ft.) Pipe length 98.00(Ft.} Manning's N = 0.013 No. of pipes = 1 Required pipe flow 12.944(CFS) Given pipe size = 18,QQ(In.) NOTE: Normal flow is pressure flow in user The approximate hydraulic grade line above 2.057(Ft.) at the headworks or inlet Pipe friction loss = 1.488(Ft.) Minor friction loss = 1.25Q(Ft,) Pipe flow velocity = 7.32(Ft/s} Travel time through pipe 0.22 min. Time of concentration (TC) = 11.94 min. selected pipe size. the pipe invert is of the pipe(s) K-factor = 1. 50 ++++++++++++++++++++++++++++++++++++++++++++++~.++++++++++++++++~.++++++ Process from Point/Station 36.000 to point/Station )7.000 **** CONFLUENCE OF MAIN STREAMS **** . The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 4.340(Ac.) Runoff from this stream 12.944(CFS} Time of concentration = 11.94 min. A.,\. . Rainfall intensity = 3.159(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 2 Largest Qp = 18.250 7.13 12.944 11.94 stream flow has longer 18.250 + sum of Qa Tb/Ta 12.944' 0.597 25.977 4.195 3.159 or shorter time of concentration 7.727 Qp = Total of 2 main streams to confluence: Flow rates before confluence point: 18.250 12.944 Area of streams before confluence: 5.960 4.340 Results of confluence: Total flow rate = 25.977(CFS) Time of concentration 7.129 min. Effective stream area after confluence 10,300(Ac.) . +++++++++++++++++++++++++++++++++++++++++++++++++++++++t++++++++++++++ Process from Point/Station 37.000 to Point/Station 40.000 **** PIPEFLOW TRAVEL TIME (User specified SiZE!) **** Upstream point/station elevation = 24.50(Ft..) Downstream point/station elevation = 24.20(Ft.) Pipe length 60.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow 25.977(CFS) Given pipe size = 24.00(In.) NOTE: Normal flow is pressure flow in user The approximate hydraulic grade line above 2.083(Ft.) at the headworks or inlet Pipe friction loss = 0.791(Ft.) Minor friction loss = 1.592(Ft.) Pipe flow velocity = 8.27(Ft/s) Travel time through pipe 0.12 min. Time of concentration (Tel = 7.25 min. selected pipe size, the pipe invert is of the pipets) K-factor = 1.50 +++++++++++++++++++++++++++++++++++++++++++++++++++++++t++++++++++++++ Process from Point/Station 37.000 to Point/Station 40.000 .... CONFLUENCE OF MINOR STREAMS .... Along Main Stream number: 1 in normal stream number 1 Stream flow area = 10.300(Ac.) Runoff from this stream 25.977(CFS) Time of concentration 7.25 min. Rainfall intensity = 4.157(In/Hr) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++~,++++++ Process from Point/Station 39.100 to Point/Station 29.000 **** INITIAL AREA EVALUATION **** . Initial area flow distance = Top (of initial area) elevation 48.000(Ft.) 32.300(Ft.) f4. . Bottom (of initial area) elevation = 31,320(Ft.) Difference in elevation = O.980(Ft.) Slope = 0.02042 s (percent) = 2.04 TC = k(0.323)*[(length^3)/(elevation change)]^O.2 Warning: TC computed to be less than 5 min.; program is assuming the time of concentration is 5 minutes. Initial area time of concentration = 5.000 min. Rainfall intensity = 5.099(In/Hr) for a 100.0 year storm APARTMENT subarea type Runoff Coefficient = 0.892 Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 1.000 Decimal fraction soil group D 0.000 RI index for soil(AMC 3) = 84.40 Pervious area fraction = 0.200; Impervious fraction 0.800 Initial subarea runoff = 1.910(CFS) Total initial stream area 0.420(Ac.) Pervious area fraction = 0.200 +++++++++++++++++++++++++++++++++++++++++++++++~.++++++++++++++++~.+++++ Process from Point/Station 39.000 to Point./Station 40.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** . Upstream point/station elevation = 28.32(Ft.) Downstream point/station elevation = 24.20(Ft.) Pipe length 17.07(Ft.) Manning's N ~ 0.013 No. of pipes = 1 Required pipe flow 1.9l0(CFS) Given pipe size = 6.00(In.) Calculated individual pipe flow 1.910(CFS) Normal flow depth in pipe = 3.67(In.) Flow top width inside pipe = 5.85(In.) Critical depth could not be calculated. Pipe flow velocity = 15.16(Ft/s) Travel time through pipe = 0.02 min. Time of concentration (TC) = 5.02 min. +++++++++++++++++++++++++++++++++++++++++++++++7++++++++++++++++~+++++ Process from Point/Station 39.000 to Point/Station 40.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.420(Ac.) Runoff from this stream 1.910(CFS) Time of concentration = 5.02 min. Rainfall intensity = 5.089(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity ( In/Hr) 1 2 Largest Qp = 25.977 7.25 1.910 5.02 stream flow has longer 25.977 + sum of Qb Ia/lb 1.910 * 0.817 27.537 time of 4.157 5.089 concentration 1.560 Qp ~ . Total of 2 streams to confluence: Flow rates before confluence point: A..~ . 25.977 1.910 Area of streams before confluence: 10.300 0.420 Results of confluence: Total flow rate = 27.537ICFS) Time of concentration 7.250 min. Effective stream area after confluence 10.720IAc.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 40.000 to Point/Station 42.000 .... PIPEFLOW TRAVEL TIME IUser specified size,) **** Upstream point/station elevation = 24.20IFt.l Downstream point/station elevation = 23.59IFt.) Pipe length = 121.50IFt.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow 27.537ICFS) Given pipe size = 24.00IIn.) NOTE: Normal flow is pressure flow in user The approximate hydraulic grade line above 2.979(Ft.) at the headworks or inlet Pipe friction loss = 1.800(Ft.) Minor friction loss 1.790(Ft.) Critical depth could not be calculated. Pipe flow velocity = 8.77IFt/s) Travel time through pipe 0.23 min. Time of concentration (TC) = 7.48 min. sel.ected pipe size. thE! pipe invert is of the pipets) K-factor = 1. 50 . ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 40.000 to Point/Station 42.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 10.720(Ac.) Runoff from this stream 27.537(CFS) Time of concentration 7.48 min. Rainfall intensity = 4.086(In/Hr) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++~.++++++ Process from Point/Station 41.100 to Point/Station ~,1.000 **** INITIAL AREA EVALUATION **** . Initial area flow distance = 100,OOOIFt.l Top lof initial area) elevation = 30.490IFt.) Bottom (of initial area) elevation = 29.980(Ft.) Difference in elevation = 0.510IFt.l Slope = 0.00510 s (percent) = 0.51 TC = k(0.323)*[llength^3)/lelevation change)]^O.2 Initial area time of concentration = 5.857 min. Rainfall intensity = 4.674(In/Hr) for a 100.0 year storm APARTMENT subarea type Runoff Coefficient = 0.891 Decimal fraction soil group A 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C 1.000 Decimal fraction soil group D 0.000 RI index for soil IAMC 3) 84.40 Pervious area fraction = 0.200; Impervious fraction 0.800 Initial subarea runoff = 3.790ICFS) Total initial stream area 0.910(Ac.) Pervious area fraction = 0.200 ~ . ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from point/Station 41.000 to Point/Station 42.000 **** PIPEFLOWTRAVEL TIME (User specified size) **** Upstream point/station elevation = 28.14(Ft.) Downstream point/station elevation = 23.59(Ft.l Pipe length 183.00 (Ft.) Manning's N = 0.01.3 No. of pipes = 1 Required pipe flow 3.790(CFS) Given pipe size = 8.00(In.l NOTE: Normal flow is pressure flow in user The approximate hydraulic grade line above 16.188(Ft.l at the headworks or inlet Pipe friction loss = 17.993(Ft.l Minor friction loss 2.745(Ft.) Critical depth could not be calculated. Pipe flow velocity = 10.86(Ft/s) Travel time through pipe 0.28 min. Time of concentration (Te) = 6.14 min. selected pipe size. the pi.pe invert is of the pipe(s) K-factor = 1.50 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 41.000 to Point/Station 42.000 **** CONFLUENCE OF MINOR STREAMS **** . Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.910(Ac.l Runoff from this stream 3.790(CFSl Time of concentration = 6.14 min. Rainfall intensity = 4.555(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity ( In/Hr) 1 2 Largest Qp = 27.537 7.48 3.790 6.14 stream flow has longer 27.537 + sum of Qb Ia/Ib 3.790 * 0.897 30.936 4.086 4.555 time of concentration 3.399 Qp = Total of 2 streams to confluence: Flow rates before confluence point: 27.537 3.790 Area of streams before confluence: 10.720 0.910 Results of confluence: Total flow rate = 30.936(CFS) Time of concentration 7.481 min. Effective stream area after confluence n.630(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++~+++++++++++++++++++++++ Process from Point/Station 42.000 to Point/Station 44.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** . Upstream point/station elevation = 23.59(Ft.) Downstream point/station elevation = 21.64(Ft.) Pipe length 196.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow 30.936(CFS) Given pipe size = 24.00(In.) 4'5" . NOTE: Normal flow is pressure flow in user The approximate hydraulic grade line above 3.973(Ft.) at the headworks or inlet Pipe friction loss = 3.664(Ft.) Minor friction loss 2.259(Ft.) Critical depth could not be calculated. Pipe flow velocity = 9.85(Ft/s) Travel time through pipe 0.33 min. Time of concentration (TC) = 7.81 min. selected pipe size. the pipe invert is of the pipe(s) K-factor = L50 +++++++++++++++++++++++++++++++++++++++++++++++-t++++++++++++++++++++++ Process from point/Station 42.000 to Point/Station 44.000 .... CONFLUENCE OF MINOR STREAMS .... Along Main Stream number: 1 in normal stream number 1 Stream flow area = 11.630(Ac.) Runoff from this stream = 30,936(CFS) Time of concentration 7.81 min. Rainfall intensity = 3.989(In/Hr) +++++++++++++++++++++++++++++++++++++++++++++~.++++++++++++++++++++++++ Process from point/Station 43.100 to Poi.nt/Station 43.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 65.000(Ft.) Top (of initial area) elevation 3L 290 (Ft:.) Bottom (of initial area) elevation = 30.060(Ft.) Difference in elevation = 1.230(Ft.) Slope = 0.01892 s(percent) = 1.89 TC = k(0.323).[(length^3)/(elevation change)] "'0.2 Warning: TC computed to be less than 5 min.; program is assuming- the time of concentration is 5 minutes. Initial area time of concentration = 5.000 min. Rainfall intensity = 5.099(In/Hr) for a 100.0 year storm APARTMENT subarea type Runoff Coefficient = 0.892 Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group RI index for soil(AMC 3) Pervious area fraction = Initial subarea runoff = Total initial stream area Pervious area fraction = 0.200 A 0.000 B 0.000 C L 000 D 0.000 84.40 0.200; Impervious fraction l,955(CFS) 0.430 (Ac.) 0.800 . +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++--++++++ Process from Point/Station 43.000 to Point/Station 44.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 27.06(Ft.) Downstream point/station elevation = 21.64(Ft.) Pipe length 83.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow 1.955(CFS) Given pipe size = 6.00(In.) NOTE: Normal flow is pressure flow in user The approximate hydraulic grade line above 6.964(Ft.) at the headworks or inlet Pipe friction loss = 10.074(Ft.) Minor friction loss 2.309(Ft.) Critical depth could not be calculated. selected pipe size. the pipe invert is of the pipe(s) . K-factor = L50 4" . Pipe flow velocity = Travel time through pipe Time of concentration (TC) = 9.96(Ft/s) o . 1.4 min. 5.1.4 min. +++++++++++++++++++++++++++++++++++++++++++++++i'++++++++++++++++~.+++++ Process from Point/Station 43.000 to Point/Station 4~,. 000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1. in normal stream number 2 Stream flow area = 0.430(Ac.) Runoff from this stream 1.955(CFS) Time of concentration = 5.14 min. Rainfall intensity = 5.023 (In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity ( In/Hr) 1 2 Largest Qp = 30.936 7.81 1. 955 5.14 stream flow has longer 30.936 + sum of Qb Ia/Ib 1.955 * 0.794 32.489 time of 3.989 5.023 concentration 1. 553 Qp = . Total of 2 streams to confluence: Flow rates before confluence point: 30.936 1.955 Area of streams before confluence: 11.630 0.430 Results of confluence: Total flow rate = 32.489(CFS) Time of concentration 7.812 min. Effective stream area after confluence 12.060(Ac.) +++++++++++++++++++++++++++++++++++++++++++++++.~++++++++++++++++++++++ Process from point/Station 44.000 to Point/Station 4'7.000 .*** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 21.64(Ft.) Downstream point/station elevation = 20.04(Fc.) Pipe length 218.00 (Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow 32.489(CFS) Given pipe size = 36.00(In.) Calculated individual pipe flow 32.489(CFS) Normal flow depth in pipe = 19.45(In.) Flow top width inside pipe = 35.88(In.) Critical Depth = 22.19(In.) Pipe flow velocity = 8.34(Ft/s) Travel time through pipe = 0.44 min. Time of concentration (TC) = 8.25 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 44.000 to Point/Station 47.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area 12.060(Ac.) Runoff from this stream = 32.489(CFS) . 4.1 . Time of concentration Rainfall intensity = 8.25 min. 3.872 (In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 41.100 to Point/Station 45.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 250.000(Ft.) Top (of initial area) elevation = 30.490(Ft.) Bottom (of initial area) elevation = 28.020(Ft.) Difference in elevation = 2.470(Ft.) Slope = 0.00988 s(percent) = 0.99 TC = k(0.323)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 7.403 min. Rainfall intensity = 4.109 (In/Hr) for a :LOO. 0 year storm APARTMENT subarea type Runoff Coefficient = 0.890 Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 1.000 Decimal fraction soil group D 0.000 RI index for soil(AMC 3) 84.40 Pervious area fraction = 0.200 i Impervious fra.::tion 0.800 Initial subarea runoff = 2.303(CFS) Total initial stream area 0.630 (Ac. ) Pervious area fraction = 0.200 . ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 45.000 to Point/Station 46.000 **** PIPEFLOW TRAVEL TIME (User specified SiZE.) **** Upstream point/station elevation = 25.02(Ft..) Downstream point/station elevation = 21.80(Ft.) Pipe length = 122.65 (Ft.) Manning's N = (1.013 No. of pipes = 1 Required pipe flow 2.303(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow 2.303(CFS) Normal flow depth in pipe = 5.27(In.) Flow top width inside pipe = 11.91(In.) Critical Depth = 7.79(In.) Pipe flow velocity = 6.94(Ft/s) Travel time through pipe = 0.29 min. Time of concentration (TC) = 7.70 min. +++++++++++++++++++++++++++++++++++++++++++++~++++++++++++++++++++++++ Process from Point/Station 46.000 to pocnt/Station 47.000 **** PIPEFLOW TRAVEL TIME (User specified size) .~*** . Upstream point/station elevation = 21.80(F1:.) Downstream point/station elevation = 20.04(Ft.) Pipe length 9.00 (Ft.) Manning's N = D.013 No. of pipes = 1 Required pipe flow 2.303(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow 2.303 (CFS) Normal flow depth in pipe = 2.73(In.) Flow top width inside pipe = 12.91(In.) Critical Depth = 6.88(In.) Pipe flow velocity = 13.67(Ft/s) Travel time through pipe = 0.01 min. Time of concentration (TC) = 7.71 min. ~ . ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 46.000 to Point/Station 47.000 .... CONFLUENCE OF MINOR STREAMS .... Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.630(Ac.) Runoff from this stream 2.303(CFS) Time of concentration = 7.71 min. Rainfall intensity = 4.019(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity ( In/Hr) 1 2 Largest Qp = 32.489 8.25 2.303 7.71 stream flow has longer time of 32.489 + sum of Qb Ia/ Ib 2.303. 0.964 2.219 34.708 3.872 4.019 concentration Qp = . Total of 2 streams to confluence: Flow rates before confluence point: 32.489 2.303 Area of streams before confluence: 12.060 0.630 Results of confluence: Total flow rate = 34.708(CFS) Time of concentration 8.248 min. Effective stream area after confluence 12.690 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from point/Station 47.000 to Point/Station 5/.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 20.04(Ft.) Downstream point/station elevation = 19.28(F't.) Pipe length 234.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow 34.708(CFS) Given pipe size = 36.00(In.) Calculated individual pipe flow 34.708(CFS) Normal flow depth in pipe = 27.05(In.) Flow top width inside pipe = 31.12(In.) Critical Depth = 22.98(In.) Pipe flow velocity = 6.10(Ft/s) Travel time through pipe = 0.64 min. Time of concentration (TC) = 8.89 min. +++++++++++++++++++++++++++++++++++++++++++++++i-++++++++++++++++~.+++++ Process from Point/Station 47.000 to Point./Station 57.000 .... CONFLUENCE OF MAIN STREAMS .... . The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 12.690(Ac.) Runoff from this stream 34.708(CFS) Time of concentration = 8.B9 min. Rainfall intensity = 3.716(In/Hr) Program is now starting with Main Stream No. 2 t\q . ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 48.100 to Point/Station 413.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 310.000(Ft.) Top (of initial area) elevation = 29.340(Ft.) Bottom (of initial area) elevation = 28.060(Ft.) Difference in elevation = 1.280(Ft.) Slope = 0.00413 s (percent) = 0.41 TC = k(0.300)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 8.923 min. Rainfall intensity 3.708(In/Hr) for a 100.0.year storm COMMERCIAL subarea type Runoff Coefficient = 0.894 Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 1.000 Decimal fraction soil group D 0.000 RI index for soil(AMC 3) 84.40 Pervious area fraction = 0.100; Impervious fraction 0.900 Initial subarea runoff = 5.671(CFS) Total initial stream area 1.710(Ac.) Pervious area fraction = 0.100 . ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++.~+++++ Process from Point/Station 48.000 to Point/Station 50.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 25.06(Ft~) Downstream point/station elevation = 23.08(Ft.) Pipe length 177.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow 5.671 (CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 5.671(CFS) Normal flow depth in pipe = 9.11(In.) Flow top width inside pipe = 18.00(In.) Critical Depth = 11.03(In.) Pipe flow velocity = 6.32(Ft/s) Travel time through pipe = 0.47 min. Time of concentration (TC) = 9.39 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 48.000 to Poin~/Station 50.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream nwnber 1 Stream flow area = 1.710(Ac.) Runoff from this stream 5.671(CFS) Time of concentration 9.39 min. Rainfall intensity = 3.606(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 49.100 to Point/Station 49.000 **** INITIAL AREA EVALUATION **** . Initial area flow distance = 520.000(Ft.) Top (of initial area) elevation = 32.990(Ft.) Bottom (of initial area) elevation = 29.320 (Ft:.) Difference in elevation = 3.670(Ft.) :1"0 . Slope = 0.00706 s(percent)= 0.71 TC = k(0.300)*((length^3)/(elevation change)]^0.2 Initial area time of concentration = 9.858 min. Rainfall intensity = 3.510(In/Hr) for a 100.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.894 Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 1.000 Decimal fraction soil group D 0.000 RI index for soil(AMC 3) 84.40 Pervious area fraction = 0.100; Impervious fraction 0.900 Initial subarea runoff = 5.084(CFS) Total initial stream area = 1.620(Ac.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++~.+++++ Process from Point/Station .49.000 to Point/Station 50.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 26.00(Ft.) Downstream point/station elevation = 23.08(Ft.) Pipe length 40.60(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow 5.084(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow 5.084(CFS) Normal flow depth in pipe = 6.22(In.) Flow top width inside pipe = 11.99(In.) Critical Depth = 11.05(In.) Pipe flow velocity = 12.35(Ft/s) Travel time through pipe = 0.05 min. Time of concentration (TC) = 9.91 min. . ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 49.000 to Point/Station 50.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 1.620(Ac.) Runoff from this stream 5.084(CFS) Time of concentration = 9.91 min. Rainfall intensity = 3.500(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity ( In/Hr) 1 2 Largest Qp = 5.671 9.39 5.084 9.91 stream flow has longer 5.671 + sum of Qa Tb/Ta 5.084 * 0.947 10.487 3.606 3.500 or shorter time of concentration 4.816 Qp = . Total of 2 streams to confluence: Flow rates before confluence point: 5.671 5.084 Area of streams before confluence: 1.710 1.620 Results of confluence: ~t . Total flow rate = Time of concentration Effective stream area 10.487 (CFS) 9.390 min. after confluence 3.330 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++~+++++ Process from Point/Station 50.000 to Point/Station 52.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 23.08(Ft.) Downstream point/station elevation 23.00(Ft.) Pipe length 30.09(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow 10.487(CFS) Given pipe size = 18.00(In.) NOTE: Normal flow is pressure flow in user The approximate hydraulic grade line above 1.040(Ft.) at the headworks or inlet Pipe friction loss = 0.300(Ft.) Minor friction loss = 0.820(Ft.) Pipe flow velocity = 5.93(Ft/s) Travel time through pipe 0.08 min. Time of concentration (TC) = 9.47 min. selec:ted pipe size. the pipe invert is of the pipets) K-fc.ctor = 1.50 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 50.000 to Point/Station 52.000 **** CONFLUENCE OF MINOR STREAMS **** . Along Main Stream number: 2 in normal stream number 1 Stream flow area = 3.330(Ac.) Runoff from this stream 10.487(CFS) Time of concentration 9.47 min. Rainfall intensity = 3.588(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 51.100 to Point/Station 51.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 270.000(Ft.) Top (of initial area) elevation = 31.420(Ft.) Bottom (of initial area) elevation = 30.040(Ft.) Difference in elevation = 1.380(Ft.) Slope = 0.00511 s (percent) = 0.51 TC = k(0.300)*[(length^3)/(elevation change)]^O.2 Initial area time of concentration = 8.090 min. Rainfall intensity 3.913(In/Hr) for a :LOO.O year storm COMMERCIAL subarea type Runoff Coefficient = 0.895 Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 1.000 Decimal fraction soil group D 0.000 RI index for soil(AMC 3) 84.40 Pervious area fraction = 0.100 i Impervious fract~ion 0.900 Initial subarea runoff = 1.856(CFS) Total initial stream area 0.530(Ac.) Pervious area fraction = 0.100 . +++++++++++++++++++++++++++++++++++++++++++++++t++++++++++++++++++++++ Process from Point/Station 51.000 to Point/Station 52.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** 5z... . Upstream point/station elevation = 26.00(Ft.) Downstream point/station elevation 23.57(Ft.) Pipe length 46.76 (Ft. ) Manning's N = 0.013 No. of pipes = 1 Required pipe flow 1.1356 (CFS) Given pipe size = 8.00(In.) Calculated individual pipe flow 1. 856 (CFS) Normal flow depth in pipe = 4.81(In.) Flow top width inside pipe = 7.83(In.) Critical Depth = 7.38(In.) Pipe flow velocity = 8.47(Ft/s) Travel time through pipe = 0.09 min. Time of concentration (TC) = 8.18 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++i.+++++ Process from Point/Station 51. 000 to Point /Station 5<:.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 0.530(Ac.) Runoff from this stream 1.856(CFS) Time of concentration = 8.18 min. Rainfall intensity = 3.889(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) . 1 2 Largest Qp = 10.487 9.47 1.856 8.18 stream flow has longer time of 10.487 + sum of Qb Ia/Ib 1. 856 * 0.923 1. 712 12.199 3.588 3.889 concentration Qp = Total of 2 streams to confluence: Flow rates before confluence point: 10.487 1.856 Area of streams before confluence: 3.330 0.530 Results of confluence: Total flow rate = 12.199(CFS) Time of concentration = 9.474 min. Effective stream area after confluence 3.860(AC.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++~+++++ Process from Point/Station 52.000 to Point/Station 54.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** . Upstream point/station elevation = 23.57(Ft.) Downstream point/station elevation = 22.63(Ft.) Pipe length 94.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow 12.199(CFS) Given pipe size = 18.00(In.) NOTE: Normal flow is pressure flow in user The approximate hydraulic grade line above 1.437(Ft.) at the headworks or inlet Pipe friction loss = 1.267(Ft.) Minor friction loss = 1.110(Ft.) Pipe flow velocity = 6.90(Ft/s) Travel time through pipe 0.23 min. selected pipe size. the pipe invert is of the pipets) K-factor = 1.50 53> Time of concentration (TC) 9.70 min. . ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 52.000 to point:/Station 5<1.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 3.860(Ac.) Runoff from this stream 12.199(CFS) Time of concentration 9.70 min. Rainfall intensity = 3.541(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 53.100 to point/Station 53.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 370.000(Ft.) Top (of initial area) elevation = 28.970(Ft.) Bottom (of initial area) elevation = 27.000(Ft.) Difference in elevation = 1.970(Ft.) Slope = 0.00532 s(percent) = 0.53 TC = k(0.323)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 9.800 min. Rainfall intensity = 3.522(In/Hr) for a 100.0 year storm APARTMENT subarea type Runoff Coefficient = 0.888 Decimal fraction soil group A 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C 1.000 Decimal fraction soil group D 0.000 RI index for soil(AMC 3) 84.40 Pervious area fraction = 0.200; Impervious fraction 0.800 Initial subarea runoff = 3.097(CFS) Total initial stream area 0.990(Ac.) Pervious area fraction = 0.200 . +++++++++++++++++++++++++++++++++++++++++++++i'++++++++++++++++++++++++ Process from Point/Station 53.000 to Point/Station 54.000 **** PIPEFLOW TRAVEL TIME (User specified sized **** Upstream point/station elevation = 23.19(Ft.) Downstream point/station elevation = 22.63IFt.) Pipe length 56.44(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow 3.097(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow 3.097(CFS) Normal flow depth in pipe = 8.67(In.) Flow top width inside pipe = 10.74(In.) Critical Depth = 9.05(In.) Pipe flow velocity = 5.09(Ft/s) Travel time through pipe = 0.18 min. Time of concentration (TC) = 9.98 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 53.000 to Po;.nt/Station 54.000 **** CONFLUENCE OF MINOR STREAMS **** . Along Main Stream number: 2 in normal stream number 2 Stream flow area 0.990(Ac.) Runoff from this stream = 3.097(CFS) ~ . Time of concentration = Rainfall intensity = Summary of stream data: 9.98 min. 3.486(In/Hr) Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (::n/Hr) 1 2 Largest Qp = 12.199 9.70 3.097 9.98 stream flow has longer 12.199 + sum of Qa Tb/Ta 3.097 * 0.972 15.208 3.541 3.486 or shorter time of concentration 3.009 Qp = Total of 2 streams to confluence: Flow rates before confluence point: 12.199 3.097 Area of streams before confluence: 3.860 0.990 Results of confluence: Total flow rate = 15.208(CFS) Time of concentration 9.701 min. Effective stream area after confluence 4.850(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 54.000 to Point/Station 56.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** . Upstream point/station elevation = 22.63(Ft.) Downstream point/station elevation = 21.51. (Ft:.) Pipe length 111.42 (Ft. ) Manning's N = 0.013 No. of pipes = 1 Required pipe flow 15.208(CFS) Given pipe size = 18.00(In.) NOTE: Normal flow is pressure flow in user The approximate hydraulic grade line above 2.940(Ft.) at the headworks or inlet Pipe friction loss = 2.335(Ft.) Minor friction loss = 1.725(Ft.) Pipe flow velocity = 8.61(Ft/s) Travel time through pipe 0.22 min. Time of concentration (TC) = 9.92 min. selected pipe size. the pipe invert is of the pipets) K-factor = 1.50 +++++++++++++++++++++++++++++++++++++++++++++++.~++++++++++++++++++++++ Process from Point/Station 54.000 to Point/Station 56.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 4.850(Ac.) Runoff from this stream 15.208(CFS) Time of concentration 9.92 min. Rainfall intensity = 3.499(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 55.100 to Poin~/Station 55.000 **** INITIAL AREA EVALUATION **** . Initial area flow distance = 140.000(Ft.) Top (of initial area) elevation = 29.910(Ft.1 Bottom (of initial area) elevation = 26.660(Ft.) 5:)' . Difference in elevation = 3.250(Ft.) Slope = 0.02321 s(percent)~ 2.32 TC = k(0.323)*[(lengthA3)/(elevation change)]AO.2 min.; program is assuming the Warning: TC computed to be less than 5 time of concentration is 5 minutes. Initial area time of concentration = Rainfall intensity = 5.099(In/Hr) APARTMENT subarea type Runoff Coefficient ~ 0.892 Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group RI index for soil(AMC 3) Pervious area fraction = Initial subarea runoff = Total initial stream area Pervious area fraction = 0.200 5.000 for a min. 100.0 year storm A 0.000 B 0.000 C 1. 000 DO.OOO 84.40 0.200; Impervious fraction 1.091 (CFS) o . 240 (Ac . ) 0.800 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 55.000 to Point/Station 56.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 23.66(Ft.) Downstream point/station elevation = 2~.51(Ft.) Pipe length 57.00 (Ft. ) Manning's N = 0.013 No. of pipes = 1 Required pipe flow 1.091(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow 1.091 (CFS) Normal flow depth in pipe ~ 3.22(In.) Flow top width inside pipe ~ 10.64(In.) Critical Depth = 5.28(In.) Pipe flow velocity = 6.43(Ft/s) Travel time through pipe ~ 0.15 min. Time of concentration (TC) = 5.15 min. . ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 55.000 to Point/Station 56.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 0.240(Ac.) Runoff from this stream = 1.09l(CFS) Time of concentration = 5.15 min. Rainfall intensity = 5.018(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfal, Intensity (In/Hr) 1 2 Largest Qp ~ 15.208 9.92 1.091 5.15 stream flow has longer 15.208 + sum of Qb Ia/lb 1.091 * 0.697 15.969 3 . 49~J 5.010 time of concentration 0.761 Qp = . Total of 2 streams Flow rates before 15.208 to confluence: confluence point: 1.091 5(., . Area of streams before confluence: 4.850 0.240 Results of confluence: Total flow rate = 15.969(CFS) Time of concentration 9.917 min. Effective stream area after confluence 5.090 (Ac. ) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++~+++++ Process from Point/Station 56.000 to Point/Station 57.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 21.51(Ft.) Downstream point/station elevation == 19.28 (Ft:.) Pipe length 33.01 (Ft. ) Manning's N = 0.013 No. of pipes = 1 Required pipe flow 15.969(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow 15.969(CFS) Normal flow depth in pipe = 9.89{In.) Flow top width inside pipe = 17.91(In.) Critical Depth = 17.09{In.) Pipe flow velocity = 16.05{Ft/s) Travel time through pipe = 0.03 min. Time of concentration (TC) = 9.95 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 56.000 to Point/Station 5'7.000 **** CONFLUENCE OF MAIN STREAMS **** . The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 5.090(Ac.) Runoff from this stream 15.969{CFS) Time of concentration = 9.95 min. Rainfall intensity = 3.492 (In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity ( In/Hr) 1 2 Largest Qp = 34.'708 8.89 15.969 9.95 stream flow has longer 34.708 + sum of Qa Tb/Ta 15.969 * 0.893 48.9'70 3. '716 3.492 or shorter time of' concentration 14.262 Qp = Total of 2 main streams to confluence: Flow rates before confluence point: 34.708 15.969 Area of streams before confluence: 12.690 5.090 Results of confluence: Total flow rate = 48.970{CFS) Time of concentration 8.888 min. Effective stream area after confluence 17.780 (Ac.) . ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 5, . Process from Point/Station 57.000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **** 59.000 Upstream point/station elevation = 19.28(Ft.) Downstream point/station elevation 17.01(Ft.) Pipe length 262.28(Ft.) Manning'S N = 0.013 No. of pipes = 1 Required pipe flow 48.970(CFS) Given pipe size ~ 36.00(In.) Calculated individual pipe flow 48.970(CFS) Normal flow depth in pipe ~ 24.12(In.) Flow top width inside pipe = 33.86(In.) Critical Depth = 27.34(In.) Pipe flow velocity = 9.73(Ft/s) Travel time through pipe = 0.45 min. Time of concentration (TC) ~ 9.34 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from point/Station 57.000 to Point/Station 59.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number ~ Stream flow area = 17.780(Ac.) Runoff from this stream 48.970(CFS) Time of concentration 9.34 min. Rainfall intensity = 3.617(In/Hr) +++++++++++++++++++++++++++++++++++++++++++++++++++++++t++++++++++++++ Process. from Point/Station 58.100 to poine/Station 58.000 **** INITIAL AREA EVALUATION **** . Initial area flow distance ~ 220.000(Ft.) Top (of initial area) elevation = 27.000(Ft.) Bottom (of initial area) elevation ~ 20.500(Ft.) Difference in elevation = 6.500(Ft.) Slope = 0,02955 s(percent) = 2.95 TC ~ k(0.323)*((length^3)/(elevation change)]^0.2 Initial area time of concentration = 5.650 min. Rainfall intensity ~ 4.767(In/Hr) for a 100.0 year storm APARTMENT subarea type Runoff Coefficient = 0.891 Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D 0.000 RI index for soi1(AMC 3) 84.40 Pervious area fraction = 0.200; Impervious fraction 0,800 Initial subarea runoff = 2.082(CFS) Total initial stream area 0.490(Ac.) Pervious area fraction = 0.200 +t+++++++++++++++++++++++++++++++++++++++++++++++++++++t++++++++++++++ Process from Point/Station 58.000 to Point/Station 59.000 **** PIPEFLOW TRAVEL TIME (User specified SiZE!) **** . Upstream point/station elevation = 17.50(Ft.) Downstream point/station elevation = 17.01(Ft.) Pipe length 5.00 (Ft. ) Manning's N = (1.013 No. of pipes = 1 Required pipe flow 2.082(CFS) Given pipe size = 6.00(In.) NOTE: Normal flow is pressure flow in user selected pipe size. The approximate hydraulic grade line above the pipe invert is ~ . 2.816(Ft.1 at the Pipe friction loss = Minor friction loss = Pipe flow velocity = Travel time through pipe Time of concentration (TC) = headworks or inlet of the pipe(s) o . 688 (Ft. ) 2.618 (Ft. ) 10.60(Ft/s) 0.01 min. 5.66 min. K-factor = 1.50 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 58.000 to Point/Station 59.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.490(Ac.) Runoff from this stream 2.082(CFS) Time of concentration = 5.66 min. Rainfall intensity = 4.764(In/Hr) Summary of stream data: Stream NO. Flow rate (CFS) TC (min) Rainfall Intensity ( In/Hr) 1 2 Largest Qp = 48.970 9.34 2.082 5.66 stream flow has longer 48.970 + sum of Qb Ia/lb 2.082 * 0.759 50.551 time of 3.617 4.764 concentrat:ion 1.581 Qp = . Total of 2 streams to confluence: Flow rates before confluence point: 48.970 2.082 Area of streams before confluence: 17.780 0.490 Results of confluence: Total flow rate = 50.551(CFS) Time of concentration 9.337 min. Effective stream area after confluence l.8.270(Ac.) +++++++++++++++++++++++++++++++++++++++++++++~.++++++++++++++++++++++++ Process from Point/Station 59.000 to Poi.nt/Station 63.000 **** PIPEFLOW TRAVEL TIME (User specified size) .,*** Upstream point/station elevation = 17.01{Ft.) Downstream point/station elevation 15.82(Ft.) Pipe length 222.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow 50.551(CFS) Given pipe size = 48.00(In.) Calculated individual pipe flow = 50.551(CFSI Normal flow depth in pipe = 23.46(In.) Flow top width inside pipe = 47.99(In.) Critical Depth = 25.61(In.) Pipe flow velocity = 8.29(Ft/s) Travel time through pipe = 0.45 min. Time of concentration (TC) = 9.78 min. . ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 59.000 to Point/Station E3.000 **** CONFLUENCE OF MAIN STREAMS **** ~C\ . The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 18.270(Ac.) Runoff from this stream 50.551(CFS) Time of concentration = 9.78 min. Rainfall intensity = 3,525(In/Hr) Program is now starting with Main Stream No. :2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 60.100 to point/Station 60.000 .... INITIAL AREA EVALUATION .... . Initial area flow distance = 194.000(Ft.) Top (of initial area) elevation = 23.980(Ft.) Bottom (of initial area) elevation = 23.010(Ft:.) Difference in elevation = 0.970(Ft.) Slope = 0.00500 s (percent) = 0.50 TC = k(0.323).[(length^3)/(elevation change)I^0.2 Initial area time of concentration = 7.665 min. Rainfall intensity = 4.031 (In/Hr) for a 100.0 year storm APARTMENT subarea type Runoff Coefficient = 0.890 Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 1.000 Decimal fraction soil group D 0.000 RI index for soi 1 (AMC 3) 84.40 Pervious area fraction = 0.200; Impervious fl:action 0.800 Initial subarea runoff = 3.228(CFS) Total initial stream area 0.900(Ac.) Pervious area fraction = 0.200 +++++++++++++++++++++++++++++++++++++++++++++~++++++++++++++++++++++++ Process from Point/Station 60.000 to POint/Station 62.000 **** PIPEFLOW TRAVEL TIME (User specified size) 'Ir*** Upstream point/station elevation = 20.00 (F1;.) Downstream point/station elevation 18.90(Ft.) Pipe length 111. 00 (Ft.) Manning's N = I), 013 No. of pipes = 1 Required pipe flow 3.223(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow 3.228(CFS) Normal flow depth in pipe = 6.87(In.) Flow top width inside pipe = 17.49(In.) Critical Depth = 8.20(In.) Pipe flow velocity = 5.21(Ft/s) Travel time through pipe = 0.35 min. Time of concentration (TC) = 8.02 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++.++++++ Process from Point/Station 60.000 to Point/Station E2.000 .... CONFLUENCE OF MINOR STREAMS .... Along Main Stream number: 2 in normal stream number 1 Stream flow area = 0.900(Ac.) Runoff from this stream 3.228(CFS) Time of concentration 8.02 min. Rainfall intensity = 3.932(In/Hr) . +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++~++++++ c;.o . Process from Point/Station 61.100 to Point/Station 61.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 366.000(Ft.) Top (of initial areal elevation = 26.660(Ft.) Bottom (of initial area) elevation = 21.910(Ft.) Difference in elevation = 4.750(Ft.) Slope = 0.01298 s(percentl = 1.30 TC = k(0.323)*[(length^3)/(elevation change)]^O.2 Initial area time of concentration = 8.165 min. Rainfall intensity = 3.894(In/Hr) for a 100.0 year storm APARTMENT subarea type Runoff Coefficient = 0.889 Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 1.000 Decimal fraction 80il group D 0.000 RI index for soil(AMC 3) 84.40 Pervious area fraction = 0.200; Impervious fraction 0.800 Initial subarea runoff = 6.198(CFS) Total initial stream area 1.790(Ac.) Pervious area fraction = 0.200 +++++++++++++++++++++++++++++++++++++++++++++++~.++++++++++++++++~.+++++ Process from Point/Station 61.000 to Point.jStation 6~:. 000 **** PIPEFLOW TRAVEL TIME (User specified size) **** . Upstream point/station elevation = 19.41(Ft.) Downstream point/station elevation = 18.90(Ft.) Pipe length 8.00(Ft.) Manning'S N = 0.013 No. of pipes = 1 Required pipe flow 6.198(CFS) Given pipe size = 8.0Q{In.) NOTE: Normal flow is pressure flow in user The approximate hydraulic grade line above 8.937(Ft.) at the headworks or inlet Pipe friction loss = 2.104(Ft.) Minor friction loss = 7.343(Ft.) Pipe flow velocity = 17.76(Ft/s) Travel time through pipe 0.01 min. Time of concentration (TC) = 8.17 min. selected pipe size. the pipe invert is of the pipe(s) K-fa,ctor = 1.50 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 61.000 to Point/Station 62.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 1.790(Ac.) Runoff from this stream 6.198(CFS) Time of concentration = 8.17 min. Rainfall intensity = 3.892(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity ( In/Hrl . 1 2 Largest Qp = 3.228 8.02 6.198 8.17 stream flow has longer time of 6.198 + sum of Qb Ia/lb 3.228 * 0.990 3.194 3.932 3.892 concentrat.ion ,,\ . Qp = 9.392 Total of 2 streams to confluence: Flow rates before confluence point: 3.228 6.198 Area of streams before confluence: 0.900 1.790 Results of confluence: Total flow rate = Time of concentration Effective stream area 9.392(CFS) 8.172 min. after confluence 2.690(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++i.+++++ Process from Point/Station 62.000 to Point/Station 63.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 18.90(Ft.) Downstream point/station elevation = 17.07(Ft..) Pipe length 137.45(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow 9.392(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow 9.392(CFS) Normal flow depth in pipe = 11.91(In.) Flow top width inside pipe = 17.04(In.) Critical Depth = 14.22(In.) Pipe flow velocity = 7.58(Ft/s) Travel time through pipe = 0.30 min. Time of concentration (TC) = 8.47 min. . ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++~.+++++ Process from Point/Station 62.000 to Point:/Station 6~~. 000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 2.690(Ac.) Runoff from this stream 9.392(CFSl Time of concentration = 8.47 min. Rainfall intensity = 3.815(In/Hr) Summary of stream data: Stream No, Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 2 Largest Qp = 50.551 9.78 9.392 8.47 stream flow has longer 50.551 + sum of Qb Ia/lb 9.392 * 0.924 59.230 3.525 3.815 time of concentration 8.679 Qp = Total of 2 main streams to confluence: Flow rates before confluence point: 50.551 9.392 Area of streams before confluence: 18.270 2.690 . Results of confluence: Total flow rate = 59.230(CFS) ~ . Time of concentration 9.783 min. Effective stream area after confluence 20.960(AC.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 63.000 to Point/Station 65.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 15.82(Ft.) Downstream point/station elevation 15.63(Ft.) Pipe length 22.50(Ft,) Manning's N = 0.013 No. of pipes = 1 Required pipe flow 59.2:l0(CFS) Given pipe size = 48.00(In.) Calculated individual pipe flow 59.230(CFS) Normal flow depth in pipe = 22.55(In.) Flow top width inside pipe = 47.91(In.) Critical Depth = 27.79(In.) Pipe flow velocity = 10.22(Ft/s) Travel time through pipe = 0.04 min. Time of concentration (TC) = 9.82 min. +++++++++++++++++++++++++++++++++++++++++++++++~++++++++++++++++++++++ Process from Point/Station 63.000 to Point/Station 65.000 **** CONFLUENCE OF MINOR STREAMS **** . Along Main Stream number: 1 in normal stream uumber 1 Stream flow area = 20.960(Ac.) Runoff from this stream 59.230(CFS) Time of concentration 9.82 min. Rainfall intensity = 3,518(In/Hr) +++++++++++++++++++++++++++++++++++++++++++++i"++++++++++++++++++++++++ Process from Point/Station 64.100 to Point/Station 64.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 180.000(Ft.) Top (of initial area) elevation = 24.200(Ft.) Bottom (of initial area) elevation = 22.40Cl(Ft.) Difference in elevation = 1.800(Ft.) Slope = 0.01000 s(percent) = 1.00 TC = k(0.323)*[(length^3)/(elevation change)]"0.2 Initial area time of concentration = 6.476 min. Rainfall intensity = 4.423(In/Hr) for a 100.0 year storm APARTMENT subarea type Runoff Coefficient = 0.890 Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 1.000 Decimal fraction soil group D 0.000 RI index for soil(AMC 3) 84.40 Pervious area fraction = 0.200; Impervious f~:-action 0.800 Initial subarea runoff = 1.851(CFS) Total initial stream area 0.470(Ac.) Pervious area fraction = 0.200 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 64.000 to Point/Station E5.000 **** PIPEFLQW TRAVEL TIME (User specified size) **** . Upstream point/station elevation = Downstream point/station elevation = 1-9 .40 (Ft. ) 15.63(Ft.) ,,~ . Pipe length 4.00(Ft.) Manning's N = 0.013 No. of pipes 1 Required pipe flow 1.851(CFS) Given pipe size = 6.00(In.) Calculated individual pipe flow 1. 851 (CE'S) Normal flow depth in pipe = 2.41(In.) Flow top width inside pipe = 5.88(In.) Critical depth could not be calculated. Pipe flow velocity = 25.08(Ft/s) Travel time through pipe 0.00 min. Time of concentration (TC) = 6.48 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 64.000 to Point/Station 65.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: J. in normal stream number 2 Stream flow area = 0.470(Ac.) Runoff from this stream 1.851(CFS) Time of concentration = 6.48 min. Rainfall intensity = 4,422(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity Un/Hr) . 1 2 Largest Qp = 59.230 9.82 1.851 6,48 stream flow has longer time of 59.230 + sum of Qb Ia/Ib 1.851 * 0.796 1.473 60.703 3.518 4.422 concent:cation Qp = Total of 2 streams to confluence: Flow rates before confluence point: 59.230 1.851 Area of streams before confluence: 20.960 0.470 Results of confluence: Total flow rate = 60.703(CFS) Time of concentration 9.820 min. Effective stream area after confluence 21.430(AC.) +++++++++++++++++++++++++++++++++++++++++++++++~++++++++++++++++~+++++ Process from Point/Station 65.000 to Point/Station 67.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 15.63(Ft.) Downstream point/station elevation = 14.45(Ft.) Pipe length 230.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow 60.703(CFS) Given pipe size = 48.00(In.) Calculated individual pipe flow 60.703(CFS) Normal flow depth in pipe = 26.53(In.) Flow top width inside pipe = 47.73(In.) Critical Depth = 28.16(rn.) Pipe flow velocity = 8.53(Ft/s) Travel time through pipe = 0.45 min. Time of concentration (TC) = 10.27 min. . ~A . ++++++++++++++++++++++++++++++++++++++++++++++++.~+++++++++++++++++++++ Process from Point/Station 65.000 to Point/Station 67.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 21.430(Ac.) Runoff from this stream 60.703(CFS) Time of concentration 10.27 min. Rainfall intensity = 3.432(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 66.100 to Point/Station 66.000 **** INITIAL AREA EVALUATION **** . Initial area flow distance = 130.000(Ft.) Top (of initial area) elevation = 22.790(Ft.l Bottom (of initial area) elevation = 22.120IFt.) Difference in elevation = 0.670(Ft.) Slope = 0.00515 s (percent) = 0.52 TC = k(0.323)*[(length^3)/(elevation change)J^O.2 Initial area time of concentration = 6.492 nlin. Rainfall intensity = 4.417 (In/Hr) for a 100.0 year storm APARTMENT subarea type Runoff Coefficient = 0.890 Decimal fraction soil group A 0.000 Decimal fraction soil group B 0,000 Decimal fraction soil group C 1.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 3) 84.40 Pervious area fraction = 0.200; Impervious fraction 0.800 Initial subarea runoff = 2.950(CFS) Total initial stream area 0.7S0(Ac.) Pervious area fraction = 0.200 ++++++++++++++++++++++++++++++++++++++++++++++~++.t++++++++++++++++++++ Process from Point/Station 66.000 to Point/Station 67.000 **** PIPEFLOW TRAVEL TIME (User specified size) *.t<** Upstream point/station elevation = 19.12(Ft.) Downstream point/station elevation = 14.45(Ft,} Pipe length 32.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow 2.950(CFS) Given pipe size = 6,QQ(In.) NOTE: Normal flow is pressure flow in user The approximate hydraulic grade line above 9.430(Ft.) at the headworks or inlet Pipe friction loss = 8.842(Ft.) Minor friction loss = 5.258(Ft.) Pipe flow velocity = 15.02(Ft/s) Travel time through pipe 0.04 min. Time of concentration (TC) = 6.53 min. selected pipe size. the pipe invert is of t:he pipets) K-factor = 1.50 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++~.+++++ Process from Point/Station 66,000 to Point/Station 67.000 **** CONFLUENCE OF MINOR STREAMS **** . Along Main Stream number: 1 in normal stream nunilier 2 Stream flow area = 0.750(Ac.) Runoff from this stream 2.950(CFS) Time of concentration 6.53 min. Rainfall intensity = 4.404(In/Hr) fo6" Summary of stream data: . Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 60.703 10.27 3.432 2 2.950 6.53 4.404 Largest stream flow has longer time of concentrati.on Qp = 60,703 + sum of Qb Ia/Ib 2.950 * 0.779 2.299 Qp ~ 63.002 Total of 2 streams to confluence: Flow rates before confluence point: 60.703 2.950 Area of streams before confluence: 21.430 0.750 Results of confluence: Total flow rate = 63.002(CFS) Time of concentration 10.270 min. Effective stream area after confluence 2. .180 (Ac.) +++++++++++++++++++++++++++++++++++++++++++++++++~++++++++++++++++++++ Process from Point/Station 67.000 to Point/Station 68.000 **** PIPEFLOW TRAVEL TIME (User specified size) *~** Upstream point/station elevation = 14.45{Ft.) Downstream point/station elevation = 13.13 (I't.) Pipe length 234.97(Ft.) Manning's N ~ 0.013 No. of pipes = 1 Required pipe flow 63.Cl02(CFS) Given pipe size = 48.00(In.) Calculated individual pipe flow 63.002(CI'S) Normal flow depth in pipe = 26.39(In.) Flow top width inside pipe = 47.76(In.) Critical Depth = 28.73(In.) Pipe flow velocity = 8.90(Ft/s) Travel time through pipe = 0.44 min. Time of concentration (TC) = 10.71 min. . ++++++++++++++++++++++++++++++++++++++++++++++~+++++++++++++++++++++++ Process from Point/Station 67.000 to Point/Station 68.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 22.180(Ac.) Runoff from this stream 63.002(CFS) Time of concentration 10.71 min. Rainfall intensity = 3.354(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 68.200 to Point/Station 68.100 **** INITIAL AREA EVALUATION **** Initial area flow distance ~ 150.000(Ft.) Top (of initial area) elevation ~ 21.400(Ft.) Bottom (of initial area) elevation = 20.400{Ft.) Difference in elevation = 1.000(Ft.) Slope = 0.00667 s(percent) = 0.67 TC ~ k(O.300)*[(length^3)/(elevation change)]^0.2 . G.~ . Initial area time of concentration = Rainfall intensity = 4.586(In/Hr) COMMERCIAL subarea type Runoff Coefficient = 0.895 Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group RI index for soil(AMC 3) Pervious area fraction = Initial subarea runoff = Total initial stream area Pervious area fraction = 0.100 6.064 for a min. 100.0 year storm A 0.000 B 0.000 C 1. 000 D 0.000 84.40 0.100i Impervious fraction 2.135 (CFS) 0.520 (Ac. ) 0.900 +++++++++++++++++++++++++++++++++++++++++++++++++++++++t++++++++++++++ Process from Point/Station 68.100 to Point/Station 68.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 17.40(Ft.) Downstream point/station elevation = 13.13(l't.) Pipe length 10.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow 2.~35(CFS) Given pipe size = 6.00(In.) Calculated individual pipe flow = 2.135(CI'S) Normal flow depth in pipe = 3.29(In.) Flow top width inside pipe = 5.97(In.) Critical depth could not be calculated. Pipe flow velocity = 19.38(Ft/s) Travel time through pipe = 0.01 min. Time of concentration (TC) = 6.07 min. . +++++++++++++++++++++++++++++++++++++++++++++++++++++++t++++++++++++++ Process from Point/Station 68.100 to Point/Station 68.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.520(Ac.) Runoff from this stream 2.135(CFS) Time of concentration = 6.07 min. Rainfall intensity = 4.582(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 2 Largest Qp = 63.002 10.71 2.135 6.07 stream flow has longer time of 63.002 + sum of Qb Ia/Ib 2.135 * 0.732 1.563 64.565 3.354 4.582 concentration Qp = . Total of 2 streams to confluence: Flow rates before confluence point: 63.002 2.135 Area of streams before confluence: 22.180 0.520 Results of confluence: Total flow rate = 64.565(CFS) Time of concentration = 10.709 min. ~1 Effective stream area after confluence 22.700(Ac.) . ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 6B.000 to Point/Station 69.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation ~ 13.13(Ft.) Downstream point/station elevation = 10.56(E't.) Pipe length 475.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow 64.:,65(CFS) Given pipe size = 4B.OO(In.) Calculated individual pipe flow 64.565 (CI'S) Normal flow depth in pipe = 27.09(In.) Flow top width inside pipe = 47.60(In.) Critical Depth = 29.10(In.) Pipe flow velocity = B.82(Ft/s) Travel time through pipe = 0.90 min. Time of concentration (TC) = 11.61 min. +++++++++++++++++++++++++++++++++++++++++++++++++.~++++++++++++++++++++ Process from Point/Station 6B.000 to Point/Station 69.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 22.700(Ac.) Runoff from this stream 64.565(CFS) Time of concentration 11.61 min. Rainfall intensity = 3.209(In/Hr) . ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 69.200 to Point/Station 69.100 **** INITIAL AREA EVALUATION **** Initial area flow distance = 240.000(Ft.) Top (of initial area) elevation = 20.200(Ft.) Bottom (of initial area) elevation = 17.400(Ft.) Difference in elevation = 2.BOO(Ft.) Slope = 0.01167 s (percent) = 1.17 TC = k(0.300)*[(length^3)/(elevation change)]^O.2 Initial area time of concentration = 6.544 min. Rainfall intensity 4.398(In/Hr) for a 100.0 COMMERCIAL subarea type Runoff Coefficient ~ 0.B95 Decimal fraction soil group Oecimal fraction soil group Decimal fraction soil group Decimal fraction soil group RI index for soil(AMC 3) Pervious area fraction = Initial subarea runoff = Total initial stream area Pervious area fraction = 0.100 year storm A 0.000 B 0.000 C 1. 000 DO.OOO 84.40 0.100; Impervious fraction = 4.213 (CFS) 1.070(Ac.) 0.900 +++++++++++++++++++++++++++++++++++++++++++++++~.++++++++++++++++~.+++++ Process from Point/Station 69.100 to Point/Station 69.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** . Upstream point/station elevation = 14.01(Ft.) Downstream point/station elevation ~ 10.56(Ft.) Pipe length 10.00(Ft.) Manning's N = 0.013 ~8 . No. of pipes = 1 Required pipe flow 4.213 (CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow 4.213(CFS) Normal flow depth in pipe = 3.65(In.) Flow top width inside pipe = 11.04(In.) Critical Depth = 10.38(In.) Pipe flow velocity = 20.84(Ft/s) Travel time through pipe = 0.01 min. Time of concentration (TC) = 6.55 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 69.100 to point/Station 69.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 1.070(Ac.) Runoff from this stream 4.213(CFS) Time of concentration = 6.55 min. Rainfall intensity = 4.395(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) ( In/Hr) 1 64.565 11.61 3.209 2 4.213 6.55 4.395 Largest stream flow has longer time of concentration Qp = 64.565 + sum of Qb Ia/Ib . 4.213 * 0.730 3.076 Qp = 67.640 Total of 2 streams to confluence: Flow rates before confluence point: 64.565 4.213 Area of streams before confluence: 22.700 1.070 Results of confluence: Total flow rate = 67.640(CFS} Time of concentration 11.607 min. Effective stream area after confluence 23.770 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 69.000 to Point/Station 70.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = Downstream point/station elevation = Pipe length 253.00(Ft.) Manning's No. of pipes = 1 Required pipe flow Given pipe size = 48.00(In.) Calculated individual pipe flow 67.640(CFS) Normal flow depth in pipe = 27.89(In.) Flow top width inside pipe = 47.37(In.) Critical Depth = 29.81(In.) Pipe flow velocity = 8.92(Ft/s) Travel time through pipe = 0.47 min. Time of concentration (TC) = 12.08 min. 10.56 (Ft.) 9.19(Ft.) N = 0.013 67.640 (CFS) . +++++++++++++++++++++++++++++++++++++++++++++i.++++++++++++++++++++++++ ~ct . Process from Point/Station 69.000 to point./Station **** CONFLUENCE OF MINOR STREAMS **** 70.000 Along Main Stream number: 1 in normal stream number 1 Stream flow area = 23.770(Ac.) Runoff from this stream = 67.640(CFS) Time of concentration 12.08 min. Rainfall intensity = 3.139(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++~.+++++ Process from Point/Station 70.200 to Point/Station 70.100 **** INITIAL AREA EVALUATION **** . Initial area flow distance = 260.000(Ft.) Top (of initial area) elevation = 19.100(Ft.) Bottom (of initial area) elevation = 17.100(Ft.) Difference in elevation = 2.000(Ft.) Slope = 0.00769 s(percent) = 0.77 TC = k(0.300)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 7.343 min. Rainfall intensity = 4.127(In/Hr) for a 1.00.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.895 Decimal fraction soil group A 0,000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 1.000 Decimal fraction soil group D 0.000 RI index for soil(AMC 3) 84.40 Pervious area fraction = 0.100; Impervious fraction 0.900 Initial subarea runoff = 3.103(CFS) Total initial stream area 0.840(Ac.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 70.100 to point:/Station 70.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = Downstream point/station elevation = Pipe length 30.00(Ft.) Manning's No. of pipes = 1 Required pipe flow Given pipe size = 12.00(In.) Calculated individual pipe flow 3.103(CFS) Normal flow depth in pipe = 4.0l(In.) Flow top width inside pipe = 11.32(In.) Critical Depth = 9.06(In.) Pipe flow velocity = l3.48(Ft/s) Travel time through pipe = 0.04 min. Time of concentration (TC) = 7.38 min. 13.10(Ft.) 9.19(Ft.) N = 0.013 3.103(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 70.100 to Point/Station 70.000 **** CONFLUENCE OF MINOR STREAMS **** . Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.840(Ac.l Runoff from this stream 3.103(CFS) Time of concentration = 7.38 min. Rainfall intensity = 4.116(In/Hr) Summary of stream data: 10 Stream Flow rate TC Rainfall Intensity . NO. (CFS) (min) ( In/Hr) 1 67.640 12.08 3.139 2 3.103 7.38 4.116 Largest stream flow has longer time of concentration Qp = 67.640 + sum of Qb Ia/Ib 3.103 * 0.763 2.366 Qp = 70.007 Total of 2 streams to confluence: Flow rates before .confluence point: 67.640 3.103 Area of streams before confluence: 23.770 0.840 Results of confluence: Total flow rate = 70.007(CFS) Time of concentration 12.079 min. Effective stream area after confluence 24.610(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++t+++++ Process from point/Station 70.000 to Point/Station 71.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** 9.19(Ft.) 8.12 (Ft. ) N = 0.OJ.3 70.007 (CFS) . Upstream point/station elevation = Downstream point/station elevation = Pipe length 198.81(Ft.) Manning's No. of pipes = 1 Required pipe flow Given pipe size = 48.00(In.) Calculated individual pipe flow 70.007{CFS) Normal flow depth in pipe = 28.59(In.) Flow top width inside pipe = 47.11(In.) Critical Depth = 30.34(In.) Pipe flow velocity = 8.97(Ft/s) Travel time through pipe = 0.37 min. Time of concentration (Te) = 12.45 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 70.000 to Point/Station 71.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listE!d: In Main Stream number: 1 Stream flow area = 24.610(Ac.) Runoff from this stream 70.007(CFS) Time of concentration = 12.45 min. Rainfall intensity = 3.088(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 71.400 to Point/Station 71.300 **** INITIAL AREA EVALUATION **** . Initial area flow distance ~ 520.000(Ft.) Top (of initial area) elevation = 22.900(Ft.) Bottom (of initial area) elevation = lB.60Q(Ft.) Difference in elevation = 4.300(Ft.) Slope = 0.00827 s (percent) = 0.83 TC = k(0.300)*[(length^3)/(elevation change)]^O.2 1l . Initial area time of concentration = Rainfall intensity 3.572(In/Hr) COMMERCIAL subarea type Runoff Coefficient = 0.894 Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group RI index for soil(AMC 3) Pervious area fraction = Initial subarea runoff = Total initial stream area Pervious area fraction = 0.100 9.551 for a min. 101J.0 year storm A 0.000 B 0.000 C 1. 000 DO.OOO 84.40 0.100; Impervious fraction = 9.422(CFS) 2.950(Ac.) 0.900 ++++++++++++++++++++++++++++++++++++++++++++++~+++++++++++++++++++++++ Process from Point/Station 71.300 to Point/Station 71.100 .... PIPEFLOW TRAVEL TIME (User specified size) .'... . Upstream point/station elevation = 14.60(Ft.) Downstream point/station elevation = 13.50(l't.1 Pipe length 240,00 (Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow 9.422(CFS) Given pipe size = 18.00(In.) NOTE: Normal flow is pressure flow in user The approximate hydraulic grade line above 1.493(Ft.) at the headworks or inlet Pipe friction loss = 1.930(Ft.) Minor friction loss = 0.662(Ft.) Pipe flow velocity = 5.33(Ft/s) Travel time through pipe 0.75 min. Time of concentration (Te) = 10.30 min. selected pipe size. the pipe invert i8 of 1:he pipe (s) K-factor = 1.50 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++i.+++++ Process from Point/Station 71.300 to Point/Station 71..100 .... CONFLUENCE OF MINOR STREAMS .... Along Main Stream number: 2 in normal stream number 1 Stream flow area = 2.950(Ac.) Runoff from this stream 9.422(CFS) Time of concentration 10.30 min. Rainfall intensity = 3.426(In/Hr) +++++++++++++++++++++++++++++++++++++++++++++++~.++++++++++++++++..+++++ Process from point/Station 71.500 to Point/Station 71.200 **** INITIAL AREA EVALUATION **** . Initial area flow distance = 320.000(Ft.) Top (of initial area) elevation = 20.100(Ft.) Bottom (of initial area) elevation = 18.000(Ft.) Difference in elevation = 2.100(Ft.) Slope = 0.00656 s(percent) = 0.66 TC = k(O.300).[(lengthA3)/(elevation change)]AO.2 Initial area time of concentration = 8.237 min. Rainfall intensity 3,875(In/Hr) for a 100.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.895 Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group RI index for soil(AMC 3) A 0.000 B 0.000 C = 1.000 DO.OOO 84.40 It.- . Pervious area fraction = Initial subarea runoff = Total initial stream area Pervious area fraction = 0.100 0.100; Impervious fraction 4.194(CFSJ 1.210(Ac.) 0.900 ++++++++++++++++++++++++++++++++++++++++++++++~+++++++++++++++++++++++ Process from Point/Station 71.200 to Point/Station 71 .100 **** PIPEFLOW TRAVEL TIME (User specified size) *....** Upstream point/station elevation = 14.00(Ft.) Downstream point/station elevation = 13.50 (Jet. I Pipe length 40.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow 4.194(CFS) Given pipe size ~ 12.00(In.) Calculated individual pipe flow 4.194 (CFS) Normal flow depth in pipe ~ 12.00(In.) Flow top width inside pipe = O.OO(In.) Critical Depth = 10.36(In.) Pipe flow velocity ~ 5.07(Ft/s) Travel time through pipe = 0.13 min. Time of concentration (TC) = 8.37 min. +++++++++++++++++++++++++++++++++++++++++++++++~.++++++++++++++++i.+++++ Process from Point/Station 71.200 to point./Station 71.100 **** CONFLUENCE OF MINOR STREAMS **** . Along Main Stream number: 2 in normal stream number 2 Stream flow area ~ 1.210(Ac.) Runoff from this stream 4.194(CFS) Time of concentration = 8.37 min. Rainfall intensity = 3.841(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity ( In/Hr) 1 2 Largest Qp = 9.422 10.30 4.194 8.37 stream flow has longer time of 9.422 + sum of Qb Ia/Ib 4.194 * 0.892 3,742 13.164 3.426 3.841 concentration Qp = Total of 2 streams to confluence: Flow rates before confluence point: 9.422 4.194 Area of streams before confluence: 2.950 1.210 Results of confluence: Total flow rate ~ 13.164(CFS) Time of concentration 10.301 min. Effective stream area after confluence 4.160 (Ac.) . ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++.~+++++ Process from Point/Station 71.100 to Point/Station 7:l.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = Downstream point/station elevation = 13.50(Ft.) 8.12 (Ft.) I:!. . Pipe length 30.00(Ft.) Manning's N = 0.013 No. of pipes 1 Required pipe flow 13.164(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow 13.164(CFS) Normal flow depth in pipe = 6.71(In.) Flow top width inside pipe = 17.41(In.) Critical Depth = 16.27(In.) Pipe flow velocity = 21.92(Ft/s) Travel time through pipe = 0.02 min. Time of concentration (TC) = 10.32 min. +++++++++++++++++++++++++++++++++++++++++++++++~++++++++++++++++++++++ Process from Point/Station 71.100 to Point/Station 71.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 4.160(Ac.) Runoff from this stream 13.164(CFS) Time of concentration = 10.32 min. Rainfall intensity = 3.422(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (InIHr) 1 70.007 12.45 3.0BB 2 13 .164 10.32 3.422 Largest stream flow has longer time of concentrat.ion . Qp = 70.007 + sum of Qb Ia/lb 13 .164 * 0.902 11. B76 Qp= B1.BB3 Total of 2 main streams to confluence: Flow rates before confluence point: 70.007 13.164 Area of streams before confluence: 24.610 4.160 Results of confluence: Total flow rate = B1.BB3(CFS) Time of concentration 12.449 min. Effective stream area after confluence 28.770(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 71.000 to Point/Station 72.000 **** PIPEFLOW TRAVEL TIME (User specified SiZE!) u** . Upstream point/station elevation = Downstream point/station elevation = Pipe length 82.2B(Ft.) Manning's No. of pipes = 1 Required pipe flow Given pipe size = 4B.00(In.) NOTE: Normal flow is pressure flow in user The approximate hydraulic grade line above 1.136(Ft.) at the headworks or inlet Pipe friction loss = 0.267(Ft.) Minor friction loss 0.989(Ft.) Pipe flow velocity = 6.52(Ft/s) 8.12 (Ft:.) 8.00(Ft.) N = (1.013 81.883 (CFS) selected pipe size. thE~ pipe invert is of thE> pipe (s) K-factor = 1. 50 74. . Travel time through pipe = 0.21 min. Time of concentration (TC) 12.66 min. End of computations, total study area = 31.49 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) Area averaged RI index number = 69.0 0.167 . . 1"5 . IV. RATIONAL HYDROLOGY STUDY (10 YEAR STORM) . . 1(" . Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (0) 1992 Rational Hydrology Study Date: 03/03/03 Version 3.3 TEMECULA CREEK VILLAGE 10 YEAR FLOW FILE:10VIL 03-03-03 ********* Hydrology Study Control Information ********** RANPAC Engineering Corporation, Temecula, CA - SIN' 560 Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 10.00 Antecedent Moisture Condition = 3 . Standard intensity-duration curves data (Plate D-4.1) For the [ Murrieta,Tmc,Rnch CaNorco ] area used. 10 year storm 10 minute intensity = 2.360 (in./hr.) 10 year storm 60 minute intensity = 0.880 (in./hr..) 100 year storm 10 minute intensity = 3.480 (in./hr.) 100 year storm 60 minute intensity = 1.300 (in./hr.) Storm event year = 10.0 Calculated rainfall intensity data: 1 hour intensity = 0.880 (in./hr.) Slope of intensity duration curve = 0.5500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.000 to Point/Station 2.000 .... INITIAL AREA EVALUATION .... . Initial area flow distance = 80.000(Ft.) Top (of initial area) elevation = 37.400(Ft.) Bottom (of initial area) elevation = 36.500(Ft.) Difference in elevation = 0.900(Ft.) Slope = 0.01125 s (percent) = 1.12 TC = k(0.323).[(length^3)/(elevation change)]^0.2 Warning: TC computed to be less than 5 min.; program is assuming the time of concentration is 5 minutes. Initial area time of concentration = 5.000 min. Rainfall intensity = 3.452(In/Hr) for a :10.0 year storm APARTMENT subarea type Runoff Coefficient = 0.888 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 11 . Decimal fraction soil group D = 0.000 RI index for soil(AMC 3) = 84.40 Pervious area fraction = 0.200; Impervious fraction = 0.800 Initial subarea runoff = 1.441(CFS) Total initial stream area = 0.470(Ac.) Pervious area fraction = 0.200 ++++++++++++++++++++++++++++++++++++++++++++++1'+++++++++++++++++++++++ Process from Point/Station 2.000 to Point/Station 4.000 .*** PIPEFLOW TRAVEL TIME (User specified size) *,~** Upstream point/station elevation = 35.00(Ft.) Downstream point/station elevation = 33.91(Ft.) Pipe length = 200.00(Ft.) Manning's N = 0.0l:! No. of pipes = 1 Required pipe flow = 1.441(CFS) Given pipe size = 6.00(In.) NOTE: Normal flow is pressure flow in user The approximate hydraulic grade line above 13.343(Ft.) at the headworks or inlet Pipe friction loss = 13.179(Ft.) Minor friction loss = 1.254(Ft.) Pipe flow velocity = 7.34(Ft/s) Travel time through pipe = 0.45 min. Time of concentration (TC) = 5.45 min. selected pipe size. the pipe invert is of I:he pipe (s) K-factor = 1.50 . ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.000 to Point/Station 4.000 .... CONFLUENCE OF MINOR STREAMS .... Along Main Stream number: 1 in normal stream number 1 Stream flow area = 0.470(Ac.) Runoff from this stream = 1.441(CFS) Time of concentration = 5.45 min. Rainfall intensity = 3.290(In/Hr) +++++++++++++++++++++++++++++++++++++++++++++++++.+++++++++++++++++++++ Process from Point/Station 3.100 to Point/Station 3.000 **** INITIAL AREA EVALUATION **** . Initial area flow distance = 65.000(Ft.) Top (of initial area) elevation 37.300(Ft.) Bottom (of initial area) elevation = 36.650(Ft.) Difference in elevation = 0.650(Ft.) Slope = 0.01000 s (percent) = 1.00 TC = k(0.323).[(lengthA3)/(elevaUon change)]AIl.2 Warning: TC computed to be less than 5 min.; program is assuming the time of concentration is 5 minutes. Initial area time of concentration = 5.000 min. Rainfall intensity = 3.452 (In/Hr) for a 10.0 year storm APARTMENT subarea type Runoff Coefficient = 0.888 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 18 . Decimal fraction soil group D = 0.000 RI index for soil(AMC 3) = 84.40 Pervious area fraction = 0.200; Impervious fraction = 0.800 Initial subarea runoff = 1.011(CFS) Total initial stream area = 0.330(Ac.) Pervious area fraotion = 0.200 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.000 to Point/Station 4.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 34.41(Ft.) Downstream point/station elevation = 33.91(Ft.) Pipe length = 90.00{Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 1.Oll(CFS) Given pipe eize = 6.00(In.) NOTE: Normal flow is pressure flow in user The approximate hydraulic grade line above 3.042(Ft.) at the headworks or inlet Pipe friction loss = 2.924(Ft.) Minor friction loss = 0.618{Ft.) Pipe flow velocity = 5.15{Ft/s) Travel time through pipe = 0.29 min. Time of concentration (TC) = 5.29 min. selected pipe size. the pipe invert is of the pipets) K-factor = 1. 50 . ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.000 to Point/Station 4.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = O.330(Ac.) Runoff from this stream = 1.011(CFS) Time of concentration = 5.29 min. Rainfall intensity = 3. 346 (In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (Xn/Hr) 1 1.441 5.45 3.290 2 LOll 5.29 3.346 Largest stream flow has longer time of concentl:"ation Qp = 1.441 + sum of Qb Ia/Ib 1. Oll * 0.983 = 0.995 Qp= 2.435 . Total of 2 streams to confluence: Flow rates before confluence point: 1.441 1.Oll Area of streams before confluence: 0.470 0.330 Results of confluence: Total flow rate = 2.435(CFS) '1C\ . Time of concentration = 5.454 min. Effective stream area after confluence = o . 800 (Ac . ) +++++++++++++++++++++++++++++++++++++++++++++++++~.++++++++++++++++++++ Process from Point/Station 4.000 to Point/Station 6.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 33.91(Ft.) Downstream point/station elevation = 33.21(Ft.) Pipe length = 140.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 2.435ICFS) Given pipe size = 8.00(In.) NOTE: Normal flow is pressure flow in user The approximate hydraulic grade line above 6.118(Ft.) at the headworks or inlet Pipe friction loss = 5.684(Ft.) Minor friction loss = 1.134(Ft.) Pipe flow velocity = 6.98(Ft/s) Travel time through pipe = 0.33 min. Time of concentration (TC) = 5.79 min. selected pipe size. the pipe invert is of the pipets) K- fa(~tor = 1.50 ++++++++++++++++++++++++++++++++++++++++++++++~+-++++++++++++++++++++++ Process from Point/Station 4.000 to Point/Station 6.000 **** CONFLUENCE OF MINOR STREAMS **** . Along Main Stream number: 1 in normal stream number 1 Stream flow area = 0.800(Ac.) Runoff from this stream = 2.435(CFS) Time of concentration = 5.79 min. Rainfall intensity = 3.185(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5.100 to Point/Station 5.000 **** INITIAL AREA EVALUATION **** . Initial area flow distance = 70.000(Ft.) Top (of initial area) elevation = 37.000(Ft.) Bottom (of initial area) elevation = 36.150(Ft~) Difference in elevation = 0.850(Ft.) Slope = 0.01214 s(percent) = 1.21 TC = k(0.323)*[(length^3)/(elevation change)]^Ci.2 Warning: TC computed to be less than 5 min.; p>:ogram is assuming the time of concentration is 5 minutes. Initial area time of concentration = 5.000 min. Rainfall intensity = 3.452 (In/Hr) for a 10.0 year storm APARTMENT sulJarea type Runoff Coefficient = 0.888 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 3) = 84.40 Pervious area fraction = 0.200; Impervious fraction = 0.800 Initial subarea runoff = 0.981(CFS) ~ . Total initial stream area = Pervious area fraction = 0.200 0.320(AC.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5.000 to Point/Station 6.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 33.40(Ft.) Downstream point/station elevation = 33.21(Ft.) Pipe length = 34.00(Ft.} Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.S81(CFS} Given pipe size = 6.00(In.) NOTE: Normal flow is pressure flow in user The approximate hydraulic grade line above 1.430(Ft.) at the headworks or inlet Pipe friction loss = 1.039(Ft.) Minor friction loss = 0.581(Ft.) Pipe flow velocity = 5.00(Ft/s) Travel time through pipe = 0.11 min. Time of concentration (TC) = 5.11 min. selected pipe size. the pipe invert is of t:he pipe(s) K-factor = 1.50 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5.000 to Point/Station 6.000 **** CONFLUENCE OF MINOR STREAMS **** . Along Main Stream number: 1 in normal stream number 2 Stre~ flow area = O.320(Ac.) Runoff from this stream = 0.981(CFS) Time of concentration = 5.11 min. Rainfall intensity = 3.409(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 2.435 5.79 3.185 2 0.981 5.11 3.409 Largest stream flow has longer time of concentration Qp = 2.435 + sum of Qb Ia/Ib 0.981 * 0.934 = 0.916 Qp = 3.351 . Total of 2 streams to confluence: Flow rates before confluence point: 2.435 0.981 Area of streams before confluence: 0.800 0.320 Results of confluence: Total flow rate = 3.351(CFS} Time of concentration = 5.789 min. Effective stream area after confluence = 1.120 (Ac.) g\. . ++++++++++++++++++++++++++++++++++++++++++++++~.+++++++++++++++++++++++ Process from Point/Station 6.000 to Point/Station 8.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 33.21{Ft.) Downstream point/station elevation = 32.01 (lIt.) Pipe length = 164.00(Ft.) Manning's N = 0,013 No. of pipes = 1 Required pipe flow = 3.351{CFS) Given pipe size = 12.00(In.) NOTE: No~al flow is pressure flow in user The approximate hydraulic grade line above 0.675(Ft.) at the headworks or inlet Pipe friction loss = 1.451{Ft.) Minor friction loss = 0.424(Ft.) Pipe flow velocity = 4.27(Ft/s) Travel time through pipe = 0.64 min. Time of concentration (TC) = 6.43 min. selected pipe size. the pipe invert is of l:he pipe (s) K-factor = 1.50 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++~.+++++ Process from Point/Station 6.000 to Point/Station e;. 000 **** CONFLUENCE OF MINOR STREAMS **** . Along Main Stream number: 1 in nor.mal stream number 1 Stream flow area = 1.120{Ac.) Runoff from this stream = 3.351(CFS) Time of concentration = 6.43 min. Rainfall intensity = 3.006{In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 7.000 to Point/Station 11.000 **** INITIAL AREA EVALUATION **** . Initial area flow distance = 80.000{Ft.) Top (of initial area) elevation = 37.000(Ft.) Bottom (Of initial area) elevation = 35.700{Ft.) Difference in elevation = 1.300{Ft.) Slope = 0.01625 s (percent) = 1.62 TC = k(0.323)*[(lengthA3)/(elevation change) 1 AO.2 Warning: TC computed to be less than 5 min.; program is assuming the time of concentration is 5 minutes. Initial area time of concentration = 5.000 min. Rainfall intensity = 3.452{In/Hr) for a 10.0 year storm APARTMENT subarea type Runoff Coefficient = 0.888 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 3) = 84.40 Pervious area fraction = 0.200; Impervious fr'action = 0.800 Initial subarea runoff = 1.441{CFS) Total initial stream area = 0.470{Ac.) Pervious area fraction = 0.200 ~ . ++++++++++++++++++++++++++++++++++++++++++++++i'+++++++++++++++++++++++ Process from Point/Station 7.000 to Point/Station 8.000 **** CONFLUBNCB OF MINOR STREAMS **** Along Main Stre~ number: 1 in normal stream number 2 Stream flow area = 0.470(Ac.) Runoff from this stream = 1.441(CFS) Time of concentration = 5.00 min. Rainfall intensity = 3.452(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity ( l:n/Hr) 1 2 Largest Qp = 3.351 6.43 1.441 5.00 stream flow has longer 3.351 + sum of Qb Ia/Ib 1.441 * 0.871 = 4.606 time 0 f 3.006 3.452 concentl:'ation 1. 255 . Qp = . Total of 2 streams to confluence: Flow rates before confluence point: 3.351 1.441 Area of streams before confluence: 1.120 0.470 Results of confluence: Total flow rate = Time of concentration Effective stream area 4.606 (CFS) = 6.429 min. after confluence = :L.590 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 8.000 to Point/Station 1,:.000 *.*. PIPEFLOW TRAVEL TIME (User specified size) ..*. Upstream point/station elevation = 32.01(Ft.) Downstream point/station elevation = 30.23(Ft.) Pipe length = 157.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 4.606(CFS) Given pipe size = l2.00(In.) NOTE: Normal flow is pressure flow 1n user The approximate hydraulic grade line above 1.644(Ft.) at the headworks or inlet Pipe friction loss = 2.623(Ft.) Minor friction loss = 0.801(Ft.) Pipe flow velocity = 5.86(Ft/s) Travel time through pipe = 0.45 min. Time of concentration (TC) = 6.88 min. selected pipe size. the pipe invert is of the pipe(s} K-factor = 1.50 . ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 8.000 to Point/Station 12.000 **** CONFLUENCE OF MINOR STREAMS **** ~~ . Along Main Stream number: 1 in normal stream number 1 Stream flow area = 1.590(Ac.) Runoff from this stream = 4.606(CFS) Time of concentration = 6.88 min. Rainfall intensity = 2.897 (In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++;.+++++++++++++++++++++++ Process from Point/Station 10.000 to Point/Station 11.000 ...* INITIAL AREA EVALUATION .... . Initial area flow distance = 335.000(Ft.) Top (of initial area) elevation = 36.200(Ft.) Bottom (of initial area) elevation = 34.650(Ft,) Difference in elevation = 1.550(Ft.) Slope = 0.00463 s(percent) = 0.46 TC = k(0.323).[(lengthA3)/(elevation change)] AO.2 Initial area time of concentration = 9.686 min. Rainfall intensity = 2.399(In/Hr) for a 10.0 year storm APARTMENT subarea type Runoff Coefficient = 0.883 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 3) = 84.40 Pervious area fraction = 0.200; Impervious fraction = 0.800 Initial subarea runoff = 2.310(CFS) Total initial stream area = 1.090(Ac.) Pervious area fraction = 0.200 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++;.+++++ Process from Point/Station 11.000 to Point/Station 1::.000 .*** PIPEFLOW TRAVEL TIME (User specified size) ..** Upstream point/station elevation = 32.08(Ft.) Downstream point/station elevation = 30.23(Ft.) Pipe length = 71.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 2.310{CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 2.310(CFS) Normal flow depth in pipe = 4.49(In.) Flow top width inside pipe = 15.57(In.) Critical Depth = 6.89(In.) Pipe flow velocity = 6.71(Ft/s) Travel time through pipe = 0.18 min. Time of concentration (TC) = 9.86 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 11.000 to Point/Station 1:1.000 ..*. CONFLUENCE OF MINOR STREAMS ...* . Along Main Stream number: 1 in normal stream number 2 Stream flow area = 1.090(Ac.) Runoff from this stream = 2.310(CFS) ~4 . Time of concentration = Rainfall intensity = Summary of stream data: 9.86 min. 2.376 (In/Hr) Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (!n/Hr) Qp = 4.606 6.88 2.310 9.86 stream flow has longer 4.606 + sum of Qa Tb/Ta 2.310. 0.697 = 6.216 2.897 2.376 or shorter time of concentration 1 2 Largest Qp = 1.610 Total of 2 streams to confluence: Flow rates before confluence point: 4.606 2.310 Area of streams before confluence: 1.590 1.090 Results of confluence: Total flow rate = Time of concentration Effective stream area 6.216 (CFS) = 6.875 min. after confluence = 2.680(AC.) . ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++~.+++++ Process from Point/Station 12.000 to Point/Station lEi. 000 .... PIPEFLOW TRAVEL TIME (User specified size) ...* Upstream point/station elevation = 30.23(Ft.) Downstream point/station elevation = 29.69(Ft.) Pipe length = 107.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 6.2l6(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 6.216(CFS) Normal flow depth in pipe = 10.36(In.) Flow top width inside pipe = 23.77(In.) Critical Depth = 10.59(In.) Pipe flow velocity = 4.79(Ft/s) Travel time through pipe = 0.37 min. Time of concentration (TC) = 7.25 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 12.000 to Point/Station 16.000 .... CONFLUENCE OF MAIN STREAMS .... . The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 2.680(Ac.) Runoff from this stream = 6.216(CFS) Time of concentration = 7.25 min. Rainfall intensity = 2.814(In/Hr) Program is now starting with Main Stream No. 2 ~-:> . ++++++++++++++++++++++++++++++++++++++++++++++~.+++++++++++++++++++++++ Process from Point/Station 13.000 to Poit,t/Station 14.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 170.000{Ft.) Top (of initial area) elevation = 36.220(Ft.) Bottom (of initial area) elevation = 35.020(Ft.) Difference in elevation = 1.200{Ft.) Slope = 0.00706 s(percent)= 0.71 TC = k(0.323).[(length^3)/(elevation change)]^1l.2 Initial area time of concentration = 6.786 Inin. Rainfall intensity = 2.918{In/Hr) for a 10.0 year storm APARTMENT subarea type Runoff Coefficient = 0.886 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 3) = 84.40 Pervious area fraction = 0.200; Impervious fraction = 0.800 Initial subarea runoff = 1.163(CFS) Total initial stream area 0.450{Ac.) Pervious area fraction = 0.200 . ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++;.+++++ Process from Point/Station 14.000 to Point/Station lS.OOO **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 32.00{Ft.) Downstream point/station elevation = 31.11{Ft.) Pipe length = 180.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 1.163{CFS) Given pipe size = 8.00(In.) NOTE: Normal flow is pressure flow in user The approximate hydraulic grade line above 1.036{Ft.) at the headworks or inlet Pipe friction loss = 1.668{Ft.) Minor friction loss = 0.259(Ft.) Pipe flow velocity = 3.33{Ft/s) Travel time through pipe = 0.90 min. Time of concentration (TC) = 7.69 min. selected pipe size. the pipe invert is of the pipets) K-factor = 1.50 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 14.000 to Point/Station 15.000 .... CONFLUENCE OF MINOR STREAMS .... Along Main Stream number: 2 in normal stream n.umber 1 Stream flow area = 0.450(Ac.) Runoff from this stream = 1.163(CFS) Time of concentration = 7.69 min. Rainfall intensity = 2.725{In/Hr) . ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ~ . Process from Point/Station 15.100 to Point/Station **** INITIAL AREA EVALUATION **** 15.000 Initial area flow distance = 200.000(Ft.) Top (of initial area) elevation = 36.220(Pt.) Bottom (of initial area) elevation = 36.000(Pt.) Difference in elevation = 0.220(Pt.) Slope = 0.00110 s(percent) = 0.11 TC = k(0.323)*[(length^3)/(elevation change)]^O.2 Initial area time of concentration = 10.504 min, Rainfall intensity = 2.295(In/Hr) for a 10.0 year storm APARTMENT subarea type Runoff Coefficient = 0.883 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 RI index for soi1(AMC 3) = 84.40 Pervious area fraction = 0.200; Impervious frcLct:lon = 0.800 Initial subarea runoff = 1.539(CPS) Total initial stream area = 0.760(Ac.) Pervious area fraction = 0.200 ++++++++++++++++++++++++++++++++++++++++++++++?+++++++++++++++++++++++ Process from Point/Station 15.100 to Point/Station 15.000 **** CONFLUENCE OP MINOR STREAMS **** . Along Main Stream number: 2 in normal stream number 2 Stream flow area = 0.760(Ac.) Runoff from this stream = 1.539(CPS) Time of concentration = 10.50 min. Rainfall intensity = 2.295(In/Hr) Summary of stream data: Stream No. Flow rate (CPS) TC (min) Rainfall Intensity (In/Hr) 1 2 Largest Qp = 1.163 7.69 1.539 10.50 stream flow has longer 1.539 + sum of Qb Ia/Ib 1.163 * 0.842 = 2.519 time of 2.725 2.295 concentration 0.980 Qp = . Total of 2 streams to confluence: Flow rates before confluence point: 1.163 1.539 Area of streams before confluence: 0.450 0.760 Results of confluence: Total flow rate = Time of concentration Effective stream area 2.519 (CPS) = 10.504 min. after confluence = 1.210 (Ac. ) 81. . ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 15.000 to Point/Station 16.000 ..*. PIPEFLQW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 3l.ll(Ft.) Downstream point/station elevation = 29.69(Ft.l Pipe length = 18.00 (Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 2. ~;19 (CFS) Given pipe size = 8.00(In.) Calculated individual pipe flow = 2.5l9(CFS) Normal flow depth in pipe = 5.l3(In.) Flow top width inside pipe = 7.67(In.) Critical depth could not be calculated. Pipe flow velocity = 10.65(Ft/s) Travel time through pipe = 0.03 min. Time of concentration (TC) = 10.53 min. ++++++++++++++++++++++++++++++++++++++++++++++i'+++++++++++++++++++++++ Process from Point/Station 15.000 to Point/Station 16.000 ...* CONFLUENCE OF MAIN STREAMS .... . The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 1.2l0(Ac.) Runoff from this stream = 2.5l9(CFS) Time of concentration = 10.53 min. Rainfall intensity = 2.29l(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity O:n/Hr) 1 2 Largest Qp = 6.216 7.25 2.519 10.53 stream flow has longer 6.216 + sum of Qa Tb/Ta 2.519. 0.688 = 7.950 2.814 2.291 or shorter time of concentration 1. 7 34 Qp = Total of 2 main streams to confluence: Flow rates before confluence point: 6.216 2.519 Area of streams before confluence: 2.680 1.210 Results of confluence: Total flow rate = Time of concentration Effective stream area 7.950(CFS) = 7.248 min. after confluence = 3.890 (Ac.) . ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ~ . Process from Point/Station 16.000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **** 26.000 Upstream point/station elevation = 29.69(Ft.) Downstream point/station elevation = 24.69(Ft.) Pipe length = 220.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 7.5'50 (CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 7.950(CFS) Normal flow depth in pipe = 7.89(In.) Flow top width inside pipe = 22.55(In.) Critical Depth = 12.04(In.) Pipe flow velocity = 8.85(Ft/s) Travel time through pipe = 0.41 min. Time of concentration (TC) = 7.66 min. +++++++++++++++++++++++++++++++++++++++++++++++++.~++++++++++++++++++++ Process from Point/Station 16.000 to Point/Station 26.000 **** CONFLUENCE OF MAIN STREAMS **** . The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 3.890(Ac.) Runoff from this stream = 7.950(CFS) Time of concentration = 7.66 min. Rainfall intensity = 2.729(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 10.000 to Point/Station 17.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 460.000(Ft.) Top (of initial area) elevation = 36.200(Ft.) Bottom (of initial area) elevation = 34.110(Ft.) Difference in elevation = 2.090(Ft.) Slope = 0.00454 s (percent) = 0.45 TC = k(O.323)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 11.036 min. Rainfall intensity = 2.233(In/Hr) for a 10.0 year storm APARTMENT subarea type Runoff Coefficient = 0.882 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 3) = 84.40 Pervious area fraction = 0.200; Impervious fraotion = 0.800 Initial subarea runoff = 2.187(CFS) Total initial stream area = 1.110(Ac.) Pervious area fraction = 0.200 . ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 17.000 to Point/Station 20.000 ~o. **** PIPEFLOW TRAVEL TIME (User specified size) **** . Upstream point/station elevation = 29.66(Ft.) Downstream point/station elevation = 28.49(Ft.) Pipe length = 230.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 2.187(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 2.187 (CF'S) Normal flow depth in pipe = 8.58(In.) Flow top width inside pipe = 10.84(In.) Critical Depth = 7.58(In.) Pipe flow velocity = 3.64(Ft/s) Travel time through pipe = 1.05 min. Time of concentration (TC) = 12.09 min. ++++++++++++++++++++++++++++++++++++++++++++++~.+++++++++++++++++++++++ Process from Point/Station 17.000 to Point/Station 20.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream nlunber 1 Stream flow area = 1.110(Ac.) Runoff from this stream = 2.187(CFS) Time of concentration = 12.09 min. Rainfall intensity = 2. 124 (In/Hr) . ++++++++++++++++++++++++++++++++++++++++++++++i'+++++++++++++++++++++++ Process from Point/Station 18.000 to Point/Station 19.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 200.000(Ft.) Top (of initial area) elevation = 36.200(Ft.) Bottom (of initial area) elevation = 35.300(Ft,) Difference in elevation = 0.900(Ft.) Slope = 0.00450 s (percent) = 0.45 TC = k(0.323)*[(length^3)/(e1evation change)]^1I.2 Initial area time of concentration = 7.925 min. Rainfall intensity = 2.679(In/Hr) for a 11).0 year storm APARTMENT subarea type Runoff Coefficient = 0.885 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 RI index for soi1(AMC 3) = 84.40 Pervious area fraction = 0.200; Impervious fract:Lon = 0.800 Initial subarea runoff = 2.466(CFS) Total initial stream area = 1.040(Ac.) Pervious area fraction = 0.200 . ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 19.000 to Point/Station 20.000 ...... PIPEFLOW TRAVEL TIME (User specified size) u'" Upstream point/station elevation = 28.87(Ft.) '\0 . Downstream point/station elevation = 28.49(Ft.) Pipe length = 41. 00 (Ft. ) Manning's N = 0,01:3 No. of pipes = 1 Required pipe flow = 2.466(CFS) Given pipe size = 8.00(In.) NOTE: Normal flow is pressure flow in user The approximate hydraulic grade line above 2.488(Ft.) at the headworks or inlet Pipe friction loss = 1.706(Ft.) Minor friction loss = 1.162(Ft.) Pipe flow velocity = 7.06(Ft/s} Travel time through pipe = 0.10 min. Time of concentration (TC) = 8.02 min. selncted pipe size. the pipe invert is of the pipe(s) K-factor = 1.50 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 19.000 to Point/Station 20.000 .... CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in nor.mal stream number 2 Stream flow area = 1.040(Ac.) Runoff from this stream = 2.466(CFS} Time of concentration = 8.02 min. Rainfall intensity = 2.662(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) . 1 2 Largest Qp = 2.187 12.09 2.466 8.02 stream flow has longer 2.466 + sum of Qa Tb/Ta 2.187 * 0.663 = 3.916 2.124 2.662 or shorter time of concentration 1.451 Qp = Total of 2 streams to confluence: Flow rates before confluence point: 2.187 2.466 Area of streams before confluence: 1.110 1.040 Results of confluence: Total flow rate = Time of concentration Effective stream area 3.916 (CFS) = 8.021 min. after confluence = 2.150 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 20.000 to Point/Station 22.000 **** PIPEFLOW TRAVEL TIME (User specified size) ***. . Upstream point/station elevation = 28.49(Ft.) Downstream point/station elevation 28.41(Ft.) Pipe length = 40.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow =' 3.916(CFS} Given pipe size = 12.00(In.) C\\. . NOTE: Normal flow is pressure flow in user The approximate hydraulic grade line above 0.982(Ft.) at the headworks or inlet Pipe friction loss = 0.483(Ft.) Minor friction loss = 0.579(Ft.) Pipe flow velocity = 4.99(Ft/s) Travel time through pipe = 0.13 min. Time of concentration (TC) = 8.15 min. selected pipe size. the pipe invert is of t:he pipe(s) K-factor = 1.50 +++++++++++++++++++++++++++++++++++++++++++++++++.t++++++++++++++++++++ Process from Point/Station 20.000 to Point/Station 22.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 2.150(Ac.) Runoff from this stream = 3.916(CFS) Time of concentration = 8.15 min. Rainfall intensity = 2.637(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++'P+++++++++++++++++i+++++ Process from Point/Station 21.100 to Point/Station 21.000 ***. INITIAL AREA EVALUATION **** . Initial area flow distance = 150.000(Ft.) Top (of initial area) elevation = 36.030(Ft.) Bottom (of initial area) elevation = 34.750(Ft.) Difference in elevation = 1.280{Ft.) Slope = 0.00853 s(percent)= 0.85 TC = k(0.323)*[(lengthA3)/(elevation change)] AO.2 Initial area time of concentration = 6.215 min. Rainfall intensity = 3.063(In/Hr) for a 10.0 year storm APART)mliT subarea type Runoff Coefficient = 0.887 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 3) = 84.40 Pervious area fraction = 0.200; Impervious fraction = 0.800 Initial subarea runoff = 1.548(CFS) Total initial stream area = 0.570(Ac.) Pervious area fraction = 0.200 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++~.+++++ Process from Point/Station 21.000 to Point/Station 22.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** . Upstream point/station elevation = 28.81(Ft.) Downstream point/station elevation = 28.41(Ft..) Pipe length = 16.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 1.548(CFS) Given pipe size = 8.00(In.) Calculated individual pipe flow = 1.548(CFS) Normal flow depth in pipe = 5.46(In.) qz.... . Flow top width inside pipe = 7.45(In.) Critical Depth = 6.96(In.) Pipe flow velocity = 6.09(Ft/s) Travel time through pipe = 0.04 min. Time of concentration (TC) = 6.26 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++4'+++++ Process from Point/Station 21.000 to Poillt/Station 2,'.000 .... CONFLUENCE OF MINOR STREAMS .... Along Main Stream number: 2 in nor.mal stream number 2 Stream flow area = 0.570(Ac.} Runoff from this stream = 1.548(CFS) Time of concentration = 6.26 min. Rainfall intensity = 3.051(In/Hr) Summary of stream data: Stream Flow rate TC No. (CFS) (min) 1 3.916 8.15 2 1.548 6.26 Largest stream flow has longer Qp = 3.916 + sum of Qb Ia/Ib . 1.548 · 0.865 = Qp = 5.254 Rainfall Intensity (In/Hr) 2.637 3.051 t~e of concentration 1.338 Total of 2 streams to confluence: Flow rates before confluence point: 3.916 1.548 Area of streams before confluence: 2.150 0.570 Results of confluence: Total flow rate = Time of concentration Effective stream area 5.254(CFS} = 8.155 min. after confluence = 2.720 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 22.000 to Point/Station 24.000 .... PIPEFLOW TRAVEL TIME (User specified size) .... . Upstream point/station elevation = 28.41(Ft.} Downstream point/station elevation = 26.37(Ft.) Pipe length = 210.00(Ft.) Manning'S N = 0.013 No. of pipes = 1 Required pipe flow = 5.254(CFS) Given pipe size = 12.00(In.) NOTE: Normal flow is pressure flow in user The approximate hydraulic grade line above 3.568(Ft.) at the headworks or inlet Pipe friction loss = 4.566(Ft.) Minor friction loss = 1.042(Ft.) Pipe flow velocity = 6.69(Ft/s) Travel time through pipe = 0.52 min. selected pipe size. the pipe invert is of the pipe(s) K-factor = 1.50 q~ Time of concentration (TC) = 8.68 min. . ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 22.000 to Point/Station 24.000 **** CONFLUENCE OF MINOR STREAMS .... Along Main Stream number: 2 in nor.mal 'stream number 1 Stream flow area = 2.720(Ac.) Runoff from this stream = 5.254(CFS) Time of concentration = 8.68 min. Rainfall intensity = 2.549(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 23.100 to Point/Station 23.000 .... INITIAL AREA EVALUATION .... . Initial area flow distance = 170.000(Ft.) Top (of initial area) elevation = 35.900(Ft.) Bottom (of initial area) elevation = 35.600(Ft.) Difference in elevation = 0.300(Ft.) Slope = 0.00176 s (percent) = 0.18 TC = k(0.323).[(length^3)/(elevation change)]^O,2 Initial area time of concentration = 8.955 min. Rainfall inteneity = 2.505(In/Hr) for a lO.O year storm APARTMENT subarea type Runoff Coefficient = 0.884 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 3) = 84.40 Pervious area fraction = 0.200; Impervious fraction = 0.800 Initial subarea runoff = 1.284(CFS) Total initial stream area = 0.580(Ac.) Pervious area fraction = 0.200 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 23.000 to Point/Station 24.000 .... PIPEFLOW TRAVEL TIME (User specified size) ..... . Upstream point/station elevation = 27.77 (Ft..) Downstream point/station elevation = 26.37(Ft.) Pipe length = 110.00(Ft.) Manning'S N = 0.013 No. of pipes = 1 Required pipe flow = 1.284(CFS) Given pipe size = 6.00(In.) NOTE: Normal flow is pressure flow in user The approximate hydraulic grade line above 5.357(Ft.) at the headworks or inlet Pipe friction loss = 5.761(Ft.) Minor friction loss = 0.996(Ft.) Pipe flow velocity = 6.54(Ft/s) Travel time through pipe = 0.28 min. Time of concentration (Te) = 9.23 min. selected pipe size. the pipe invert is of the pipe (s) K-factor = 1.50 .::tit . ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 24.000 to Poil1t/Station 25.000 .... PIPEFLOW TRAVEL TIME (User specified size) .... Upstream point/station elevation = 26.37(Ft.) Downstream point/station elevation = 25.61(Ft.) Pipe length = l50.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 1.284(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 1.284(CFS) Normal flow depth in pipe = 5.05(In.) Flow top width inside pipe = 16.17(In.) Critical Depth = 5.08(In.) Pipe flow velocity = 3.16(Ft/s) Travel time through pipe = 0.79 min. Time of concentration (TC) = 10.03 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++~+++++ Process from Point/Station 24.000 to Point/Station 2S.000 .... CONFLUENCE OF MINOR STREAMS .... . Along Main Stream number: 2 in normal stream number 1 Stream flow area = 0.580(Ac.) Runoff from this stream = 1.284(CFS) Time of concentration = 10.03 min. Rainfall intensity = 2.354(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 25.100 to Point/Station 25.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 140.000(Ft.) Top (of initial area) elevation = 35.610(Ft.) Bottom (of initial area) elevation = 34.370(Ft.) Difference in elevation = 1.240(Ft.) Slope = 0.00886 s (percent) = 0.89 TC = k(0.323).[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 6.001 min. Rainfall intensity = 3.l22(In/Hr) for a 3.0.0 year storm APARTMENT subarea type Runoff Coefficient = 0.887 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 3) = 84.40 Pervious area fraction = 0.200; Impervious f:z:'action = 0.800 Initial subarea runoff = 2.741(CFS) Total initial stream area = 0.990(Ac.) Pervious area fraction = 0.200 . ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 25.100 to Point/Station 25.000 '\-:>' . .... CONFLUENCE OF MINOR STREAMS .... Along Main Stream nwnber: 2 in normal stream number 2 Stream flow area = 0.990(Ac.) Runoff from this stream = 2.74l(CFS) Time of concentration = 6.00 min. Rainfall intensity = 3.122 (In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall. Intensity (:[n/Hr) 1 2 Largest Qp = 1.284 10.03 2.741 6.00 stream flow has longer 2.741 + sum of Qa Tb/Ta 1.284. 0.599 = 3.510 2.354 3.122 or shorter time of concentration 0.769 Qp = . Total of 2 streams to confluence: Flow rates before confluence point: 1.284 2.741 Area of streams before confluence: 0.580 0.990 Results of confluence: Total flow rate = Time of concentration Effective stream area 3.5l0(CFS) = 6.001 min. after confluence = 1.570(AC.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 25.000 to Point/Station 21;.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 25.6l(Ft.) Downstream point/station elevation = 24.69(Ft.) Pipe length = 88.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 3.5l0(CFS) Given pipe size = l8.00(In.) Calculated individual pipe flow = 3.5l0(CFS) Normal flow depth in pipe = 7.08(In.) Flow top width inside pipe = l7.58(In.) Critical Depth = 8.58(In.) Pipe flow velocity = 5.44(Ft/s) Travel time through pipe = 0.27 min. Time of concentration (TC) = 6.27 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++.~+++++ Process from Point/Station 25.000 to Point/Station 26.000 ..*. CONFLUENCE OF MAIN STREAMS ..*. . The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 1.570(Ac.) qb . Runoff from this stream = Time of concentration = Rainfall intensity = Summary of stream data: 3.510 (CFS) 6.27 min. 3.048 (In/Hr) Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) Qp = 7.950 7.66 3.510 6.27 stream flow has longer 7.950 + sum of Qb Ia/Ib 3.510. 0.896 = 11. 093 2.729 3.048 time of concentration 1 2 Largest Qp = 3.143 Total of 2 main streams to confluence: Flow rates before confluence point: 7.950 3.510 Area of streams before confluence: 3.890 1.570 Results of confluence: Total flow rate = 11.093(CFS) Time of concentration = 7.662 min. Effective stream area after confluence = 5.460 (Ac.) +++++++++++++++++++++++++++++++++++++++++++++++~.++++++++++++++++i.+++++ Process from Point/Station 26.000 to Point/Station 26.300 .... PIPEFLOW TRAVEL TIME (User specified size) .... Upstream point/station elevation = 24.69(Ft.) Downstream point/station elevation = 24.l6(Ft.) Pipe length = 64.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 11.093(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 11.093(CFS) Normal flow depth in pipe = 12.54(In.) Flow top width inside pipe = 23.98(In.) Critical Depth = l4.34(In.) Pipe flow velocity = 6.67(Ft/s) Travel time through pipe = 0.16 min. Time of concentration (TC) = 7.82 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 26.000 to Point/Station 26.300 .... CONFLUENCE OF MINOR STREAMS .... . Along Main Stream number: 1 in nor.mal stream number 1 Stream flow area = 5.460(Ac.l Runoff from this stream = 11.093(CFS) Time of concentration = 7.82 min. Rainfall intensity = 2.699(In/Hr) q1 . +++++++++++++++++++++++++++++++++++++++++++++++++'~++++++++++++++++++++ Process from Point/Station 26.100 to Point/Station 26.200 **** INITIAL AREA EVALUATION **** Initial area flow distance = 160.000(Ft.) Top (of initial area) elevation = 3S.700(Ft.) Bottom (of initial area) elevation = 34.300(Ft.) Difference in elevation = 1.400(Ft.) Slope = 0.00875 s(percent) = 0.88 TC = k(0.323)*[(length^3)/(elevation change)]^11.2 Initial area time of concentration = 6.345 min. Rainfall intensity = 3.028(In/Hr) for a 10.0 year storm APARTMENT subarea type Runoff Coefficient = 0.886 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 3) = 84.40 Pervious area fraction = 0.200; Impervious fraction = 0.800 Initial subarea runoff = 1.342(CFS) Total initial stream area = O.SOO(Ac.) Pervious area fraction = 0.200 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++~.+++++ Process from Point/Station 26.200 to Point/Station 2E;.300 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = Downstream point/station elevation = Pipe length = 17.00{Ft.) Maru~ing!s N = 0.013 No. of pipes = 1 Required pipe flow = Given pipe size = 8.00(In.) Calculated individual pipe flow = 1.342(CFS) Normal flow depth in pipe = 3.12(In.) Flow top width inside pipe = 7.80(In.) Critical Depth = 6.S6(In.) Pipe flow velocity = 10.6S(Ft/s) Travel time through pipe = 0.03 min. Time of concentration (TC) = 6.37 min. 26.19(Ft.) 24.16 (Ft.) 1.342(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 26.200 to Point/Station 26.300 **** CONFLUENCE OF MINOR STREAMS **** . Along Main Stream number: 1 in normal stream number 2 Stream flow area = O.SOO(Ac.) Runoff from this stream = 1.342(CFS) Time of concentration = 6.37 min. Rainfall intensity = 3.021(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity Cf.!. . No. (CFS) (min) (In/Hr) 1 11.093 7.82 2.699 2 1.342 6.37 3.021 Largest stream flow has longer time of cancan tl:-a t:ion Qp = 11. 093 + swn of Qb Ia/Ib 1. 342 * 0.893 = 1.199 Qp = 12.292 Total of 2 streams to confluence: Flow rates before confluence point: 11.093 1.342 Area of streams before confluence: 5.460 0.500 Results of confluence: Total flow rate = l2.292(CFS) Time of concentration = 7.822 min. Effective stream area after confluence = !;. 960 (Ac.) +++++++++++++++++++++++++++++++++++++++++++++++++,~++++++++++++++++++++ Process from Point/Station 26.300 to Point/Station 37.000 **** PIPEFLOW TRAVEL TIME (User specified size) *-.** Upstream point/station elevation = 24.l6(Ft.) Downstream point/station elevation = -300.00(Ft.) Pipe length 64.00(Ft.) Manning's N = 0.01:3 No. of pipes = 1 Required pipe flow = 12.292(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 12.292 (ClIS) Normal flow depth in pipe = 2.57(In.) Flow top width inside pipe = l4.85(In.) Critical Depth- = l5.l3(In.) Pipe flow velocity = 67.90(Ft/s) Travel time through pipe = 0.02 min. Time of concentration (TCl = 7.84 min. +++++++++++++++++++++++++++++++++++++++++++++++++,+++++++++++++++~+++++ Process from Point/Station 26.300 to Point/Station 37.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 5.960(Ac.) Runoff from this stream = 12.292(CFS) Time of concentration = 7.84 min. Rainfall intensity = 2. 696 (In/Hr) Program is now starting with Main Stream No. 2 . ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++i'+++++ Process from Point/Station 27.000 to Point/Station 28.000 **** INITIAL AREA EVALUATION **** " C\C\. . Initial area flow distance = 430.000(Ft.) Top (of initial areal elevation = 34.500(Ft.l Bottom (of initial areal elevation = 31.440IFt.) Difference in elevation = 3.060(Ft.l Slope = 0.00712 s (percent) = 0.71 TC = k(0.323l*[(length^3)/(elevation change)]^O.2 Initial area time of concentration = 9.821 min.. Rainfall intensity = 2.381(In/Hr) for a 10.0 year storm APARTMENT subarea type Runoff Coefficient = 0.883 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 3) = 84.40 Pervious area fraction = 0.200; Impervious fraction = 0.800 Initial subarea runoff = 2.629(CFSl Total initial stream area = 1.250(Ac.l Pervious area fraction = 0.200 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 28.000 to Point/Station 30.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 28.44(Ft.l Downstream point/station elevation = 27.44(Ft.J Pipe length = 200.00(Ft.l Manning'S N = 0..013 No. of pipes = 1 Required pipe flow = 2.629(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 2.629(CFS) Normal flow depth in pipe = 7.39(In.l Flow top width inside pipe = l7.7l(In.l Critical Depth = 7.37(In.l Pipe flow velocity = 3.84(Ft/s) Travel time through pipe = 0.87 min. Time of concentration (TCl = 10.69 min. ++++++++++++++++++++++++++++++++++++++++++++++.~+++++++++++++++++++.+++ Process from Point/Station 28.000 to Point/Station 30.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 1.250(Ac.) Runoff from this stream = 2.629(CFSl Time of concentration = 10.69 min. Rainfall intensity = 2.273 (In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++.+++++++++++++++++.+++++ Process from Point/Station 29.100 to Point/Station 29.000 **** INITIAL AREA EVALUATION **** . Initial area flow distance = 150.000(Ft.) Top (of initial area) elevation = 33.460(Ft.) Bottom (of initial areal elevation = 32.730(Ft.l \00 . Difference in elevation = 0.730(Ft.) Slope = 0.00487 s(percent) = 0.49 TC = k(0.323)*[(length^3)/(elevation change)]^O.2 Initial area time of concentration = 6.953 min. Rainfall intensity = 2.879 (In/Hr) for a 10.0 year storm APARTMENT subarea type Runoff Coefficient = 0.886 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 RI index for sOil(AMC 3) = 84.40 Pervious area fraction = 0.200; Impervious fract:i.on = 0.800 Initial subarea runoff = 1.173(CFS) Total initial stream area = 0.460(Ac.) Pervious area fraction = 0.200 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 29.000 to Point/Station 30.000 **** PIPEFLOW TRAVEL TIME (User specified size) *..** Upstream point/station elevation = 29.73(Ft.) Downstream point/station elevation = 27.44 (Ft.:I Pipe length = 18.00(Ft.) Manning'S N = 0.013 No. of pipes = 1 Required pipe flow = 1.173(CFS) Given pipe size = 8.00(In.) Calculated individual pipe flow = 1.173(CFS) Normal flow depth in pipe = 2.85(In.l Flow top width inside pipe = 7.66(In.) Critical Depth = 6.16(In.l Pipe flow velocity = 10.5l(Ft/s) Travel time through pipe = 0.03 min. Time of concentration (TC) = 6.98 min. +++++++++++++++++++++++++++++++++++++++++++++++++.~++++++++++++++++++++ Process from POint/Station 29.000 to Point/Station 30.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in nor.mal stream number 2 Stream flow area = 0.460(Ac.) Runoff from this stream = 1.173(CFS) Time of concentration = 6.98 min. Rainfall intensity = 2.873(In/Hrl Summary of stream data: Stream No. Flow rate (CFS) TC (minl Rainfall Intensity (:(n/Hr l . 1 2 Largest Qp = 2.629 10.69 1.173 6.98 stream flow has longer 2.629 + sum of Qb Ia/Ib 1.173 * 0.791 = time of 2.273 2.873 concentJ':st:ton 0.928 lot . Qp = 3.557 Total of 2 streams to confluence: Flow rates before confluence point: 2.629 1.173 Area of streams before confluence: 1.250 0.460 Results of confluence: Total flow rate = Time of concentration Effective stream area 3.557(CFS) = 10.688 min. after confluence = 1.710(AC.) +++++++++++++++++++++++++++++++++++++++++++++++++~,++++++++++++++++++++ Process from Point/Station 30.000 to Point/Station 32.000 **** PIPEFLOW TRAVEL TIME (User specified size) w*** Upstream point/station elevation = 27.44(Ft.) Downstream point/station elevation = 27.17(Ft.l Pipe length = 53.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 3.557(CFS) Given pipe size = l8.00(In.) Calculated individual pipe flow = 3.557(CFS) Normal flow depth in pipe = 8.73(In.) Flow top width inside pipe = 17.99(In.) Critical Depth = 8.64(In.) Pipe flow velocity = 4.19(Ft/sl Travel time through pipe = 0.21 min. Time of concentration (TC) = 10.90 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from POint/Station 30.000 to Point/Station 32.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in nor.mal stream number 1 Stream flow area = 1.710(Ac.) Runoff from this stream = 3.557(CFS) Time of concentration = 10.90 min. Rainfall intensity = 2.249(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 23.100 to Point/Station 31.000 **** INITIAL AREA EVALUATION **** . Initial area flow distance = 160.000(Ft.l Top (of initial area) elevation = 35.900(Ft.) Bottom (of initial areal elevation = 34.600(Ft.) Difference in elevation = 1.300(Ft.) Slope = 0.00812 s (percent) = 0.81 TC = k(0.323l*[{length^3)/(elevation change)]^0.2 Initial area time of concentration = 6.440 min. Rainfall intensity = 3.003 (In/Hr) for a 20.0 year storm APARTMENT subarea type Runoff Coefficient = 0.886 Decimal fraction soil group A = 0.000 \O?- . Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1. 000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 3l = 84.40 Pervious area fraction = 0.200; Impervious fraction = 0.800 Ini tial subarea runoff = 2.023(CFS) Total initial stream area = 0.760 (Ac. l Pervious area fraction = 0.200 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 31.000 to point/Station 32.000 .... PIPEFLOW TRAVEL TIME (User specified size) *.,.. Upstream point/station elevation = 28.ll(Ft.l Downstream point/station elevation = 27.l7(Ft.) Pipe length = 79.00(Ft.) Manning's N = 0.0l:l No. of pipes = 1 Required pipe flow = 2.C123(CFSl Given pipe size = 8.00(In.) NOTE: Normal flow is pressure flow in user The approximate hydraulic grade line above 2.056(Ft.l at the headworks or inlet Pipe friction loss = 2.213(Ft.) Minor friction loss = 0.782(Ft.l Pipe flow velocity = 5.80(Ft/s) Travel time through pipe = 0.23 min. Time of concentration (TC) = 6.67 min. selected pipe size. the pipe invert is of t:he pipe (sl K-factor = 1.50 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 31.000 to Point/Station 32.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 0.760(Ac.l Runoff from this stream = 2.023(CFS) Time of concentration = 6.67 min. Rainfall intensity = 2. 946 (In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity O:n/Hr l 1 2 Largest Qp = 3.557 10.90 2.023 6.67 stream flow has longer time of 3.557 + swn of Qb Ia/Ib 2.023 * 0.763 = 1.544 5.101 2.249 2.946 concent1:'at.ion Qp = . Total of 2 streams to confluence: Flow rates before confluence point: 3.557 2.023 Area of streams before confluence: 1.710 0.760 \O~ . Results of confluence: Total flow rate = Time of concentration Effective stream area 5.101 (CFSl = 10.899 min. after confluence = 2 . 470 (Ac . l +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++.~++++ Process from Point/Station 32.000 to Point/Station 34.000 **** PIPEFLOW TRAVEL TIME (User specified size) ..** Upstream point/station elevation = 27.l7(Ft.) Downstream point/station elevation = 26.28(Ft,l Pipe length = l80.00(Ft.) Manning'S N = 0.013 No. of pipes = 1 Required pipe flow = 5.101(CFS) Given pipe size = l8.00(In.) Calculated individual pipe flow = 5.l0l(CFSl Normal flow depth in pipe = 10.99(In.l Flow top width inside pipe = l7.55(In.) Critical Depth = 10.42(In.) Pipe flow velocity = 4.51(Ft/s) Travel time through pipe = 0.67 min. Time of concentration (TCl = 11.56 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 32.000 to Point/Station 34.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in nor.mal stream number 1 Stream flow area = 2.470(Ac.) Runoff from this stream = 5.l0l(CFSl Time of concentration = 11.56 min. Rainfall intensity = 2.l76(In/Hr) +++++++++++++++++++++++++++++++++++++++++++++++++i'++++++++++++++++++++ Process from Point/Station 33.100 to Point/Station 33.000 **** INITIAL AREA EVALUATION **** . Initial area flow distance = 230.000(Ft.) Top (Of initial areal elevation = 35.390(Ft.) Bottom (of initial areal elevation = 33.190(Ft.) Difference in elevation = 2.200(Ft.) Slope = 0.00957 s(percent) = 0.96 TC = k(0.323)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 7.207 ndn. Rainfall intensity = 2.823 (In/Hr) for a HI.O year storm APARTMENT subarea type Runoff Coefficient = 0.886 Decimal fraction soil group A 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 3) = 84.40 Pervious area fraction = 0.200; Impervious fraction = 0.800 Initial subarea runoff = 2.325(CFS) Total initial stream area = 0.930(Ac.) \tA . Pervious area fraction = 0.200 +++++++++++++++++++++++++++++++++++++++++++++++++.t++++++++++++++++++++ Process from Point/Station 33.000 to Point/Station 34.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 30.00(Ft.l Downstream point/station elevation = 26.28(Ft.) Pipe length = 54.00(Ft.l Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 2.325(CFS) Given pipe size = 6.00(In.l NOTE: Nor.mal flow is pressure flow in user The approximate hydraulic grade line above 8.813(Ft.) at the headworks or inlet Pipe friction loss = 9.267(Ft.) Minor friction loss = 3.265(Ft.) Pipe flow velocity = 11.84(Ft/s) Travel time through pipe = 0.08 min. Time of concentration (TC) = 7.28 min. selected pipe size. the pipe invert is of t;he pipe(s) K-factor = 1.50 +++++++++++++++++++++++++++++++++++++++++++++++.+++++++++++++++++++++++ Process from Point/Station 33.000 to Point/Station 34.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in nor.mal stream number 2 Stream flow area = 0.930(Ac.l Runoff from this stream = 2.325(CFSl Time of concentration = 7.28 min. Rainfall intensity = 2.807 (In/Hrl Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 2 Largest Qp = 5.101 11.56 2.325 7.28 stream flow has longer 5.101 + sum of Qb Ia/Ib 2.325 * 0.775 = 6.903 time of 2.176 2.807 concen tr a t~.on 1. 803 Qp= . Total of 2 streams to confluence: Flow rates before confluence point: 5.101 2.325 Area of streams before confluence: 2.470 0.930 Results of confluence: Total flow rate = Time of concentration Effective stream area 6.903 (CFSl = 11.565 min. after confluence 3 . 400 (Ac . l ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ \t6 . Process from Point/Station 34.000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) *--** 36.000 Upstream point/station elevation = 26.28(Ft.) Downstream point/station elevation = 25.18(Ft.) Pipe length = 91.00(Ft.) Manning's N = 0.01~ No. of pipes = 1 Required pipe flow = 6.903 ICFSl Given pipe size = 18.00(In.l Calculated individual pipe flow = 6.903(CFSl Normal flow depth in pipe = 10.03(In.l Flow top width inside pipe = 17.88(In.) Critical Depth = l2.2l(In.l Pipe flow velocity = 6.83(Ft/s) Travel time through pipe = 0.22 min. Time of concentration (TC) = 11.79 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 34.000 to Point/Station 36.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in nor,mal stream number 1 Stream flow area = 3.400(Ac.) Runoff from this stream = 6.903(CFS) Time of concentration = 11.79 min. Rainfall intensity = 2. 154 (In/Hrl ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 35.100 to Point/Station .*.* INITIAL AREA EVALUATION **** 35.000 Initial area flow distance = 80.000(Ft.) Top (of initial area) elevation = 33.7l0(Ft.) Bottom (of initial areal elevation = 29.500(Ft.) Difference in elevation = 4.210(Ft.l Slope = 0.05263 s(percent) = 5.26 TC = k(0.323)*[(length^3)/(elevation changel]^0.2 Warning: TC computed to be less than 5 min.; program is assuming the time of concentration is 5 minutes. Initial area time of concentration = 5.000 min. Rainfall intensity = 3.452 (In/Hr) for a 10.0 year storm APARTMENT subarea type Runoff Coefficient = 0.888 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 3l = 84.40 Pervious area fraction = 0.200; Impervious fracti.on = 0.800 Initial subarea runoff = 2.88l(CFS) Total initial stream area = 0.940(Ac.) Pervious area fraction = 0.200 . ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 35.000 to Point/Station 36.000 \0(;. . **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 26.50(Ft.l Downstream point/station elevation = 25.l8(Ft.) Pipe length = 54.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 2.B81(CFS) Given pipe size = 6.00(In.l NOTE: Nor.mal flow is pressure flow in user The approximate hydraulic grade line above l7.929(Ft.) at the headworks or inlet Pipe friction loss = 14.233(Ft.) Minor friction loss = 5.015(Ft.) Pipe flow velocity = 14.67(Ft/s) Travel time through pipe = 0.06 min. Time of concentration (TC) = 5.06 min. selected pipe size. the pipe invert is of t:he pipe(s) K-factor = 1.50 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 35.000 to Point/Station 36.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream n\mWsr 2 Stream flow area = 0.940(Ac.) Runoff from this stream = 2.881(CFS) Time of concentration = 5.06 min. Rainfall intensity = 3.429(In/Hrl Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hrl 1 2 Largest Qp = 6.903 11.79 2.881 5.06 stream flow has longer 6.903 + sum of Qb Ia/Ib 2.881 * 0.628 = 8.713 time of 2.154 3.429 concentrat:lon 1. 810 Qp = Total of 2 streams to confluence: Flow rates before confluence point: 6.903 2.881 Area of streams before confluence: 3.400 0.940 Results of confluence: Total flow rate = Time of concentration Effective stream area 8.713 (CFS) = 11.787 min. after confluence = 4.340 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 36.000 to Point/Station 37.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** . Upstream point/station elevation = Downstream point/station elevation = 25.18(Ft.l 24.50(Ft.) \01. . Pipe length = 98.00(Ft.l Manning'S N = 0.013 No. of pipes = 1 Required pipe flow = 8.713(CFS) Given pipe size = l8.00(In.) Calculated individual pipe flow = 8.7l3(CFS) Normal flow depth in pipe = 14.67(In.) Flow top width inside pipe = 13.98(In.) Critical Depth = l3.71(In.l Pipe flow velocity = 5.64(Ft/s) Travel time through pipe = 0.29 min. Time of concentration (TC) = 12.08 min. ++++++++++++++++++++++++++++++++++++++++++++++~,+++++++++++++++++++++++ Process from Point/Station 36.000 to Point/Station 37.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 4.340(Ac.) Runoff from this stream = 8.713(CFS) Time of concentration = 12.08 min. Rainfall intensity = 2.125(In/Hr) Swnmary of stream data: Stream No. Flow rate (CFSl TC (minl Rainfall Inl:ensity (J:nfHr) 1 12.292 7.84 2 8.713 12.08 Largest stream flow has longer Qp = 12.292 + sum of Qa Tb/Ta 8.713 * 0.649 = Qp = 17.947 2.696 2.125 or shorter time of concentration 5.655 Total of 2 main streams to confluence: Flow rates before confluence point: 12.292 8.713 Area of streams before confluence: 5.960 4.340 Results of confluence: Total flow rate = l7.947(CFS) Time of concentration = 7.838 min. Effective stream area after confluence = 10.300(Ac.l ++++++++++++++++++++++++++++++++++++++++++++++~++~.++++++++++++++++++++ Process from Point/Station 37.000 to Point/Station 40.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** . Upstream point/station elevation = 24.50(Ft.) Downstream point/station elevation = 24.20(F't.) Pipe length = 60.00(Ft.) Manning'S N = 0.013 No. of pipes = 1 Required pipe flow = l7.S47(CFS) \Ocg . Given pipe size = 24.00(In.1 NOTE: Normal flow is pressure flow in user The approximate hydraulic grade line above 0.838(Ft.l at the headworks or inlet Pipe friction loss = 0.378(Ft.) Minor friction loss = 0.760(Ft.) Pipe flow velocity = 5.71(Ft/sl Travel time through pipe = 0.18 min. Time of concentration (TCl = 8.01 min. selected pipe size. the pipe invert is of the pipe (s) K-factor = 1.50 ++++++++++++++++++++++++++++++++++++++++++++++i'+++++++++++++++++++++++ Process from Point/Station 37.000 to Point/Station 40.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream numb<:r 1 Stream flow area = 10.300(Ac.l Runoff from this stream = 17.947(CFS) Time of concentration = 8.01 min. Rainfall intensity = 2.663 (In/Hrl +++++++++++++++++++++++++++++++++++++++++++++++,+++++++++++++++++++++++ Process from Point/Station 39.100 to POi".t/Station 39.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 48.000(Ft.) Top (of initial area) elevation = 32.300(Ft.) Bottom (of initial area) elevation = 3l.320(Ft.) Difference in elevation = 0.980(Ft.) Slope = 0.02042 s (percent) = 2.04 TC = k(0.323)*[(length^3)/(elevation change)]^0..2 Warning: TC computed to be less than 5 min.; pz'og:J:7am is assuming the time of concentration is 5 minutes. Initial area time of concentration = 5.000 min. Rainfall intensity = 3.452(In/Hrl for a :LO.O year storm APAR'l'MENT subarea type Runoff Coefficient = 0.888 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Dec~al fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 3) = 84.40 Pervious area fraction = 0.200; Impervious fraction = 0.800 Initial subarea runoff = 1.287(CFS) Total initial stream area = 0.420(Ac.) Pervious area fraction = 0.200 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 39.000 to Poin.t/Station 40.000 **** PIPEFLOW TRAVEL TIME (User specified sizel ~.** . Upstream point/station elevation = 28.32(Ft.) Downstream point/station elevation = 24.20(Ft.) Pipe length = 17.07(Ft.) Manning'S N = 0.O:L3 No. of pipes = 1 Required pipe flow = 1.2871CFSl \0\ . Given pipe size = 6.00(In.} Calculated individual pipe flow = 1.287(CFSl Normal flow depth in pipe = 2.88(In.) Flow top width inside pipe = 6.00(In.l Critical depth could not be calculated. Pipe flow velocity = 13.80(Ft/sl Travel time through pipe = 0.02 min. Time of concentration (TCl = 5.02 min. +++++++++++++++++++++++++++++++++++++++++++++++++"r++++++++++++++++++++ Process from Point/Station 39.000 to Point/Station 40.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.420(Ac.) Runoff from this stream = 1.287(CFSl Time of concentration = 5.02 min. Rainfall intensity = 3.444(In/Hrl Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) O:n/Hr) 1 17.947 8.01 2.663 2 1.287 5.02 3.444 Largest stream flow has longer time of concentI:ation Qp = 17.947 + sum of Qb Ia/Ib 1.287 * 0.773 = 0.995 Qp = 18.943 Total of 2 streams to confluence: Flow rates before confluence point: 17.947 1.287 Area of streams before confluence: 10.300 0.420 Results of confluence: Total flow rate = 18.943(CFS) Time of concentration = 8.013 min. Effective stream area after confluence = lO.720(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++~+++++++++++++++++++++++ Process from Point/Station 40.000 to Point/Station 42.000 **** PIPEFLOW TRAVEL TIME (User specified size) ....** . Upstream point/station elevation = 24.20(Ft.) Downstream point/station elevation = 23.59 (F't.) Pipe length = 12l.50(Ft.) Manning'S N = 0.01> No. of pipes = 1 Required pipe flow = l8.9431CFSl Given pipe size = 24.00(In.) NOTE: Normal flow is pressure flow in user selected pipe size. The approximate hydraulic grade line above the pipe invert is 1.088(Ft.l at the headworks or inlet of the pipe(s) Pipe friction loss = 0.852(Ft.) \\0 . Minor friction loss = 0.847(Ft.l K-facto" = 1.50 Critical depth could not be calculated. Pipe flow velocity = 6.03(Ft/s) Travel time through pipe = 0.34 min. Time of concentration (TCl = 8.35 min. +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++.~++++ Process from Point/Station 40.000 to Point/Station 42.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 10.720(Ac.l Runoff from this stream = l8.943(CFS) Time of concentration = 8.35 min. Rainfall intensity = 2. 604 (In/Hrl ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 41.100 to Point/Station 41.000 **** INITIAL AREA EVALUATION **.* Initial area flow distance = 100.000(Ft.) Top (of initial area) elevation = 30.490(Ft.) Bottom (of initial area) elevation = 29.980(Ft.l Difference in elevation = 0.5l0(Ft.) Slope = 0.00510 s(percent) = 0.51 TC = k(0.323)*[(length^3l/(elevation change)]^0.2 Initial area time of concentration = 5.857 min. Rainfall intensity = 3.164(In/Hr) for a 10.0 year storm APARTMENT subarea type Runoff Coefficient = 0.887 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 3) = 84.40 Pervious area fraction = 0.200; Impervious fraction = 0.800 Initial subarea runoff = 2.554(CFS) Total initial stream area = 0.910(Ac.l Pervious area fraction = 0.200 +++++++++++++++++++++++++++++++++++++++++++++++++.t++++++++++++++++++++ Process from Point/Station 41.000 to Point/Station 42.000 **** PIPEFLOW TRAVEL TIME (User specified size} .'11'** Upstream point/station elevation = 28.l4(Ft.) Downs tream poin t/ s ta tion elevation = 23 . 59 (lit . I Pipe length = 183.00 (Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 2. !i54 (CFS) Given pipe size = 8.00(In.) NOTE: Normal flow is pressure flow in user The approximate hydraulic grade line above 4.868(Ft.l at the headworks or inlet Pipe friction loss = 8.l7l(Ft.) Minor friction loss = 1.247(Ft.l selected pipe size. the pipe invert is of the pipe(sl . K-factor = 1.50 \\\ . Critical depth could not Pipe flow velocity = Travel time through pipe = Time of concentration (TCl = be calculated. 7.32(Ft/s) 0.42 min. 6.27 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 41.000 to Point/Station 4:!.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.910(Ac.l Runoff from this stream = 2.554(CFSl Time of concentration = 6.27 min. Rainfall intensity = 3.047 (In/Hr) Summary of stream data: Stream No. Flow rate (CFSl TC (min) Rainfall Intensity (In/Hr) 1 2 Largest Qp= 18.943 8.35 2.554 6.27 stream flow has longer time of 18.943 + swn of Qb Ia/Ib 2.554 * 0.855 = 2.183 21.125 2.604 3.047 concentration Qp= Total of 2 streams to confluence: Flow rates before confluence point: 18.943 2.554 Area of streams before confluence: 10.720 0.910 Results of confluence: Total flow rate = 2l.l25(CFS) Time of concentration = 8.349 min. Effective stream area after confluence = 11.630 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 42.000 to Poil1t/Station 4~.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** . Upstream point/station elevation = 23.59(Ft.) Downstream point/station elevation = 21. 64 (Ft. ) Pipe length = 196.00(Ft.) Manning'S N = 0.013 No. of pipes = 1 Required pipe flow = 21.125 (CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 21.125(CFS) Normal flow depth in pipe = l8.42(In.) Flow top width inside pipe = 20.27(In.) Critical Depth = 19.74(In.) Pipe flow velocity = 8.l6(Ft/e) Travel time through pipe = 0.40 min. T~e of concentration (TC) = 8.75 min. \\1/ . +++++++++++++++++++++++++++++++++++++++++++++++++,~++++++++++++++++++++ Process from Point/Station 42.000 to Point/Station 44.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in nor.mal stream n\unber 1 Stream flow area = 11.630(Ac.) Runoff from this stream = 21.125(CFS) Time of concentration = 8.75 min. Rainfall intensity = 2.537(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 43.100 to Point/Station 43.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 65.000(Ft.) Top (of initial area) elevation = 3l.290(Ft.l Bottom (of initial area) elevation = 30.060(Ft.) Difference in elevation = 1.230(Ft.l Slope = 0.01892 s(percent)= 1.89 TC = k(0.323}*[(length^3)/(elevation change}]^(J.2 Warning: TC computed to be less than 5 min.; program is assuming the time of concentration is 5 minutes. Initial area time of concentration = 5.000 min. Rainfall intensity = 3.452 (In/Hrl for a 10.0 year storm APARTMENT subarea type Runoff Coefficient = 0.888 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C 1.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 3) = 84.40 Pervious area fraction = 0.200; Impervious frcLct:Lon = 0.800 Initial subarea runoff = 1.318(CFS) Total initial stream area = 0.430(Ac.) Pervious area fraction = 0.200 ++++++++++++++++++++++++++++++++++++++++++++++~.+++++++++++++++++++++++ Process from Point/Station 43.000 to Point/Station 44.000 **** PIPEFLOW TRAVEL TIME (User specified size) ..** . Upstream point/station elevation = 27.06(Ft.) Downstream point/station elevation = 2l.64(Ft.) Pipe length = 83.00(Ft.l Manning'S N = 0.013 No. of pipes = 1 Required pipe flow = 1.,,18 (CFS) Given pipe size = 6.00(In.) Calculated individual pipe flow = 1.318(CFS) Normal flow depth in pipe = 4.54(In.) Flow top width inside pipe = 5.15(In.) Critical depth could not be calculated. Pipe flow velocity = 8.29(Ft/sl Travel time through pipe 0.17 min. Time of concentration (TC) = 5.17 min. \\'7 . ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 43.000 to Point/Station 44.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in nor.mal stream number 2 Stream flow area = 0.430(Ac.l Runoff from this stream = 1.3l8(CFS) Time of concentration = 5.17 min. Rainfall intensity = 3. 390 (In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (minl Rainfall Intensity (In/Ilr) 1 2 Largest Qp = 21.125 8.75 1.318 5.17 stream flow has longer 21.125 + swn of Qb Ia/Ib 1.318 * 0.749 = 22.112 2.537 3.390 time of concentz'at~.on 0.987 Qp = Total of 2 streams to confluence: Flow rates before confluence point: 21.125 1.318 Area of streams before confluence: 11.630 0.430 Results of confluence: Total flow rate = 22.112(CFSl Time of concentration = 8.749 min. Effective stream area after confluence = 1,i.01;0(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 44.000 to Point/Station 47.000 **** PIPEFLOW TRAVEL TIME (User specified size) *+** Upstream point/station elevation = 21.64(Ft.l Downstream point/station elevation = 20.04 (lIt. 1 Pipe length = 2l8.00(Ft.l Manning'S N = 0.013 No. of pipes = 1 Required pipe flow = 22.:Ll2 (CFS) Given pipe size = 36.00(In.l Calculated individual pipe flow = 22.112(CFSl Normal flow depth in pipe = 15.54(In.) Flow top width inside pipe = 35.66(In.) Critical Depth = 18.14(In.l Pipe flow velocity = 7.57(Ft/s) Travel time through pipe = 0.48 min. Time of concentration (TCl = 9.23 min. . ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++~.+++++ Process from Point/Station 44.000 to Point/Station 47.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in nor.mal stream number 1 \\A. . Stream flow area = l2.060(Ac.l Runoff from this stream = 22.ll2(CFS) Time of concentration = 9.23 min. Rainfall intensity = 2.464 (In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++i+++++++++++++++++++++++ Process from Point/Station 41.100 to Point/Station 45.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 250.000(Ft.) Top (of initial areal elevation = 30.490(Ft.l Bottom (of initial area) elevation = 28.020(Ft,) Difference in elevation = 2.470(Ft.) Slope = 0.00988 s (percent) = 0.99 TC = k(0.323)*[(length^3)/(elevation change)]^O.2 Initial area time of concentration = 7.403 min. Rainfall intensity = 2.782(In/Hr) for a 10.0 year storm APARTMENT subarea type Runoff Coefficient = 0.885 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 3l = 84.40 Pervious area fraction = 0.200; Impervious fraction = 0.800 Initial subarea runoff = 1.55l(CFS) Total initial stream area = 0.630(Ac.) Pervious area fraction = 0.200 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 45.000 to Poillt/Station 46.000 **** PIPEFLOW TRAVEL TIME (User specified size) *~r** Upstream point/station elevation = 25.02(Ft.l Downstream point/station elevation = 21. 80 (F't. l Pipe length = l22.65(Ft.) Manning's N = 0.01:1 No. of pipes = 1 Required pipe flow = 1.S51(CFS) Given pipe size = 12.0Q(In.) Calculated individual pipe flow = 1.551(CFS) Normal flow depth in pipe = 4.25(In.) Flow top width inside pipe = 11.48(In.) Critical Depth = 6.35(In.) Pipe flow velocity = 6.23(Ft/s) Travel time through pipe = 0.33 min. Time of concentration (TC) = 7.73 min. ++++++++++++++++++++++++++++++++++++++++++++++i.+++++++++++++++++++++++ Process from Point/Station 46.000 to Point/Station 47.000 **** PIPEFLOW TRAVEL TIME (User specified size) *',** . Upstream point/station elevation = 21.80(Ft.l Downstream point/station elevation = 20.04(F't.l Pipe length = 9.00(Ft.) Manning'S N = 0.013 No. of pipes = 1 Required pipe flow = 1.551(CFS) \\"5 . Given pipe size = 18.00(In.l Calculated individual pipe flow = 1.551 (CI'S) Normal flow depth in pipe = 2.25(In.) Flow top width inside pipe = 11.91(In.) Critical Depth = 5.61(In.l Pipe flow velocity = 12.14(Ft/sl Travel time through pipe = 0.01 min. Time of concentration (TCl = 7.74 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 46.000 to Point/Station 47.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.630(Ac.) Runoff from this stream = 1.55l(CFS) Time of concentration = 7.74 min. Rainfall intensity = 2.714(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 2 Largest Qp = 22.112 9.23 1.551 7.74 stream flow has longer 22.112 + sum of Qb Ia/Ib 1.551 * 0.908 = 23.521 time of 2.464 2.714 concentration 1.409 Qp = Total of 2 streams to confluence: Flow rates before confluence point: 22.112 1.551 Area of streams before confluence: 12.060 0.630 Results of confluence: Total flow rate = 23.521(CFS) Time of concentration = 9.229 min. Effective stream area after confluence = 12.690(Ac.) +++++++++++++++++++++++++++++++++++++++++++++++~.++++++++++++++++++++++ Process from Point/Station 47.000 to Point/Station 57.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** . Upstream point/station elevation = 20.04(Ft.l Downstream point/station elevation = 19.28(Ft.) Pipe length = 234.00(Ft.) Manning'S N = 0.013 No. of pipes = 1 Required pipe flow = 23.521(CFSl Given pipe size = 36.00(In.) Calculated individual pipe flow = 23.52l(CFS) Normal flow depth in pipe = 20.48(In.) Flow top width inside pipe = 35.66(In.) Critical Depth = 18.76(In.) \\(p . Pipe flow velocity = Travel time through pipe = Time of concentration (TC) = 5.66(Ft/s) 0.69 min. 9.92 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++4,+++++ Process from Point/Station 47.000 to Point/Station 57.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 12.690(Ac.) Runoff from this stream = 23.52l(CFS) Time of concentration = 9.92 min. Rainfall intensity = 2.368(In/Hrl Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++i'+++++ Process from Point/Station 48.100 to point/Station 48.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 310.000(Ft.l Top (of initial area) elevation = 29.340(Ft.) Bottom (of initial areal elevation = 28.060(Ft.l Difference in elevation = 1.280(Ft.) Slope = 0.00413 s(percent)= 0.41 TC = k(0.300)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 8.923 Jnin. Rainfall intensity = 2.510 (In/Hr) for a 10.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.892 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 3) = 84.40 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 3.829(CFS) Total initial stream area = 1.710(Ac.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++~+++++ Process from Point/Station 48.000 to Point/Station 50.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** . Upstream point/station elevation = 25.06(Ft.) Downstream point/station elevation = 23.08(Ft.) Pipe length = 177.00(Ft.) Manning'S N = 0.013 No. of pipes = 1 Required pipe flow = 3.829(CFS) Given pipe size = 18.00(In.l Calculated individual pipe flow = 3.829(CFS) Normal flow depth in pipe = 7.29(In.) Flow top width inside pipe = l7.67(In.) Critical Depth = 8.98(In.) Pipe flow velocity = 5.7l(Ft/s) ~ . Travel time through pipe = Time of concentration (TCl = 0.52 min. 9.44 min. +++++++++++++++++++++++++++++++++++++++++++++++++,+++++++++++++++++++++ Process from Point/Station 48.000 to Poillt/.station 50.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 1.710(Ac.) Runoff from this stream = 3.829(CFS) Time of concentration = 9.44 min. Rainfall intensity = 2.434(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 49.100 to Point/Station 49.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 520.000(Ft.) Top (of initial areal elevation = 32.990(Ft.l Bottom (of initial area) elevation = 29.320(Ft.) Difference in elevation = 3.670(Ft.) Slope = 0.00706 s (percent) = 0.71 TC = k(0.300l*[(lengthA3)/(elevation change)]AI).2 Initial area time of concentration = 9.858 min. Rainfall intensity = 2.376(In/Hr) for a 10.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.892 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D 0.000 RI index for soil(AMC 3l = 84.40 Pervious area fraction = 0.100; Impervious fract:ion = 0.900 Initial subarea runoff = 3.432(CFS) Total initial stream area = 1.620(Ac.l Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 49.000 to Point/Station 50.000 **** PIPEFLOW TRAVEL TIME (User specified size) *-.** . Upstream point/station elevation = 26.00(Ft.) Downstream point/station elevation = 23.08 (J1t.) Pipe length = 40.60 (Ft.) Manning's N = 0.01.3 No. of pipes = 1 Required pipe flow = 3.432(CFS) Given pipe size = 12.00(In.l Calculated individual pipe flow = 3.432 (ClIS) Normal flow depth in pipe = 4.97(In.) Flow top width inside pipe = 11.82(In.) Critical Depth = 9.5l(In.) Pipe flow velocity = 11.16(Ft/sl Travel time through pipe = 0.06 min. Time of concentration (Te) = 9.92 min. \\<<6 . ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++i'+++++ Process from Point/Station 49.000 to Point/Station 50.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in nor.mal stream number 2 Stream flow area = 1.620(Ac.) Runoff from this stream = 3.432(CFS) Time of concentration = 9.92 min. Rainfall intensity = 2.368(In/Hrl Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (:[n/Hr) 1 2 Largest Qp = Qp = 3.829 9.44 3.432 9.92 stream flow has longer 3.829 + sum of Qa Tb/Ta 3.432 * 0.952 = 7.095 2.434 2.368 or shorter time of concentration 3.266 Total of 2 streams to confluence: Flow rates before confluence point: 3.829 3.432 Area of streams before confluence: 1. 710 1. 620 Results of confluence: Total flow rate = Time of concentration Effective stream area 7.095(CFSl = 9.440 min. after confluence = :l.330(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 50.000 to Point/Station 52.000 **** PIPEFLOW TRAVEL TIME (User specified size) *'Ir** Upstream point/station elevation = 23.08(Ft.) Downstream point/station elevation = 23.00 (lit. ) Pipe length = 30.09(Ft.l Manning's N = 0.01.3 No. of pipes = 1 Required pipe flow = 7.1l95(CFS) Given pipe size = l8.00(In.) NOTE: Nor.mal flow is pressure flow in user The approximate hydraulic grade line above 0.433(Ft.) at the headworks or inlet Pipe friction loss = 0.137(Ft.) Minor friction loss = 0.375(Ft.) Pipe flow velocity = 4.0l(Ft/s) Travel time through pipe = 0.12 min. Time of concentration (TCl = 9.56 min. selected pipe size. the pipe invert is of the pipe(s) K-factor = 1.50 . ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 50.000 to Point/Station 52.000 **** CONFLUENCE OF MINOR STREAMS **** \\'\ . Along Main Stream number: 2 in nor.mal stream number 1 Stream flow area = 3.330(Ac.) Runoff from this stream = 7.095(CFS) Time of concentration = 9.56 min. Rainfall intensity = 2.416(In/Hrl ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 51.100 to Point/Station 51. 000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 270.000(Ft.) Top (of initial areal elevation = 3l.420(Ft.) Bottom (of initial area) elevation = 30.040(Ft.) Difference in elevation = 1.380(Ft.) Slope = 0.00511 s(percent) = 0.51 TC = k(0.300)*[(length^3)/(elevation changel]^CI.2 Initial area time of concentration = 8.090 min. Rainfall intensity = 2.649(In/Hr) for a 10.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.892 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 3} = 84.40 Pervious area fraction = 0.100; Impervious fract:lon = 0.900 Initial subarea runoff = l.253(CFS) Total initial stream area = 0.530(Ac.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++~.+++++++++++++++++++++++ Process from Point/Station 51.000 to Point/Station 52.000 **** PIPEFLOW TRAVEL TIME (User specified size) *"** Upstream point/station elevation = 26.00(Ft.) Downstream point/station elevation = 23.57(Ft.) Pipe length = 46.76(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 1.253 (CFS) Given pipe size = 8.00(In.l Calculated individual pipe flow = 1.253(CFSl Normal flow depth in pipe = 3.79(In.) Flow top width inside pipe = 7.99(In.l Critical Depth = 6.36(In.) Pipe flow velocity = 7.70(Ft/s) Travel time through pipe = 0.10 min. Time of concentration (TC) = 8.19 min. ++++++++++++++++++++++++++++++++++++++++++++++~.+++++++++++++++++++++++ Process from Point/Station 51.000 to Point/Station 52.000 **** CONFLUENCE OF MINOR STREAMS **** . Along Main Stream number: 2 in normal stream number 2 Stream flow area = 0.530(Ac.) \'1P . Runoff from this stream = Time of concentration = Rainfall intensity = Summary of stream data: 1. 253 (CFS) 8.19 min. 2.631 (In/Hr) Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 7.095 9.56 2.416 2 1. 253 8.19 2.631 Largest stream flow has longer time of concentration Qp = 7.095 + sum of Qb Ia/Ib 1.253 * 0.918 = 1.150 Qp = 8.245 Total of 2 streams to confluence: Flow rates before confluence point: 7.095 1.253 Area of streams before confluence: 3.330 0.530 Results of confluence: Total flow rate = Time of concentration Effective stream area 8.245(CFS) = 9.565 min. after confluence = :l.860(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++i'+++++ Process from Point/Station 52.000 to Point/Station 54.000 .*.* PIPEFLOW TRAVEL TIME (User specified size) *'Ir** Upstream point/station elevation = 23.57(Ft.) Downstream point/station elevation = 22.63(Ft.1 Pipe length = 94.00(Ft.) Manning's N = 0.01:3 No. of pipes = 1 Required pipe flow = 8.:l45(CFS) Given pipe size = l8.00(In.) Calculated individual pipe flow = 8.245(CFS) Normal flow depth in pipe = l2.01(In.) Flow top width inside pipe = 16.96(In.) Critical Depth = l3.35(In.) Pipe flow velocity = 6.58(Ft/s) Travel time through pipe = 0.24 min. Time of concentration (TC) = 9.80 min. ++++++++++++++++++++++++++++++++++++++++++++++~++.t++++++++++++++++++++ Process from Point/Station 52.000 to Point/Station 54.000 **** CONFLUENCE OF MINOR STREAMS **** . Along Main Stream number: 2 in normal stream n\~er 1 Stream flow area = 3.860(Ac.) Runoff from this stream = 8.245(CFS) Time of concentration 9.80 min. Rainfall intensity = 2.384(In/Hr) \'z..\ . ++++++++++++++++++++++++++++++++++++++++++++++~+++++++++++++++++++++++ Process from Point/Station 53.100 to poi~t/Station 53.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 370.000(Ft.) Top (Of initial area) elevation = 28.970(Ft.l Bottom (of initial area) elevation = 27.000IFt..) Difference in elevation = 1.970(Ft.l Slope = 0.00532 s (percent) = 0.53 TC = k(0.323)*[(length^3)/(elevation change)]^O.2 Initial area time of concentration = 9.800 min.. Rainfall intensity = 2.384(In/Hr) for a 10.0 year storm APARTMENT subarea type Runoff Coefficient = 0.883 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 3) = 84.40 Pervious area fraction = 0.200; Impervious frcLct:lon = 0.800 Initial subarea runoff = 2.084(CFS) Total initial stream area = 0.990(Ac.l Pervious area fraction = 0.200 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++~+++++ Process from Point/Station 53.000 to Point/Station 54.000 **** PIPEFLOW TRAVEL TIME (User specified size) u** Upstream point/station elevation = 23.l9(Ft.l Downstream point/station elevation = 22.63 O't.) Pipe length = 56.44(Ft.) Manning'S N = O.OB No. of pipes = 1 Required pipe flow = 2.084(CFS) Given pipe size = l2.00(In.l Calculated individual pipe flow = 2.084 (CIIS) Normal flow depth in pipe = 6.6l(In.) Flow top width inside pipe = 11.94(In.l Critical Depth = 7.40(In.) Pipe flow velocity = 4.70(Ft/sl Travel time through pipe = 0.20 min. Time of concentration (Te) = 10.00 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 53.000 to Point/Station 54.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 0.990(Ac.) Runoff from this stream = 2.084(CFS) Time of concentration = 10.00 min. Rainfall intensity = 2.358(In/Hrl Summary of stream data: . Stream No. Flow rate (CFSl TC (minl Rainfall Intensity (In/Hr l \'/,1..- . Qp = 8.245 9.80 2.084 10.00 stream flow has longer 8.245 + sum of Qa Tb/Ta 2.084 * 0.980 = 10.288 2.384 2.358 or shorter time of concentration 1 2 Largest Qp = 2.043 Total of 2 streams to confluence: Flow rates before confluence point: 8.245 2.084 Area of streams before confluence: 3.860 0.990 Results of confluence: Total flow rate = 10.288(CFS) Time of concentration = 9.803 min. Effective stream area after confluence = 4.8.50(AC.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 54.000 to Point/Station 56.000 **** PIPEFLOW TRAVEL TIME (User specified size) *..** Upstream point/station elevation = 22.63(Ft.l Downstream .point/station elevation = 21.51 (lIt. ) Pipe length = 111.42(Ft.) Manning's N = 0.01.3 No. of pipes = 1 Required pipe flow = 10.288(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 10.288(CFS) Normal flow depth in pipe = l4.39(In.l Flow top width inside pipe = 14.41(In.) Critical Depth = l4.8l(In.l Pipe flow velocity = 6.79(Ft/s) Travel time through pipe = 0.27 min. Time of concentration (TC) = 10.08 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 54.000 to Point/Station 56.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in nor.mal stream number 1 Stream flow area = 4.850(Ac.l Runoff from this stream = 10.288(CFS) Time of concentration = 10.08 min. Rainfall intensity = 2.348 (In/Hr) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++,+++++ Process from Point/Station 55.100 to Point/Station 55.000 **** INITIAL AREA EVALUATION **** . Initial area flow distance = l40.000(Ft.) Top (of initial area) elevation = 29.910(Ft.) Bottom (of initial area) elevation = 26.660(Ft.l Difference in elevation = 3.250(Ft.l \'2-7 . Slope = 0.02321 s(percent)= TC = k(0.323)*[(length^3)/(elevation Warning: TC computed to be less than time of concentration is 5 minutes. Initial area time of concentration = 5.000 min. Rainfall intensity = 3.452(In/Hrl for a 10.0 year storm APARTMENT subarea type Runoff Coefficient = 0.888 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 3l = 84.40 Pervious area fraction = 0.200; Impervious fract:Lon = 0.800 Initial subarea runoff = 0.736(CFS) Total initial stream area = 0.240(Ac.) Pervious area fraction = 0.200 2.32 changel]^O.2 5 min.; pJ:"ogram is asswning the +++++++++++++++++++++++++++++++++++++++++++++++++,~++++++++++++++++++++ Process from Point/Station 55.000 to Point/Station 56.000 **** PIPEFLOW TRAVEL TIME (User specified size) *..** Upstream point/station elevation = 23.66(Ft.) Downstream point/station elevation = 21.51 (I1t.) Pipe length = 57.00(Ft.l Manning'S N = 0.01.3 No. of pipes = 1 Required pipe flow = 0.736(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 0.736 (CIIS) Normal flow depth in pipe = 2.64(In.l Flow top width inside pipe = 9.94(In.) Critical Depth = 4.29(In.) Pipe flow velocity = 5.73(Ft/sl Travel time through pipe = 0.17 min. Time of concentration (TC) = 5.17 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 55.000 to Point/,Station 56.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 0.240(Ac.) Runoff from this stream = 0.736(CFS) Time of concentration = 5.17 min. Rainfall intensity = 3.390(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (:Cn/Hr) . 1 2 Largest Qp = 10.288 10.08 0.736 5.17 stream flow has longer 10.288 + sum of Qb Ia/Ib time of 2.348 3.390 concentration \?J\ . Qp = 0.736 * 10.798 0.692 = 0.509 Total of 2 streams to confluence: Flow rates before confluence point: 10.288 0.736 Area of streams before confluence: 4.850 0.240 Results of confluence: Total flow rate = 10.798(CFS) Time of concentration = 10.076 min. Effective stream area after confluence = 5.090(Ac.l ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 56.000 to Point/Station 57.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 21.51(Ft.l Downstream point/station elevation = 19.28(Ft.) Pipe length = 33.0l(Ft.) Manning'S N = 0.013 No. of pipes = 1 Required pipe flow = 10.798(CFS) Given pipe size = l8.00(In.) Calculated individual pipe flow = 10.798(CFSl Normal flow depth in pipe = 7.86(In.l Flow top width inside pipe = 17.86(In.l Critical Depth = 15.l2(In.) Pipe flow velocity = l4.54(Ft/s) Travel time through pipe = 0.04 min. Time of concentration (TC) = 10.11 min. +++++++++++++++++++++++++++++++++++++++++++++++i'++++++++++++++++++++++ Process from Point/Station 56.000 to Point/Station 57.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 5.090(Ac.l Runoff from this stream = 10.798(CFS) Time of concentration ~ 10.11 min. Rainfall intensity = 2.343 (In/Hrl Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hrl 1 2 Largest Qp= 23.521 9.92 10.798 10.11 stream flow has longer 23.521 + sum of Qa Tb/Ta 10.798 * 0.981 = 34.109 2.368 2.343 or shorter time of concentration 10.588 . Qp = Total of 2 main streams to confluence: ~ . Flow rates before confluence point: 23.521 10.798 Area of streams before confluence: 12.690 5.090 Results of confluence: Total flow rate = 34.l09(CFSl Time of concentration = 9.918 min. Effective stream area after confluence = J.7.780(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++~,+++++++++++++++++++++++ Process from Point/Station 57.000 to Point/Station 59.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 19.28(Ft.l Downstream point/station elevation = 17.0l(Ft.l Pipe length = 262.28(Ft.l Manning's N = 0.01:1 No. of pipes = 1 Required pipe flow = 34 .l.09 (CFSl Given pipe size = 36.00(In.) Calculated individual pipe flow = 34.109(CFS) Normal flow depth in pipe = 19.05(In.l Flow top width inside pipe = 35.94(In.) Critical Depth = 22.75(In.l Pipe flow velocity = 8.99(Ft/sl Travel time through pipe = 0.49 min. Time of concentration (TCl = 10.40 min. ++++++++++++++++++++++++++++++++++++++++++++++~.+++++++++++++++++++++++ Process from Point/Station 57.000 to Point/Station 59.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 17.780(Ac.) Runoff from this stream = 34.109(CFSl Time of concentration = 10.40 min. Rainfall intensity = 2.307 (In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 58.100 to Point/Station 58.000 **** INITIAL AREA EVALUATION **** . Initial area flow distance = 220.000(Ft.) Top (of initial area) elevation = 27.000(Ft,) Bottom (of initial areal elevation = 20.500(Ft.l Difference in elevation = 6.500(Ft.) Slope = 0.02955 s(percent) = 2.95 TC = k(0.323l*[(length^3)/(elevation change)]^O.2 Initial area time of concentration = 5.650 min. Rainfall intensity = 3.227 (In/Hr) for all). 0 year storm APARTMENT subarea type Runoff Coefficient = 0.887 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 \1.>> . Decimal fraction soil group C = 1. 000 Decimal fraction soil group D = 0.000 RI index for soil (AMC 3 l = 84.40 Pervious area fraction = 0.200; Impervious frcLc tion = 0.800 Ini tial subarea runoff = 1.403(CFS) Total initial stream area = 0.490 (Ac.) Pervious area fraction = 0.200 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 58.000 to Point/Station 59.000 **** PIPEFLOW TRAVEL TIME (User specified size) u** Upstream point/station elevation = 17.50(Ft.) Downstream point/station elevation = l7.0l(Ft.} Pipe length = 5.00(Ft.) Manning's N = 0,01:1 No. of pipes = 1 Required pipe flow = 1.~03(CFS) Given pipe size = 6.00(In.) Calculated individual pipe flow = 1.403(CFS) Normal flow depth in pipe = 4.05(In.) Flow top width inside pipe = 5.62(In.) Critical depth could not be calculated. Pipe flow velocity = 9.94(Ft/s) Travel time through pipe = 0.01 min. Time of concentration (TCl = 5.66 min. ++++++++++++++++++++++++++++++++++++++++++++++~.+++++++++++++++++++++++ Process from Point/Station 58.000 to Point/Station 59.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream numbur 2 Stream flow area = 0.490(Ac.) Runoff from this stream = 1.403(CFS) Time of concentration = 5.66 min. Rainfall intensity = 3.225(In/Hrl Summary of stream data: Stream No. Flow rate (CFS) TC (minl Rainfall Intensity (In/llr) 1 2 Largest Qp = 34.109 10.40 1.403 5.66 stream flow has longer 34.109 + sum of Qb Ia/Ib 1.403 * 0.715 = 35.113 time of 2.307 3.225 concentl'ation 1. 004 Qp = . Total of 2 streams to confluence: Flow rates before confluence point: 34.109 1.403 Area of streams before confluence: 17.780 0.490 Results of confluence: Total flow rate = 35.113(CFS) \~\ . Time of concentration = 10.404 min. Effective stream area after confluence = 18.270 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 59.000 to Poin.t/Station 63.000 **** PIPEFLOW TRAVEL TIME (User specified size) *',** Upstream point/station elevation = 17.01(Ft.l Downstream point/station elevation = 15.82 (F't.) Pipe length = 222.00(Ft.l Mann.ing's N = 0.013 No. of pipes = 1 Required pipe flow = 35.1l3(CFSl Given pipe size = 48.00(In.) Calculated individual pipe flow = 35.113 (CF'S) Normal flow depth in pipe = 19.10(In.) Flow top width inside pipe = 46.99(In.) Critical Depth = 21.15(In.) Pipe flow velocity = 7.53(Ft/s) Travel time through pipe = 0.49 min. Time of concentration (TCl = 10.90 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 59.000 to Poit1t/lltation 63.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 18.270{Ac.) Runoff from this stream = 35.113(CFSl Time of concentration = 10.90 min. Rainfall intensity = 2.249 (In/Hrl Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++~+++++++++++++++++++++++ Process from Point/Station 60.100 to Point/Station 60.000 **** INITIAL AREA EVALUATION **** . Initial area flow distance = 194.000(Ft.l Top (of initial area) elevation = 23.980(Ft.l Bottom (of initial area) elevation = 23.010(Ft.) Difference in elevation = 0.970(Ft.l Slope = 0.00500 s(percent) = 0.50 TC = k(0.323l*[(length^3l/(elevation change)]^1J.2 Initial area time of concentration = 7.665 min. Rainfall intensity = 2.729(In/Hr) for a 10.0 APARTMENT subarea type Runoff Coefficient = 0.885 Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group RI index for soil(AMC 3) Pervious area fraction = Initial subarea runoff = Total initial stream area = year storm A = 0.000 B = 0.000 C = 1.000 D = 0.000 84.40 0.200; Impervious fraction = 2.174(CFS) 0.900(Ac.) 0.800 \1i> . Pervious area fraction = 0.200 ++++++++++++++++++++++++++++++++++++++++++++++++++.++++++++++++++++++++ Process from Point/Station 60.000 to Point/Station 62.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 20.00(Ft.) Downstream point/station elevation = 18.90(Ft.l Pipe length = 111.00(Ft.) Manning'S N = 0.013 No. of pipes = 1 Required pipe flow = 2.l74(CFS) Given pipe size = l8.00(In.) Calculated individual pipe flow = 2.174(CFSl Normal flow depth in pipe = 5.57(In.) Flow top width inside pipe = l6.64(In.) Critical Depth = 6.68(In.l Pipe flow velocity = 4.67(Ft/sl Travel time through pipe = 0.40 min. Time of concentration (TC) = 8.06 min. ++++++++++++++++++++++++++++++++++++++++++++++++++.++++++++++++++++++++ Process from Point/Station 60.000 to Point/Station 62.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 0.900(Ac.) Runoff from this stream = 2.174(CFSl Time of concentration = 8.06 min. Rainfall intensity = 2.654(In/Hrl ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 61.100 to Point/Station 61.000 **** INITIAL AREA EVALUATION **** . Initial area flow distance = 366.000(Ft.l Top (of initial areal elevation = 26.660(Ft.l Bottom (of initial areal elevation = 2l.910(Ft.) Difference in elevation = 4.750(Ft.) Slope = 0.01298 s (percent) = 1.30 TC = k(0.323)*[(length^3l/(elevation change)]^O.. Initial area time of concentration = 8.165 min. Rainfall intensity = 2.636(In/Hr) for a lO.O year storm APARTMENT subarea type Runoff Coefficient = 0.885 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 3l = 84.40 Pervious area fraction = 0.200; Impervious fracti.on = 0.800 Initial subarea runoff = 4.l73(CFS) Total initial stream area = 1.790(Ac.l Pervious area fraction = 0.200 \1.10... . ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 61.000 to Point/Station 62.000 **** PIPEFLOW TRAVEL TIME (User specified size) *..** Upstream point/station elevation = 19.41(Ft.l Downstream point/station elevation = 18.90(Ft.) Pipe length = 8.00(Ft.l Manning's N = 0..01:3 No. of pipes = 1 Required pipe flow = 4.173(CFS) Given pipe size = 8.00(In.) NOTE: Normal flow is pressure flow in user The approximate hydraulic grade line above 3.773(Ft.) at the headworks or inlet Pipe friction loss = 0.954(Ft.) Minor friction loss = 3.330(Ft.) Pipe flow velocity = 11.96(Ft/s) Travel time through pipe = 0.01 min. Time of concentration (TC) = 8.18 min. selected pipe size. the pipe invert is of the pipe (sl K-factor = 1.50 ++++++++++++++++++++++++++++++++++++++++++++++~+++++++++++++++++++++++ Process from Point/Station 61.000 to Point/Station 62.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 1.790(Ac.) Runoff from this stream = 4.173(CFS) Time of concentration = 8.18 min. Rainfall intensity = 2. 634 (In/Hrl Summary of stream data: Stream No. Flow rate (CFSl TC (minl Rainfall Intensity eCn /Hr l 1 2 Largest Qp = 2.174 8.06 4.173 8.18 stream flow has longer 4.173 + sum of Qb Ia/Ib 2.174 * 0.992 = 6.330 time of 2.654 2.634 concentration 2.157 Qp = Total of 2 streams to confluence: Flow rates before confluence point: 2.174 4.173 Area of streams before confluence: 0.900 1.790 Results of confluence: Total flow rate = Time of concentration Effective stream area 6.330(CFS) = 8.176 min. after confluence = :2. 690 (Ac.) . ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++~,+++++ Process from Point/Station 62.000 to Point/Station 63.000 **** PIPEFLOW TRAVEL TIME (User specified sizel **** \~ . Upstream point/station elevation = l8.90(Ft.l Downstream point/station elevation = l7.07(l't.) Pipe length = 137.45(Ft.l Manning's N = 0..0l3 No. of pipes = 1 Required pipe flow = 6.330(CFS) Given pipe size = 18.0Q(In.l Calculated individual pipe flow = 6.330(CFS) Normal flow depth in pipe = 9.23(In.) Flow top width inside pipe = l7.99(In.l Critical Depth = 11.67(In.) Pipe flow velocity = 6.93(Ft/s) Travel time through pipe = 0.33 min. Time of concentration (TCl = 8.51 min. +++++++++++++++++++++++++++++++++++++++++++++++++~+++++++++++++++.+++++ Process from Point/Station 62.000 to Point/Station 63.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 2.690(Ac.) Runoff from this stream = 6.330(CFSl Time of concentration = 8.51 min. Rainfall intensity = 2.577 (In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Kr) 1 2 Largest .Qp = 35.113 10.90 6.330 8.51 stream flow has longer 35.113 + sum of Qb Ia/Ib 6.330 * 0.873 = 40.637 2.249 2.577 time of concentration 5.525 Qp = Total of 2 main stre~s to confluence: Flow rates before confluence point: 35.113 6.330 Area of streams before confluence: 18.270 2.690 Results of confluence: Total flow rate = 40.637(CFS) Time of concentration = 10.896 min. Effective stream area after confluence = 2(1.960(Ac.) +++++++++++++++++++++++++++++++++++++++++++++++~++++++++++++++++++++++ Process from Point/Station 63.000 to Point/Station 6!5.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** . Upstream point/station elevation = Downstream point/station elevation = 15.82 (Ft.) 15.63(Ft.l \,?>' . Pipe length = 22.50(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 40.~37(CFSl Given pipe size = 48.00(In.) Calculated individual pipe flow = 40.637(CFSl Normal flow depth in pipe = 18.28(In.) Flow top width inside pipe = 46.62(In.) Critical Depth = 22.84(In.) Pipe flow velocity = 9.25(Ft/sl Travel time through pipe = 0.04 min. Time of concentration (TC) = 10.94 min. ++++++++++++++++++++++++++++++++++++++++++++++i'+++++++++++++++++++++++ Process from Point/Station 63.000 to Point/Station 65.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in nor.mal stream number 1 Stream flow area = 20.960(Ac.) Runoff from this stream = 40.637(CFS) Time of concentration = 10.94 min. Rainfall intensity = 2.244(In/Hrl +++++++++++++++++++++++++++++++++++++++++++++++++.t++++++++++++++++++++ Process from Point/Station 64.100 to Point/Station 64.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 180.000(Ft.) Top (of initial area) elevation CI 24.200(Ft,,) Bottom (of initial areal elevation = 22.400(Ft.l Difference in elevation = 1.80Q(Ft.) Slope = 0.01000 s (percent) = 1.00 TC = k(0.323l*[(length^3)/(elevation changel]^O.2 Initial area time of concentration = 6.476 min. Rainfall intensity = 2.994(In/Hr) for a 10.0 year storm APARTMENT subarea type Runoff Coefficient = 0.886 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 3) = 84.40 Pervious area fraction = 0.200; Impervious fraction = 0.800 Initial subarea runoff = 1.247(CFS) Total initial stream area = 0.470(Ac.) Pervious area fraction = 0.200 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 64.000 to Point/Station 65.000 **** PIPEFLOW TRAVEL TIME (User specified sizel **** . Upstream point/station elevation = 19.40(Ft.) Downstream point/station elevation = 15.63(Ft.l Pipe length = 4.00(Ft.l Manning's N = 0.013 No. of pipes = 1 Required pipe flow 1.247(CFS) Given pipe size = 6.00(In.l \ ,?'V . Calculated individual pipe flow = 1.247(CFSl Normal flow depth in pipe = 1.95(In.) Flow top width inside pipe = 5.62(In.l Critical depth could not be calculated. Pipe flow velocity = 22.51(Ft/sl Travel time through pipe = 0.00 min. Time of concentration (TCl = 6.48 min. ++++++++++++++++++++++++++++++++++++++++++++++++,.+++++++++++++++++++++ Process from Point/Station 64.000 to Poin.t/Station 65.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream nwnber 2 Stream flow area = 0.470(Ac.) Runoff from this stream = 1.247 (CFSl Time of concentration = 6.48 min. Rainfall intensity = 2.993(In/Hr) Summary of stream data: Stream No. Flow rate (CFSl TC (min) Rainfall Int:ensity (In!Hrl 1 2 Largest Qp = 40.637 10.94 1.247 6.48 stream flow has longer 40.637 + swn of Qb Ia/Ib 1.247 * 0.750 = 41.572 time of 2.244 2.993 concentz'a ti.en 0.935 Qp = Total of 2 streams to confluence: Flow rates before confluence point: 40.637 1.247 Area of streams before confluence: 20.960 0.470 Results of confluence: Total flow rate = 41.572(CFS) Time of concentration = 10.936 min. Effective stream area after confluence = 21.4:10 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 65.000 to Poir.t!!ltation 67.000 **** PIPEFLOW TRAVEL TIME (User specified size) *'111** . Upstream point/station elevation = 15.63(Ft.) Downstream point/station elevation = l4.45(E't.) Pipe length = 230.00(Ft.) Manning's N = O.OD No. of pipes = 1 Required pipe flow = 41.572 (CFS) Given pipe size = 48.00(In.) Calculated individual pipe flow = 41.572(CFS) Normal flow depth in pipe = 21.23(In.) Flow top width inside pipe = 47.68(In.) Critical Depth = 23.l2(In.l Pipe flow velocity = 7.75(Ft/s) \~ . Travel time through pipe = Time of concentration (TC) = 0.49 min. 11.43 min. ++++++++++++++++++++++++++++++++++++++++++++++~+++++++++++++++++++++++ Process from Point/Station 65.000 to Point/Station 67.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stre~ number 1 Stream flow area = 21.430(Ac.) Runoff from this stream = 41.572 (CFSl Time of concentration = 11.43 min. Rainfall intensity = 2. 190 (In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 66.100 to Poir.t/Station 66.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 130.000(Ft.) Top (of initial area) elevation = 22.790(Ft.l Bottom (of initial area) elevation = 22.120CFt..) Difference in elevation = 0.670(Ft.l Slope = 0.00515 s(percent) = 0.52 TC = k(0.323)*[(length^3)/(elevation changel]^CI.2 Initial area time of concentration = 6.492 .lin. Rainfall intensity = 2.990 (In/Hr) for a 10.0 year storm APARTMENT subarea type Runoff Coefficient = 0.886 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 3) = 84.40 Pervious area fraction = 0.200; Impervious fract:Lon 0.800 Initial subarea runoff = 1.988(CFSl Total initial stream area = 0.750(Ac.) Pervious area fraction = 0.200 +++++++++++++++++++++++++++++++++++++++++++++++++'t++++++++++++++++++++ Process from Point/Station 66.000 to Point/Station 67.000 **** PIPEFLOW TRAVEL TIME (User specified size) *.... . Upstream point/station elevation = 19.12(Ft..l Downstream point/station elevation 14.45 (lIt. ) Pipe length = 32.00(Ft.) Manning'S N = 0.01:3 No. of pipes = 1 Required pipe flow = 1. !l88 (CFSl Given pipe size = 6.00(In.) Calculated individual pipe flow = 1.988(CFS) Normal flow depth in pipe = 4.56(In.) Flow top width inside pipe = 5.12(In.) Critical depth could not be calculated. Pipe flow velocity = 12.40(Ft/s) Travel time through pipe = 0.04 min. Time of concentration (Te) = 6.53 min. \~ . ++++++++++++++++++++++++++++++++++++++++++++++~,+++++++++++++++++++++++ Process from Point/Station 66.000 to Point/Station 67.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in nor.mal stream number 2 Stream flow area = 0.750(Ac.) Runoff from this stream = 1.988(CFS) Time of concentration = 6.53 min. Rainfall intensity = 2. 979 (In/Hrl Summary of stream data: Stream No. Flow rate (CFS) TC (minl Rainfall In1:ensity (J:n/Hr) 1 41.572 11.43 2 1.988 6.53 Largest stream flow has longer Qp = 41.572 + sum of Qb Ia/Ib 1.988 * 0.735 = Qp = 43.034 2.190 2.979 time of concent2:at:Lon 1.461 Total of 2 streams to confluence: Flow rates before confluence point: 41.572 1.988 Area of streams before confluence: 21.430 0.750 Results of confluence: Total flow rate = 43.034(CFS) Time of concentration = 11.431 min. Effective stream area after confluence = 22.l80(Ac.l +++++++++++++++++++++++++++++++++++++++++++++++++.~++++++++++++++++++++ Process from Point/Station 67.000 to Point/Station 68.000 **** PIPEFLOW TRAVEL TIME (User specified size) *..** Upstream point/station elevation = 14.45(Ft.l Downstream point/station elevation = 13.13 (l?t. ) Pipe length = 234.97(Ft.l Manning'S N = 0.01.3 No. of pipes = 1 Required pipe flow = 43.034(CFS) Given pipe size = 48.00(In.l Calculated individual pipe flow = 43.034(CFS) Normal flow depth in pipe = 21.09(In.) Flow top width inside pipe = 47.65(In.) Critical Depth = 23.5l(In.) Pipe flow velocity = 8.09(Ft/s) Travel time through pipe = 0.48 min. Time of concentration (TC) = 11.91 min. . ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 67.000 to Point/Station 68.000 **** CONFLUENCE OF MINOR STREAMS **** \,?"5 . Along Main Stream number: 1 in normal stream number 1 Stream flow area = 22.l80(Ac.) Runoff from this stream = 43.034(CFS) Time of concentration = 11.91 min. Rainfall intensity = 2.14l(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++~++.~++++++++++++++++++++ Process from Point/Station 68.200 to Point/Station 68.100 **** INITIAL AREA EVALUATION **** Initial area flow distance = l50.000(Ft.l Top (of initial area) elevation = 21.400(Ft.) Bottom (of initial area) elevation = 20.400(Ft.) Difference in elevation = 1.000(Ft.) Slope = 0.00667 s(percent) = 0.67 TC = k(0.300)*[(lengthA3)/(elevation change)]AI).2 Initial area time of concentration = 6.064 ..in. Rainfall intensity = 3.l04(In/Hr) for a 10.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.893 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 3l = 84.40 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 1.442(CFSl Total initial stream area O.520(Ac.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 68.100 to Point/Station 6!;.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = l7.40(Ft.l Downstream point/station elevation = l3.13(Ft.) Pipe length = 10.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 1.442(CFS) Given pipe size = 6.00(In.) Calculated individual pipe flow = 1.442(CFS) Normal flow depth in pipe = 2.62(In.) Flow top width inside pipe = 5.95(In.l Critical depth could not be calculated. Pipe flow velocity = l7.56(Ft/s) Travel time through pipe = 0.01 min. Time of concentration (TCl = 6.07 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 68.100 to Point/Station 6H.000 **** CONFLUENCE OF MINOR STREAMS **** . Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.520(Ac.) Runoff from this stream = 1.442(CFS) \0/0 . Time of concentration = Rainfall intensity = Summary of stream data: 6.07 min. 3.10l(In/Hr) Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 2 Largest Qp = 43.034 11.91 1.442 6.07 stream flow has longer 43.034 + sum of Qb Ia/Ib 1.442 * 0.690 = 44.029 2.141 3.101 time of concentz'ation 0.995 Qp = Total of 2 streams to confluence: Flow rates before confluence point: 43. 034 1.442 Area of streams before confluence: 22.180 0.520 Results of confluence: Total flow rate = 44.029(CFS) Time of concentration = 11.915 min. Effective stream area after confluence = 2.:.700 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 68.000 to Point/Station 69.000 **** PIPEFLOW TRAVEL TIME (User specified size) *.,** Upstream point/station elevation = 13.13(Ft.) Downstream point/station elevation 10.56(Ft.) Pipe length = 475.00(Ft.) Manning'S N = 0..013 No. of pipes = 1 Required pipe flow = 44.029(CFS) Given pipe size = 48.00(In.) Calculated individual pipe flow = 44.029(CFS) Normal flow depth in pipe = 21.6l(In.) Flow top width inside pipe = 47.76(In.l Critical Depth = 23.81(In.) Pipe flow velocity = 8.03(Ft/s) Travel time through pipe = 0.99 min. Time of concentration (TC) = 12.90 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 68.000 to Point/Station 69.000 **** CONFLUBNCB OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 22.700(Ac.) Runoff from this stream = 44.029(CFS) Time of concentration = 12.90 min. Rainfall intensity = 2.049(In/Hr) . ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ \~"'\ . Process from Point/Station 69.200 to Point/Station **** INITIAL AREA EVALUATION **** 69.100 Initial area flow distance = 240.000(Ft.) Top (of initial area) elevation = 20.200(Ft.) Bottom (of initial area) elevation = 17.400 (Ft.. l Difference in elevation = 2.800(Ft.) Slope = 0.01167 s(percentl= 1.17 TC = k(0.300)*[(length^3)/(elevation changel]^O.2 Initial area time of concentration = 6.544 Dt!n.. Rainfall intensity = 2.977 (In/Hr) for a lel.O year storm COMMERCIAL subarea type Runoff Coefficient = 0.893 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 3) = 84.40 Pervious area fraction = 0.100; Impervious fracHon = 0.900 Initial subarea runoff = 2.845(CFS) Total initial stream area = 1.070(Ac.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 69.100 to Point/Station 69.000 **** PIPEFLOW TRAVEL TIME (User specified size) *'IIr** Upstream point/station elevation = 14.01(Ft.) Downstream point/station elevation = 10.56(Ft.) Pipe length = 10.00(Ft.) Manning'S N = 0.013 No. of pipes = 1 Required pipe flow = 2.845(CFSl Given pipe size = 12.00(In.) Calculated individual pipe flow = 2.845 (CP'S) Normal flow depth in pipe = 2.99(In.) Flow top width inside pipe = 10.38(In.) Critical Depth = 8.67(In.) Pipe flow velocity = 18.62(Ft/s) Travel time through pipe = 0.01 min. Time of concentration (TCl = 6.55 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 69.100 to Point/Station 69.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in nor.mal stream n~mWer 2 Stream flow area = 1.070(Ac.l Runoff from this stream = 2.845(CFS) Time of concentration = 6.55 min. Rainfall intensity = 2.975(In/Hr) Summary of stream data: . Stream No. Flow rate (CFSl TC (min) Rainfall Intensity (In/Hrl \<>:It> . 1 44.029 12.90 2.049 2 2.845 6.55 2.975 Largest stream flow has longer time of concentration Qp = 44.029 + sum of Qb Ia/Ib 2.845 * 0.689 = 1.960 Qp = 45.989 Total of 2 streams to confluence: Flow rates before confluence point: 44.029 2.845 Area of streams before confluence: 22.700 1.070 Results of confluence: Total flow rate = 45.989(CFSl Time of concentration = 12.901 min. Effective stream area after confluence = 23.770(AC.) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++.~++++ Process from Point/Station 69.000 to Point/Station 70.000 **** PIPEFLOWTRAVEL TIME (User specified size) **** Upstream point/station elevation = Downstream point/station elevation = Pipe length = 253.00(Ft.) Manning'S No. of pipes = 1 Required pipe flow = Given pipe size = 48.00(In.) Calculated individual pipe flow = 45.989(CFS) Normal flow depth in pipe = 22.l5(In.) Flow top width inside pipe = 47.86(In.) Critical Depth = 24.34(In.) Pipe flow velocity = 8.l2(Ft/sl Travel time through pipe = 0.52 min. Time of concentration (TCl = 13.42 min. 10.56(Ft.l 9.19(Ft.) N = 0.013 45.989(CFS) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++.~++++ Process from Point/Station 69.000 to Point/Station 70.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 23.770(Ac.) Runoff from this stream = 45.989(CFS) Time of concentration = 13.42 min. Rainfall intensity = 2.005(In/Hrl ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 70.200 to Point/Station 70.100 **** INITIAL AREA EVALUATION **** . Initial area flow distance = 260.000(Ft.) Top (of initial area) elevation = 19.100(Ft.l Bottom (of initial area) elevation = 17.100(Ft.) Difference in elevation = 2.000(Ft.l Slope = 0.00769 s(percent) = 0.77 \~ . TC = k(0.300)*[(lengthA3)/(elevation changel]AO.2 Initial area time of concentration = 7.343 min. Rainfall intensity = 2.794(In/Hr) for a 10.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.893 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 3l = 84.40 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 2.095(CFS) Total initial stream area = 0.840(Ac.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 70.100 to Point/Station 70.000 **** PIPEFLOW TRAVEL TIME (User specified size) ..,,** Upstream point/station elevation = Downstream point/station elevation = Pipe length = 30.00(Ft.l Manning's No. of pipes = 1 Required pipe flow = Given pipe size = 12.00(In.) Calculated individual pipe flow = 2.095(CFSl Normal flow depth in pipe = 3.28(In.l Flow top width inside pipe = 10.69(In.l Critical Depth = 7.42(In.) Pipe flow velocity = l2.06(Ft/sl Travel time through pipe = 0.04 min. Time of concentration (TCl = 7.38 min. 13.l0(Ft.l 9.19(Ft.) N = 0.013 2.095 (CFSl ++++++++++++++++++++++++++++++++++++++++++++++?+++++++++++++++++++++++ Process from Point/Station 70.100 to Point/Station 70.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.840(Ac.) Runoff from this stream = 2.095(CFSl Time of concentration = 7.38 min. Rainfall intensity = 2.785(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (minl Rainfall Intensity (In/Ilrl 1 2 Largest Qp = 45.989 13.42 2.095 7.38 stream flow has longer 45.989 + sum of Qb Ia/Ib 2.095 * 0.720 = 47.498 time of 2.005 2.785 concent:cat.ion . 1. 508 Qp = \0\0 . Total of 2 streams to confluence: Flow rates before confluence point: 45.989 2.095 Area of streams before confluence: 23.770 0.840 Results of confluence: Total flow rate = 47.498(CFS) Time of concentration = 13.421 min. Effective stream area after confluence = 24.6:(0 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 70.000 to Poin.t/Station 71.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = Downstream point/station elevation = Pipe length = 198.8l{Ft.) Manning'S No. of pipes = 1 Required pipe flow = Given pipe size = 48.00(In.) Calculated individual pipe flow = 47.498(CFS) Normal flow depth in pipe = 22.59(In.) Flow top width inside pipe = 47.92(In.l Critical Depth = 24.79{In.) Pipe flow velocity = 8.l7(Ft/sl Travel time through pipe = 0.41 min. Time of concentration (TC) = 13.83 min. 9.19(Ft.l 8.12 (E't. ) N = 0.013 47.4,98 (CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 70.000 to Poir.l.t/Station 71.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 24.610(Ac.l Runoff from this stream = 47.498(CFSl Time of concentration = 13.83 min. Rainfall intensity = 1.973(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 71.400 to Point/Station 71. 300 **** INITIAL AREA EVALUATION **** . Initial area flow distance = 520.000(Ft.l Top (of initial area) elevation = 22.900(Ft,) Bottom (of initial areal elevation = l8.600(Ft.) Difference in elevation = 4.300(Ft.) Slope = 0.00827 s (percent) = 0.83 TC = k(0.300)*[(length^3)/(elevation Change)]^(I.2 Initial area time of concentration = 9.551 min. Rainfall intensity = 2.418 (In/Hrl for a 10.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.892 Decimal fraction soil group A = 0.000 \1\\ . Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1. 000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 3) = 84.40 Pervious area fraction = 0.100; Impervious fracti.on = 0.900 Ini tial subarea runoff = 6.360(CFS) Total initial stream area = 2.950(Ac.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++.++++++++++++++++++++ Process from Point/Station 71.300 to Point/Station 71.100 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 14.60(Ft.) Downstream point/station elevation = 13.50(Ft.) Pipe length = 240.00(Ft.l Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 6.3601CFSl Given pipe size = l8.00(In.) Calculated individual pipe flow = 6.360(CFSJ Normal flow depth in pipe = l3.29(In.l Flow top width inside pipe = 15.82(In.) Critical Depth = 11.70(In.l Pipe flow velocity = 4.55(Ft/sl Travel time through pipe = 0.88 min. Time of concentration (TCl = 10.43 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 71.300 to Point/Station 71.100 **** CONFLUENCE OF MXNOR STREAMS **** Along Main Stream number: 2 in normal stream numbElr 1 Stream flow area = 2.950(Ac.l Runoff from this stream = 6.360(CFSl Time of concentration = 10.43 min. Rainfall intensity = 2.304(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 71.500 to Poir.t/Station 71.200 **** XNXTXAL AREA EVALUATXON *... . Initial area flow distance = 320.000(Ft.l Top (of initial areal elevation = 20.100(Ft.) Bottom (of initial area) elevation = 18.000(Ft..) Difference in elevation = 2.100{Ft.) Slope = 0.00656 s(percent) = 0.66 TC = k(0.300)*[(length^3)/(elevation change)]^(1.2 Initial area time of concentration = 8.237 nlin.. Rainfall intensity = 2.623(In/Hr) for a 10.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.892 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 \A,z. . RI index for soil(AMC 3l = 84.40 Pervious area fraction = 0.100; Impervious fracti'~n = 0.900 Initial subarea runoff = 2.832(CFS) Total initial stream area = 1.210(Ac.) Pervious area fraction = 0.100 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++~.++++ Process from Point/Station 71.200 to Point/Station 71.100 **** PIPEFLOW TRAVEL TIME (User specified size) .*** Upstream point/station elevation = l4.00(Ft.l Downstream point/station elevation = l3.50(Ft.l Pipe length = 40.00(Ft.) Manning'S N = 0.01.3 No. of pipes = 1 Required pipe flow = 2.832(CFSl Given pipe size = 12.00(In.l Calculated individual pipe flow = 2.832(CFS) Normal flow depth in pipe = 7.48(In.) Flow top width inside pipe = 11.63(In.) Critical Depth = 8.65(In.) Pipe flow velocity = 5.5l(Ft/sl Travel time through pipe = 0.12 min. Time of concentration (TCl = 8.36 min. ++++++++++++++++++++++++++++++++++++++++++++++++i'+++++++++++++++++++++ Process from Point/Station 71.200 to Point/Station 71.100 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 1.210(Ac.l Runoff from this stream = 2.832(CFSl Time of concentration = 8.36 min. Rainfall intensity = 2.602(In/Hrl Summary of stream data: Stream No. Flow rate (CFS) TC (minl Rainfall Intensity (In/Er) 1 2 Largest Qp= 6.360 10.43 2.832 8.36 stream flow has longer 6.360 + swn of Qb Ia/Ib 2.832 * 0.885 = 8.868 time of 2.304 2.602 concentration 2.507 Qp = . Total of 2 streams to confluence: Flow rates before confluence point: 6.360 2.832 Area of streams before confluence: 2.950 1.210 Results of confluence: Total flow rate = Time of concentration Effective stream area 8.868(CFS) = 10.429 min. after confluence = 4.160(Ac.) \i\~ . ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 71.100 to Point/Station 71.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = Downstream point/station elevation = Pipe length = 30.00(Ft.) Manning'S No. of pipes = 1 Required pipe flow = Given pipe size = 18.00(In.) Calculated individual pipe flow = 8.868(CFS) Normal flow depth in pipe = 5.45(In.) Flow top width inside pipe = l6.54(In.) Critical Depth = 13.82(In.l Pipe flow velocity = 19.63(Ft/s) Travel time through pipe = 0.03 min. Time of concentration (TC) = 10.45 min. 13.50(Ft.l 8.l2IFt.) N = 0,013 8.868(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 71.100 to Point/Station 71.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 4.l60(Ac.) Runoff from this stream = 8.868(CFS) Time of concentration = 10.45 min. Rainfall intensity = 2.301(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC Iminl Rainfall Intensity (In/Hr) 1 2 Largest Qp = 47.498 13.83 8.868 10.45 stream flow has longer 47.498 + sum of Qb Ia/Ib 8.868. 0.858 = 55.102 1.973 2.301 time of concentration 7.604 Qp = Total of 2 main streams to confluence: Flow rates before confluence point: 47.498 8.868 Area of streams before confluence: 24.610 4.160 . Results of confluence: Total flow rate = 55.102(CFS) Time of concentration 13.826 min. Effective stream area after confluence = 2B.770(Ac.) \~ . ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 71.000 to Point/Station 72.000 **** PIPEFLOW TRAVEL TIME (User specified sizel **** Upstream point/station elevation = Downstream point/station elevation = Pipe length = 82.28(Ft.) Manning's No. of pipes = 1 Required pipe flow = Given pipe size = 48.00(In.l Calculated individual pipe flow = 55.102(CFSl Normal flow depth in pipe = 39.56(In.l Flow top width inside pipe = 36.54(In.) Critical Depth = 26.81(In.) Pipe flow velocity = 4.98(Ft/s) Travel time through pipe = 0.28 min. Time of concentration (TCl = 14.10 min. End of computations, total study area = The following figures may be used for a unit hydrograph study of the same area. 8.l2(Ft.) 8.00(Ft.) N = 0.013 55.l02(CFSl 31.49 (Ac.) Area averaged pervious area fraction(Apl = 0.167 Area averaged RI index number = 69.0 . ~ . v. HYDRAULIC CALCULATIONS . \* rbingl T1 TEMECULA CREEK VILLAGE . T2 PRIVATE STORM DRAIN T2 FILE: rbingl.wsn SO 1000.001008.00 1 1012.00 R 1047.431008.24 1 .014 .000 .0000 R 1082.281008.44 1 ,014 44.220 .0000 JX 1082.281008.44 3 ,014 11,88 1009.69 45,0 .000 R 1117 .131008 ,63 3 .014 ~4,220 .000 0 R 1221.811009,18 3 .014 ,000 ,000 0 JX 1221.811009.18 5 .014 2.36 1010.68 52.0 .000 R 1278.641009.50 5 .014 72,210 ,0001 R 1475.001010.56 5 ,014 ,000 ,0000 JX 1475,001010.56 1 ,014 3.07 1010,81 90.0 ,000 R 1590,121011.19 1 ,014 .000 ,0000 R 1618.881011 ,32 1 .014 73.150 ,0000 R 1747,721012.02 1 .014 .000 .0000 R 1766,001012.14 7 .014 46.330 .0001 R 1950.001013,13 7 .014 .000 .0000 JX 1950.001013.13 9 .014 1.57 1014.88 90,0 .000 R 1978.611013.28 9 .014 ,000 .0000 R 2195.251014.43 9 ,014 ,000 ,0001 JX 2200.181014.46 11 10 .OH 2,30 1017.45 90.0 .000 R 2216.251014.53 11 ,014 ,000 .0000 R 2226,141014.60 11 .014 24.240 ,0000 R 2428,001015.71 11 ,014 .000 .0000 JX 2428,001015.71 13 12 ,014 1.50 1017 ,46 90.0 .000 R 2452.721015.82 13 .014 .000 .0000 JX 2452,721015,82 15 14 .014 .65 1017 .07 90.0 .000 R 2673,391017,01 15 .014 .000 .0001 JX 2678.051018.04 IB 17 .014 .58 1020.54 90.0 .000 R 2938.001019.28 18 .OH .000 .0000 JX 2938.001019.29 20 19 .014 14.27 1020 03 90.0 .000 R 3050.001019.89 20 .014 .000 .000 1 R 3179.021021.04 20 .014 .000 .000 0 JX 3179.021021.04 22 21 .014 2.21 1021 .04 90.0 .000 R 3397.271021.64 22 .014 .000 .000 0 JX 3397.271021.64 24 23 .014 1.55 1022 B9 90.0 .000 R 3420.501021.75 24 .014 .000 .0001 R 3492.701022.36 24 .014 .000 .000 0 JX 3492.701022.36 24 17 .014 0.01 1023.61 90.0 R 3588.921023.59 27 .014 .000 .0000 JX 3588.921023.59 29 28 .014 3.40 J024.26 90.0 .000 R 3641.811023.86 29 .014 .000 .0000 R 3650.011023.90 29 .014 20.520 .0000 R 3700.001024.15 29 .014 ,000 .0001 R 3710.361024.20 29 .014 .000 .0000 JX 3710.361024.20 31 30 .014 1.56 1024.75 90.0 .000 R 3770.581024.20 31 .014 .000 .000 0 JX 3770.581024.20 31 34 .014 7.73 1024.75 90.0 .000 . R 3899.171025.14 31 .014 .000 .000 0 JX 3899.171025.14 33 32 .014 1.87 1025 66 90.0 .000 R 4003.781025.66 33 .014 .000 .0001 JX 4007.781025.67 35 34 .014 .93 1026 IB 45.0 ,000 R 4i30.181027.38 33 .014 .000 .000 JX 4130.191027.39 33 " .014 01 1028.63 90.0 .000 R 4229.061028.75 35 .014 .000 .0000 JX 4229.061028.75 37 36 .014 2 32 1029.41 90.0 .000 R 4294.961029.69 37 .014 .000 .0000 R 4316.971029.96 37 .014 24.120 .0000 R 4336.641030.23 37 .014 .000 .0001 we 4336.641030.23 3B .500 SR 4336.641030.2338 1030 23 CD 1 4 1 .00 4.00 .00 .00 .00 .0 CD 2 . 1 .00 1.50 .00 .00 .00 .0 CD 3 . 1 .00 4.00 .00 .00 .00 .0 CD 4 . 1 .00 1.00 .00 .00 .00 .0 CO 5 4 1 .00 4.00 .00 .00 .00 .0 CO 6 4 1 .00 1.00 .00 .00 .00 .0 CD 7 4 1 .00 4.00 .00 .00 .00 .0 co 8 4 1 .00 .50 .00 .00 .00 .0 CD 9 4 1 .00 4.00 .00 .00 .00 .0 CD 10 . 1 .00 1.00 .00 .00 .00 .0 co 11 . 1 .00 4.00 .00 .00 .00 .0 CD 12 4 1 .00 .50 .00 .00 .00 .0 CD 13 4 1 .00 4.00 .00 .00 .00 .0 CO 14 . 1 .00 1.50 .00 .00 .00 .0 co " 4 1 .00 4.00 .00 .00 .00 .0 CO 16 4 1 .00 3.00 .00 .00 .00 .0 CD 17 4 1 .00 .50 .00 .00 .00 .0 CD 18 4 1 .00 3.00 .00 .00 .00 .0 CO 19 4 1 .00 1.50 .00 .00 .00 .0 CD 20 4 1 .00 3.00 .00 .00 .00 .0 CD 21 , 1 .00 .50 .00 .00 .00 .0 CD 22 4 1 .00 3.00 .00 .00 .00 .0 CD 23 , 1 .00 .50 .00 .00 .00 .0 co 24 4 1 .00 3.00 .00 .00 .00 .0 CO 25 . 1 .00 3.00 .00 .00 .00 .0 CD 26 . 1 .00 .50 .00 .00 .00 .0 CO 27 4 1 .00 3.00 .00 .00 .00 .0 CD 2B 4 1 .00 .61 .00 .00 .00 .0 CD 29 4 1 .00 3.00 .00 .00 .00 .0 CD 30 4 1 .00 .50 .00 .00 .00 .0 CO 31 . 1 .00 3.00 .00 .00 .00 .0 CO 32 . 1 .00 .61 .00 .00 .00 .0 CD 33 4 1 .00 3.00 .00 .00 .00 .0 CD 34 , 1 .00 1.50 .00 .00 .00 .0 . CD " . 1 .00 3.00 .00 .00 .00 .0 CD 36 4 1 .00 .61 .00 .00 .00 .0 P<lge 1 \A.\ rbingl CD 37 4 1 .00 3.00 .00 .00 .00 .0 . CD 38 3 0 .00 9.00 4.00 .00 .00 .0 Q 9.13 .0 . . Fage 2 \'\~ . w S P G N WATER SURFACE HEIGHT 1 BASE DIAMETER WI DTH RBINGl ~ EDIT LISTING - Version 7.0 PROFILE - CHANNEL DEFINITION ZL ZR INV 'ill) Yl2J DROP LISTING Yl3) Y(4) CARD CODE SECT NO eRN NO OF AVE PIER TYPE PIER/PIP WIDTH . CD 1 , 1 CD 2 , 1 CD 3 4 1 CD 4 . 1 CD 5 4 1 CD 6 4 1 CD , , 1 CD S . 1 CD 9 , 1 CD 10 , 1 CD 11 4 1 CD 12 . 1 CD 13 4 1 CD 14 4 1 CD 15 4 1 CD 16 , 1 CD 17 , 1 CD 18 . 1 CD 19 4 1 CD 2D 4 1 CD 21 4 1 CD 22 4 1 CD 23 4 1 CD 24 4 1 CD 25 4 1 CD 26 4 1 CD 27 4 1 CD 28 4 1 CD 29 4 1 CD 30 4 1 CD 31 , 1 CD 32 4 1 CD 33 4 1 CD 34 , 1 CD 35 4 1 CD 36 4 1 CD 37 4 1 CD 38 3 0 0 HEADING LINE NO 15 HEADING LINE NO 2 15 HEfillING LINE NO 3 15 0 4.00 1.50 4.00 1.00 4.00 1.00 4.00 .50 4.00 1.00 4.00 .50 4.00 1.50 4.00 3.00 .50 3.00 1.50 3.00 .50 3.00 .50 3.00 3.00 .50 3.00 .67 3.00 .50 3.00 .67 3.00 1.50 3.00 .67 3.00 9.00 4.00 .00 .00 .00 W S P G N liATER SURFACE PROFILE - TITLE CARD LISTING .00 TEMECULA CREEK VILLAGE PRIVATE STORM DRAIN FILE: rbingl. wsn ELEMENT NO w S P G N WATER SURFACE PROFILE ELEMENT CARD LISTING IS A SYSTEM OUTLET V!S DATA STATION INVERT SECT 1000.00 1008.00 1 El.EMENT NO IS A REACH vis DATA STATION INVERT SECT N 1047.43 1008.24 1 .014 IS A REACH UIS DATA STATION INVERT SECT N 1082.28 1008.44 1 .014 . IS A JUNCTION UIS DATA STATION INVERT SECT LAT-l LAT-2 N 03 O' 1082.28 1008.44 3 2 0 .014 11.88 .00 ELEMENT NO ELEMENT NO THE ABOVE ELEMENT CONTAINED AN INVERT ELEV WHICH WAS NOT GREATER THI\N THE PREVIOUS INVERT ELEV THE ABOVE ELEMENT CONTAINED AN INVERT ELEV WHICH WAS NOT GREATER THI\N THE PREVIOUS INVERT ELEV ELEMENT NO 5 IS A REACH UIS DATA STATION INVERT SECT N 1117.13 1008.63 3 .014 ELEMENT NO 6 ISA REACH Uls DATA STAT laN INVERT SECT N 1221.81 1009.18 3 .014 ELEMENT NO 715 A JUNCTIOU UIS DATA STATION INVERT SECT LAT-l LAT-2 N 03 04 1221.81 1009.18 , 4 0 .014 2 .36 .00 THE ABOVE ELEMENT CONTAINED AN THE ABOVE ELEMENT CONTAINED AN ELEMENT NO 8 IS A REACH ulS DATA INVERT ELEV WHICH WAS NOT GREATER THAN THE PREVIOUS INVERT ELEV INVERT ELEV WHICH WAS NOT GREATER THAN THE PREVIOUS INVERT ELEV STATION INVERT SECT 1278.54 1009.50 5 N .014 ELEMENT NO 9 IS A REACH UIS DATA STATION INVERT SECT 1475.00 1010.56 5 N .014 o W S P G N WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 10 IS A JUNCTION UIS DATA STATION INVERT SECT LAT-l LAT-2 N 1475.00 1010.56 7 6 0 .014 03 3.07 . THE ABOVE ELEMENT CONTAINED AN THE ABOVE ELEMENT CONTAINED AN ELEMENT NO 11 IS A REACH Uls DATA INVERT ELEV WHICH WAS NOT GREATER TH1\N THE PREVIOUS INVERT ELEV INVERT ELEV WHICH WAS NOT GREATER THAN THE PREVIOUS INVERT ELEV INVERT SECT N STATION Page 1 Date: 3-19-2003 Time:10:45:13 PAGE 1 )"(5) 'i16l Y{7} 'i(8) 'i(") 'i(IO) PAGI;: 110 PAGt; NO 2 W S ELEV lO12.00 RADIUS ANGLE ANG PT HI\N H .000 .000 .1100 0 RADIUS ANGLE ANG PT HI\N H 45.155 44.220 .1l00 0 HNERT-3 INVERT-4 PHI 3 PIlI 4 1009.69 .00 45 00 .00 RADIUS ANGLE .000 .000 -WARNING -WARNING RADIUS ANGLE ANG PT MAN H 45.155 44.220 .000 0 RADIUS ANGLE ANG PT Hl\NH .000 ,000 .000 0 UVERT-3 INVERT-4 PHI 3 PIlI 4 1010.68 .00 52.00 .00 RADIUS ANGLE .000 .000 -WARNING -WARNING RADIUS ANGLE ANG PT MAN H 45.092 72.210 .000 1 RADIUS ANGLE ANG PT MAN H .000 .000 .000 0 PAGE: NO 3 o. .00 nVERT-3 1010.81 RADIUS .000 -WARNING -WARNING INVERT-4 PHI 3 .0090.00 ANGLE .000 PIlI 4 .00 RADIUS ANG PT MAN H ANGLE \l\<\ . . . 1590.121011.19 RaING! .014 7 ELEMENT NO 12 IS A REACH U!S DATA STATION INVERT SECT 1618.88 1011.32 7 ELEMENT NO 13 IS A REACH U!S DATA STATION INVERT SECT 1747.72 1012.02 7 ELEMENT NO 14 IS A REACH u/s DATA STATION INVERT SECT 1766.00 1012.14 7 ELEMENT NO 15 IS A REACH u/s DATA STATION INVERT SECT 1950.00 1013.13 7 ELEMENT NO 16 IS A JUNCTION U/S DATA STATION INVERT SECT LAT-l LAT-2 N 1950.00 1013.13 9 8 0 .014 N .014 N .014 N .014 N .014 03 1.57 .000 RADIUS ANGLE 22.527 73.150 RAlJIUS ANGLE .000 .000 RADIUS ANGLE 22.607 46.330 RADIUS ANGLE .000 .000 .000 ANG 1>1 . )00 ANG p'r .100 ANG PT .')00 ANG PT ,)00 HIVERT-3 INVERT-4 PHI 3 PHI 4 1014.88 .00 90.00 .00 RADIUS ANGLE .000 ,000 "WARNING '-WARNING O' .00 THE ABOVE ELEMENT CONTAINED AN THE ABOVE ELEMENT CONTAINED AN ELEMENT NO 17 IS A REACH u/S DATA STATION INVERT SECT 1978.61 1013.28 9 INVERT ELEV WHICH WAS NOT GREATER THAN THE PREVIOUS INVERT ELEV INVERT ELEV WHICH WAS NOT GREATER THAN THE PREVIOUS INVERT ELE'J RADIUS ANGLE .000 .000 ELEMENT NO 18 IS A REACH UIS DATA STATION INVERT SECT 2195.25 1014.43 9 o W S P G N WATER SURFACE PROFILE - ELEMENT CARD LISTING 19 IS A JUNCTION u/S DATA STATION INVERT SECT LAT-l LAT-2 N 2200.18 1014.46 11 10 0 .014 ELEMENT NO ELEMENT NO 20 IS A REACH UIS DATA STATION INVERT SECT 2216.25 1014.53 11 ELEMENT NO 21 IS A REACH UIS DATA STATION INVERT SECT 2226.14 1014.60 11 EI.EMENT NO 22 IS A REACH U!S DATA STATION INVERT SECT 2428.00 1015.71 11 ELEMENT NO 23 IS A JUNCTION U/S DATA STATION INVERT SECT LAT-l LAT-2 N 2428.00 1015.71 13 12 0 .014 N .014 N .014 03 230 N .014 N .014 N .014 03 1.50 RADIUS ANGLE .000 .000 O' .00 INVERT-4 PHI 3 .0090.00 ANGLE .000 HNERT-3 1017.45 RADIUS .000 RADIUS ANGLE .000 .000 RAIHUS ANGLE 23.377 24.240 RADIUS ANGLE .000 .000 ANG PT .000 ANG PT .000 PAGE NO PHI4 .00 ANG PT .llOO ANG PT .llOO ANG PT .1l00 nrVERT-3 INVERT~4 PHI 3 PHI 4 1017.46 .0090.00 .00 RADIUS ANGLE .000 .000 -WARNING -WARNING O' .00 THE ABOVE ELEMENT CONTAINED AN THE ABOVE ELEMENT CONTAINED AN ELEMENT NO 24 IS A REACH U/S DATA STATION INVERT SECT 2452.72 1015.82 13 INVERT ELEV WHICH WAS NOT GREATER THAN THE PREVIOUS INVERT E1..EV INVERT ELEV WHICH WAS NOT GREATER THAN THE PREVIOUS INVERT EI.EV RADIUS ANGLE .000 .000 N .014 ANG PT .1)00 ELEMENT NO 25 IS A JUNCTION U!S DATA STATION INVERT SECT LAT-l LAT-2 N Q3 Q4 INVERT-3 INVERT-4 PHI 3 PHI 4 2452.72 1015.82 15 14 0 .014 8.65 .00 ) 017 .07 .00 90 00 .00 RADIUS ANGLE .000 .000 THE ABOVE ELEMENT CONTAINED AN INVERT ELEV WHICH WAS NOT GREATER THAN THE PREVIOUS INVERT ELEV -WARNING THE ABOVE ELEMENT CONTAINED AN INVERT E1..EV WHICH WAS NOT GREATER THAN THE PREVIOUS INVERT ELEV -WARNING o WSPGN PAGJ:!lO WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 26 IS A REACH U!S DATA STATION INVERT SECT 2673.39 1017 .01 15 ELEMENT NO 27 IS A JUNCTION U!S DATA STATION INVERT SECT IAT-l LAT-2 N 2678.051018.04 18 17 0 .014 ELEMENT NO 28 IS A REACH UIS DATA STATION INVEP.T SECT 2938.001019.28 18 ELEMENT NO 29 IS A JUNCTION U/5 DATA STATION INVERT SECT LAT-) LAT-2 N 2938.001019.29 20 19 0 .014 ELEMENT NO 30 IS A REACH U!S DATA STATION INVERT SECT 3050.001019.89 20 ELEMENT NO 31 IS A REACH U!S DATA STATION INVERT SECT 3179.021021.04 20 ELEMENT NO 32 IS A JUNCTION UIS DATA STATION INVERT SECT LAT-l LAT-2 N 3179.021021.04 22 21 0 .014 N .014 03 1.58 N .014 03 14.27 N .014 N .014 03 2.21 RADIUS ANGLE .000 .000 ANG PT .000 O' .00 UNERT-) INVERT-4 PHI 3 PHI 4 1020.54 .00 90 00 .00 RADIUS ANGLE .000 .000 RADIUS ANGLE .000 .000 ANG PT .noo O' .00 n,vERT-) INVERT-4 PHI 3 PIlI 4 1020.03 .00 90.00 .00 RADIUS ANGLE .000 .000 RADIUS ANGLE .000 .000 RAUIUS ANGLE .000 .000 ANG PT .000 ANG P~' .000 It..VERT-3 INVERT-4 PHI 3 PIlI 4 1021.04 .0090.00 .00 RADIUS ANGLE .000 .000 -WARNING -WARNING O' .00 THE ABOVE ELEMENT CONTAINED AN THB ABOVE ELEMENT CONTAINED AN El.EMENT NO 33 IS A REACH U!S DATA STATION INVERT SECT 3397.271021.64 22 INVERT ELEV WHICH WAS NOT GREATER THAN THE PREVIOUS INVERT ELEV INVERT ELEV WHICH WAS NOT GREATER THAN THE PREVIOUS INVERT ELEV RADIUS ANGLE .000 .000 o W S P G N WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 34 IS A JUNCTION U!S DATA STATION INVERT SECT LAT-l LAT-2 N 3397.271021.64 24 23 0 .014 Page 2 N .014 03 1.55 ANG PT .000 PAG!: NO O' .00 llWERT-3 INVERT-4 PHI 3 PHI 4 1022.89 .0090.00 .00 RADIUS ANGLE .)00 o MAN H o MAN H o MAN H 1 MAN H o MAN H o MAN H 1 . MAN H o MAN H o MAN H o MAN H o 5 MAN H 1 MAN H o NAN H 1 MAN H o NAN H o , ,-so . . . THE ABOVE ELEMENT CONTAINED AN THE ABOVE ELEMENT CONTAINED AN ELEMENT NO 35 IS A REACH u/s DATA RBINGl INVERT ELEV WHICH WAS NOT GREATER THAN THE PREVIOUS INVERT ELE'l INVERT ELEV WHICH WAS NOT GREATER THAN THE PREVIOUS INVERT ELE'J . STATION INVERT SECT 3420.501021.75 24 N .014 ELEMENT NO 36 IS A REACH u/s MTA STATION INVERT SECT 3492.701022.36 24 N .014 .000 '-WARNING '-WARNING .000 MAN H 1 MAN H o ELEMENT NO 37 IS A JUNCTION U!S DATA STATION INVERT SECT LAT-l LAT-2 N Q3 Q4 INVERT-3 INVERT-4 PHI 3 PilI 4 3492.70 1022.36 24 17 0 .014 .01 .00 1023.61 .00 90.00 .00 RADIUS ANGLE .000 ,ODD THE ABOVE ELEMENT CONTAINED AN INVERT ELEV WHICH WAS NOT GREATER THAN THE PREVIOUS INVERT ELE'1 '-WARNING THE ABOVE ELEMENT CONTAINED AN INVERT ELEV WHICH WAS NOT GREATER THAN THE PREVIOUS INVERT ELE'l -WARNING WARNING - ADJACENT SECTIONS ARE NOT IDENTICAL - SEE SECTION NUMBERS AND CHANNEL DEFINITIONS ELEMENT NO 38 IS A REACH UIS MTA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 3588.921023.59 27 .014 .000 .000 .000 0 ELEMENT NO 39 IS A JUNCTION U/S DATA STATION INVERT SECT LAT-l LAT-2 N 3588.92 1023.59 29 28 0 .014 03 340 0' .00 THE ABOVE THE ABOVE o ELEMENT CONTAINED AN INVERT ELEV WHICH WAS NOT GREATER THAN THE PREVIOUS INVERT ELEV ELEMENT CONTAINED AN INVERT ELEV WHICH WAS NOT GREATER THAN THE PREVIOUS INVERT ELEV Ii S P G N WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 40 IS A RSACH V!S DATA STATION INVERT SECT 3641.811023.66 29 N .014 ELEMENT NO 41 IS A RSACH U!S DATA STATION INVERT SECT 3650.011023.90 29 ELEMENT NO 42 IS A RSACH ~ ~ V!S DATA STATION INVERT SECT 3700.00 1024.15 29 N .014 N .014 ELEMENT NO 44 IS A JUNCTION U!S DATA EI,EMENT NO 43 IS A REACH V!S DATA STATION INVERT SECT 3710.36 1024.20 29 N .014 THE ABOVE ELEMENT CONTAINED AN THE ABOVE ELEMENT CONTAINED AN ELEMENT NO 45 IS A REACH U!S DATA EI,EMENT NO 46 IS A JUNCTION V!S DATA THE ABOVE ELEMENT CONTAINED AN Tm: ABOVE ELEMENT CONTAINED AN ELEMENT NO 47 IS A REACH U!S DATA STATION INVERT SECT LAT-l LAT-2 N 3710.36 1024.20 31 30 0 .014 03 1.56 0' .00 RADIUS .000 ANGLE .000 ANG PT . .)00 INVERT ELEV WHICH WAS NOT GREATER THAN THE PREVIOUS INVERT ELEV INVERT ELEV WHICH WAS NOT GREATER THAN THE PREVIOUS INVERT ELEV STATION INVERT SECT 3770.581024.20 31 N .014 RADIUS ANGLE .000 .000 ANG PO; .llOO STATION INVERT SECT LAT-1 LAT-2 N 3770.58 1024.20 31 34 0 .014 03 7.73 0' .00 INVERT-3 INVERT-4 PHI 3 PHI 4 ]024.26 .0090.00 .00 RADIUS ANGLE .000 .000 -WARNING - WARNING PAGl: tlO RADIUS ANGLE .000 .000 ANG PT .(100 INVERT ELEV \liHIeH \liAS NOT GREATER THAN THE PREVIOUS INVERT ELEV INVERT ELEV I'iHICH WAS NOT GREATER THAN THE PREVIOUS INVERT E1EV STATION INVERT SECT 3899.17 1025.14 31 N .014 RADIUS ANGLE 22.896 20.520 ANG PT .000 RADIUS ANGLE .000 .000 ANG PT .(100 RADIUS ANGLE .000 .000 ANG PT .000 ll'VERT-3 INVERT-4 PHI 3 PIlI 4 1024.75 .0090,00 .00 RADIUS ANGLE .000 .000 -WARNING -WARNING RADIUS ANGLE .000 .000 ANG PT .000 HVERT-3 INVERT-4 PHI 3 PHI 4 1024.75 .009000 .00 RADIUS ANGLE .000 .000 -WARNING -WARNING RADIUS ANGLE .000 .000 ANG PT .(100 ELEMENT NO 48 IS A JUNCTION U!S DATA STATION INVERT SECT LAT-1 LAT-2 N Q3 Q4 I1WERT-3 INVERT-4 PHI 3 PHI 4 3899.171025.14 33 32 0 .014 1.87 .00 1025.66 .0090.00 .00 RADIUS ANGLE .000 .000 THE ABOVE ELEMENT CONTAINED AN INVERT ELEV WHICH WAS NOT GREATER THAN THE PREVIOUS INVERT ELEV -WARNING THE ABOVE ELEMENT CONTAINED AN INVERT ELEV WHICH WAS NOT GREATER THAN THE PREVIOUS INVERT ELEV -I'iARNING o I'iSPGN PAGE NO WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 49 IS A REACH U!S DATA STATION INVERT SECT 4.003.781025.66 33 N .014. ELEMENT NO 50 IS A JUNCTION U!S DATA STATION INVERT SECT LAT-l LAT-2 N 4007.78 1025.67 35 34 0 .014 I'iARNING - ADJACENT SECTIONS ARE ELEMENT NO 51 IS A REACH U!S DATA 03 4.93 0' .00 NOT IDENTICAL - SEE SECTION NUMBERS AND CHANNEL DEFINITIONS . STATION INVERT SECT 4130.18 1027.33 33 N .014 EI,EMENT NO 52 IS A JUNCTION U!S MTA STATION INVERT SECT LAT-l LAT-2 N 4130.19 1027.39 33 26 0 .014 WARNING - ADJACENT SECTIONS ARE ELEMENT NO 53 IS A REACH U!S DATA EI,EMENT NO 54 IS A JUNCTION U!S DATA THE ABOVE ELEMENT CONTAINED AN THE ABOVE ELEMENT CONTAINED AN ELEMENT NO 55 IS A REACH 03 .01 Q4 INVERT-3 INVERT-4 PHI 3 PH 4 .00 1028.63 .0090.00 .00 RADIUS ANGLE .000 .000 NOT IDENTICAL - SEE SECTION NUMBERS AND CHANNEL DEFINITIONS STATION INVERT SECT 4229.06 1028.75 35 N .014 STATION INVERT SECT LAT-1 LAT-2 N 4229.061028.75 37 36 0 .014 03 2.32 0' .00 INVERT ELEV WHICH WAS NOT GREATER THAN THE PREVIOUS INVERT E!...E\' INVERT ELEV WHICH WAS NOT GREATER THAN THE PREVIOUS INVERT ELE\' Page 3 RADIUS ANGLE .000 .000 ANG PT .COO INVERT-3 INVERT-4 PHI 3 PFI 4 1026.18 .0045.00 .00 RADIUS ANGLE .000 .000 RADIUS .000 ANGLE .000 ANG PT .C'OO RADIUS .000 ANG PT .coo ANGLE .000 INVERT-3 INVERT-4 PHI 3 1029.41 .0090.00 RADIUS ANGLE .000 .000 -SARNING -SARNING PH 4 .00 MAN H o MAN H o MAN H 1 MAN H o MAN H o MAN H o MAN H 1 MAN H o MAN H o \~\ . . . U/S DATA STATION INVERT SECT 4294.96 1029.69 37 o RBING! N .014 RADIUS .000 w S P G N WATER SURFACE PROFILE - ELEMENT CARD LISTING RADIUS 52.284 RADIUS ANGLE .000 .000 ANGLE 24.120 ELEMENT NO 56 IS A REACH U!S DATA STATION INVERT SECT 4316.97 1029.96 37 ELEMENT NO 57 IS A REACH VIS DATA STATION INVERT SECT 4336.641030.23 37 ELEMENT NO 58 IS A WALL ENTRANCE U/S DATA STATION INVERT SECT 4336.641030.23 38 ELEMENT NO 59 IS A SYSTEM HEADWORI<S VIS DATA STATION INVERT SECT 4336.641030.23 38 N .014 N .014 " .500 W S ELEV -,0:;,0.23 Page 4 ANGLE .000 ANG PT .)00 PAGE NO ANG PT ,100 ANG PT .000 MAN H o 9 MANH o MAN H 1 \ -5z.. . RBING! WARNING NO.2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION I~ llDWKDS, \il S.ELEV = INV + DC o W S P G N - CIVILDESIGN Vers 7.1 PAGE For: RANPAC Inc., Telllecula, California - SIN 560 WATER SURFACE PROFILE LISTING Date: 3-19-2003 Tirne:lO:45:23 TEMECULA CREEK VILLAGE PRIVATE STORM DRAIN FILE: rbingl.wsn .......*.......................................................................................".................................. I Invert I Depth I Water I Q ! Vel Vel I Energy I Super I Critical IFto\! ToplHeight/IBase Wtl INo Wth Station I EIev I (FT) I Elev I (erS) I (FPS) Head I Grd.El.1 Elev I Depth I Jiidth IDia.-FTlor 1.0.1 2L IPrs/Pip -1- -1- -1- -1- -t- -1- -1- -1- -1- -1- -1- -1- -1- 1- L/Elem leh Slopel 1 I ! SF Avel HF ISE DpthlFroude ~IN,)rn Dp I "W I I ZR IType Ch .........1........1........1.........1.........1.......1........1.........].......1........1..."....1.......1.......1.....1....... 1 I ] I 1 1000.001008.00 000 1012.000 81.9 6.52 .6601012.660 .00 2.742 .00 4.00 .00 .00 1 .0 -I~ -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -I~ -1- 1- .00 .00506 .003145 .00 4.00 .000 ., 867 .014 .00 PIPE 1 1 I 1 1000001008.00 4.0001012.000 B1.9 6.52 .6601012.660 .00 2.742 .00 4.00 .00 .00 1 .0 -1- -1- -1- -]- -1- -1- -1- -1- -]- -1- ~I- -1- -1- 1- 47 43 .00506 .003549 .17 4.00 .000 ., B67 .014 .00 PIPE I I I 1 1047.431008.24 9211012.161 81.9 6.55 .6661012.827 .03 2.742 1.11 4.00 .00 .00 1 .0 -1- -1- -1- ~l- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1- 34.85 .00574 .003327 .12 3.95 .344 2.732 .014 .00 PIPE I I I I 1082 28 1008.44 3.822 1012 262 81.9 6.62 .681 1012 943 .00 2.742 1.65 4.00 .00 .00 1 .0 -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1- JUNCT STR .00000 .003015 .00 3.87 .426 .014 .00 PIPE I 1 1 1 1082 28 1008.44 4.060 1012 500 70 0 5.57 .482 1012.983 .00 2.529 .00 4.00 .00 .00 1 .0 -1- -1- -1- -1- -1- -1- -1- -1- -1- -I~ -1- -1- -1- 1- 34.85 .00545 .002756 .10 .00 .000 2.492 .014 .00 PIPE I 1 I I 1117 13 1008.63 4.034 1012.664 70.0 57 .482 1013.146 .00 2.529 .00 4.00 .00 .00 1 .0 -1- -1- -1- -1- -1- -1- -I ~ -1- -1- -1- -1- -1- -1- 1- 13.65 .00525 .002737 .04 .03 .000 2.523 .014 .00 Plf>E 1 1 I 1 1130781008.70 .0001012702 700 57 .482 1013184 .00 2.529 .00 4.00 .00 .00 1 .0 -)- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1- 91.03 .00525 .002551 .23 4.00 .000 2..523 .014 .00 PIPE I 1 I I 1221.81 1009.18 722 1012902 70.0 5.75 .513 1013 415 .00 2529 .03 4.00 .00 .00 1 .0 -1- -1- -1- -1- -1- -I ~ -1- -1- -1- -1- -1- -1- -1- 1- JUNCT STR .00000 .002305 .00 3.77 .414 .014 .00 PIPE 1 I I 1 1221.81 1009.18 3 7e9 1012 969 67.7 5.50 .469 1013.438 .04 484 1. 79 4.00 .00 .00 1 .0 -1- -1- -1- -1- -I~ -1- -1- -1- -1- -1- -1- -1- -1- 1- 56.83 .00563 .002259 .13 3.83 .369 2.410 .014 .00 PIPE o W S P G N - CIVILLJESIGN Vers 7.1 PAGE For: RANPAC Inc., Temecu1a, California - SIN 560 WATER SURFACE PROFILE LISTING Date: 3-19-2003 Time:l0:4523 . TEMECULA CREEK VILLAGE PRIVATE STORM DRAIN FILE: rbingl.wsn .............................................................................................,.................................... I Invert I Depth I Water I Q I Vel Vel 1 Energy I Super ICriticallFlow ToplHeight/lBase Wtl INo Wth Station I E1ev 1 (FT) 1 E1ev 1 (CFS) I lFPSl Head I Grd.El.1 Elev] Depth 1 i'Jidth IDia.-F'I'lor 1.0.1 ZL IPrs/Pip -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1- L/Elem ICh Slope I 1 1 1 SF Avel HF ISE DpthlFroude NINorm Dp 1 "N" 1 1 ZR IType Ch .........1........1........1.........1.....+++.1.......1........1+........1.......1........1...'....1+......1.......1.....1....... I I 1 I 1 I 1 I 1 I 1 I 1278 64 1009.50 556 1013 .056 67.7 5.73 .510 1013.566 .00 2.484 2.51 4.00 .00 .00 1 .0 -1- -1- -1- -1- -I~ -1- -1- -1- -1- -1- -1- -1- -1- 1- 49 67 .00540 .002382 .12 3.56 .466 2.443 .014 .00 PIPE 1 I I I 1328.31 1009.77 3.355 1013 123 67.7 601 .561 1013.684 .00 2.484 2.94 4.00 .00 .00 1 .0 ~I- -1- ~I~ -1- -1- -1- -1- -1- -1- -1- -1- ~I~ -1- 1- 40.63 .00540 .002595 .11 3.36 .542 2.443 .014 .00 PIPE I 1 I 1 1368 94 1009.99 185 1013 173 67 7 6.31 .617 1013.790 .00 2.484 3.22 4.00 .00 .00 1 .0 -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1- 34.84 .00540 .002864 .10 3.19 .609 2.443 .014 .00 PIPE I 1 I I 1403.78 1010.18 3.035 1013.211 677 6.61 .679 1013 890 .00 2.484 3.42 4.00 .00 .00 1 .0 -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- ~ 1- 1- 30.77 .00540 .003185 .10 3.04 .674 2.4<13 .014 .00 PIPE 1 1 I I 1434.55 1010.34 .899 1013 241 67.7 6.94 .747 1013.988 .00 .484 3.57 4.00 .00 .00 1 .0 -1- -]- -1- -1- -1- -1- -1- -1- -1- -]- -1- -1- 1- 27 36 .00540 .003559 .10 90 .740 2.443 .014 .00 PIPE I I I 1 1461.91 1010.49 2.774 1013.263 67.7 7.27 .822 1014.085 .00 2.484 3.69 4.00 .00 .00 1 .0 -1- -1- -1- -1- -1- -1- -1- -1- -1- ~ 1- -1- -1- 1 ~ 13.09 .00540 .003880 .05 2 77 .807 2.443 .014 .00 PIPE 1 1 1 I 147500 1010.56 712 1013 272 67.7 .46 .864 1014.136 .00 484 3.74 4.00 .00 .00 1 .0 -1- -1- ~I- -1- -I~ -1- -1- -1- -1- -1- -1- -1- 1- JUNCT STR .00000 .003391 .00 2 71 .844 .014 .00 PIPE 1 1 1 I 1475.00 1010.56 017 1013.577 64.6 6.35 .627 1014.203 .00 2.425 3.44 4.00 .00 .00 1 .0 -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1- 28 47 .00547 .002945 .08 02 .652 2.360 .014 .00 PIPE I 1 I I 1503 47 1010.72 2.882 1013.598 64.6 6.66 .689 1014 .287 .00 425 3.59 4.00 .00 .00 1 .0 -1- ~I- -I~ -1- -1- -1- -1- -1- -1- -1- -1- -1- 1- 25.26 .00547 .003293 .08 2.88 .715 2.160 .014 .00 PIPE D W S P G N - CIVILDESIGN Vers 7.1 PAGE For: RANPAC Inc., Temecula, California - SIN 560 . Page 1 \S~ . RBING! WATER SURFACE PROFILE LISTING Date: 3-19-2003 Time:l0:45:23 TEMECULA CREEK VILLAGE PRIVATE STORM DRAIN FILE; rbingl.w3n ...,,*****************..............................*********.**.....***.....**.....................,,**................................ I Invert I Depth I Water I Q I Vel Vel I Energy I Super I Critical I FloII Top I Height/ IBase Wt I INo Wth Station I Elev I (IT) I Elell I (CFS) I (FPS) Head I Grd.El.1 Elev I Depth Iilidth IDia.-FTlor 1.0.1 ZL IFrs/Pip -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1- L/Elem ICh Slopel I I I SF Ave I HF ISE DpthlFroude I')N0W Dp I "N" I I ZR IType Ch .........1........1........1.........1.........1......*1*.....**1***...*..1.+.**.*1******.' I...~..*.I.......I.......I.....I....... I 1528.72 1010.85 -1- -1- 22 .02 .00547 I 1550.74 1010.97 -1- -1- 17.90 .00547 I 1568.64 1011.07 -1- -1- 8.30 .00547 I 1576.95 1011 -I- HYIJRAULIC JUMP I 1576.95 1011 -I- 13.17 .12 -1- .00547 I 1590.121011.19 -1- -1- 23.85 .00452 I 1613.97 1011.30 -1- -1- 91 .00452 I 1618881011.32 -)- -1- 4.61 .00543 I 1623.491011.35 -1- -1- HYDRAULIC JUMP o . I 2.758 1013.612 -1- -1- I 2.643 1013.618 -1- -1- 12 -I- I .5361013.609 -1- -I- I 2.435 1013.553 -1- -I- I 2.360 1013.478 -1- -I- I 2.425 1013.615 -1- -1- 64.6 -I- 64.6 -1- 64.6 -1- I 99 .7581014 -1- -1- .003694 .370 -I- .08 .00 -I- 2.76 m -1- .07 .00 -I- 2.64 I 33 .834 1014 -1- -1- .004155 I 7.69 .917 1014 -1- -1- .004686 .526 -1- .D< .00 -1- 2.54 I 64.6 8.06 1.0101014.563 .00 -1- -1- -1- -1- -I- I 37 1.0a8 1014 -1- -1- .005252 2.425 -I- .779 2.425 -1- .847 2425 -1- .917 2.425 -I- 425 -I- 1.054 2.425 -1- .933 2.425 -1- :1.70 -I- 2360 ::.79 -I- ,..360 ::.85 -I- 2.360 ::i.90 -1- .93 -I- 2.360 425 -1- 000 0.91 -1- 2,514 4.00 -I- .014 4.00 -I- .014 4.00 -I- .014 .00 -I- ,014 4.00 -1- .014 4.00 -I- .014 4.00 -I- .014 .00 -I- ,00 .00 -I- .00 .00 .00 -I- .00 .00 .00 -1- .00 00 .00 .00 1 -1- -1- 1- .00 .00 -I- .00 .00 .00 -I- .00 .00 .00 -I- .00 .00 -I- .00 .00 .00 -I- 1 1- PIPE I .0 I 514 1013.812 -1- -I- I 2.514 1013.834 -1- -1- I 2.425 1013.770 -1- -1- Fo):": RANPAC Inc., 64.6 -1- 64.6 -1- 64.6 -1- 64.6 -1- .566 -1- .07 I 10 1.0201014 -1- -1- .004768 .635 -1- .11 .00 -I- 2.36 .35 -1- 2 78 .32 -I- 2.84 771 -1- .02 .00 -1- 2.51 I 7.77 .937 1014 -1- -1- .004502 .748 -I- .02 I 64.6 8.10 1.020 1014.790 .00 -1- -1- -1- -1- -1- 425 -I- .933 ::.87 -I- 2.514 1 1- PIPE I .0 I 7.77 .937 1014 -1- -1- .004776 w S P G N - CIVILDESIGN Vers Temecula, California - SIN WATER SURFACE PROFILE 7.1 560 LISTING 3.87 -I- 2.365 3.91 -I- 1 1- PIPE I .0 .0 1 1- PIPE I .0 1 1- PIPE I .0 .00 1 1- PIPE I .0 1 1- PIPE I .0 1 1- .0 Date: 3-19-2003 Time:l0:45:23 l'AGE TEMECULA CREEK VI LLAGE PRIVATE STORM DRAIN .........................:;~~;.;~;~?;;::~....*...............................................~...........................,........ I Invert I Depth I Water I Q I Vel Vel 1 Energy I Super ICriticallFlo.... ToplHeight/lBase Wtl INo Wth Station I Elev j (FTl I E1ev 1 (CFS) I (FPS) He",d I Grd.El.1 E1ev 1 Depth Illidth IDia.-FTlor I.D.I ZL Iprs/Pip ~I~ -1- -1- -1- -1- -1- -1- -1- -1- -)~ ~I~ ~I~ -1- 1- L/E1em ICh Slopel 1 I 1 SF Ave I HF ISE DpthlFroude NINC>r1l1 Dp I ~W I I ZR IType Ch .........1........1........1.........1.........1.......I........I.........I.......I........!........I.......1.......1..... I....... I 1 I I 1 Ib23.49 1011.35 2.365 1013.710 64.6 35 1.083 1014.793 -1- -1- -1- -1- -1- -1- -1- -1- 78.57 .00543 .005435 .43 I 1702.06 1011.77 -1- -1- 45.66 .00543 I 1747.721012.02 -j- -1- 18.28 .00656 I 1766.00 1012.14 -1- -1- 170.97 .00538 I 97 1013.06 -1- -I- n 03 .00538 1936 I 1950.00 1013.13 -1- -1- JUNCT STR .00000 I 1950.001013.13 -1- -1- 2505 .00524 I 1975.05 1013.26 -1- -1- 3.56 .00524 I 1978.61 1013.28 -1- -[- 20,64 .00531 o . I 3651014.137 -1- -1- I ,2831014 -I- .303 -I- I 2.373 1014.513 -1- -1- I 2.3731015 -1- 433 -1- I 2.4251015.555 -1- -I- I .7691015.899 -[- -I- I 26531015 -I- 914 -I- I 2.6361015. -I- 916 -1- For: RANPAC Inc., TEMECULA CREEK VILLAGE PRIVATE STORM DRAIN 64.6 -I- 64,6 -I- 64.6 -1- 64.6 -1- 6-4.6 -I- 63 0 -1- 63.0 -I- I 1.0831015.220 -1- -1- -1- .005752 .26 8.35 71 I 1.1791015 -!- -1- .005724 .00 -1- 37 .00 -1- 2.37 482 -1- .10 .41 -1- 2.70 I 1.074l015.5a7 -j- -1- -1- .005379 .92 8.32 I 1.074 1016.507 -1- -1- -1- .005206 .07 8.32 I 1.020 1016 -1- -1- .004157 10 575 -I- .00 .00 -I- 2.37 .00 -I- 2.37 .00 -I- 2.42 .00 -1- 2.77 .00 -I- 2.65 I .799 1016 715 -1- -1- -1- .003988 .08 ~ S P G N - CIVILDESIGN Vers 7.1 Telllecula, California - SIN 560 \'lATER SURFACE PROFILE LISTING 63.0 -I- I .716 1016.615 -1- ~ 1- -I ~ .003-482 .09 79 I .788 1016.702 -I~ -1- -J- .003718 .01 7.12 7.17 Page 2 .00 -1- 2.64 2.425 -1- 1.049 2.425 -1- 1.049 2.425 -1- 1.122 2.425 -I- 1.043 2.425 -1- 1.043 2.425 1.000 .394 .755 2.394 .820 2394 .831 3.93 -1- 2.365 3.93 -1- 2.365 3.96 -1- 2.228 3.93 -1- 2.373 3.93 -I- 2.373 69 -1- 2.355 3.78 -I- 2.355 3.79 -1- 2.346 4.00 -1- .014 4.00 -1- .014 4.00 -I- ,014 4.00 -1- .014 4.00 -1- .014 91 -I- 4.00 -I- .014 4.00 -1- .014 4.00 -I- .014 4.00 -1- .014 Date: 3-19-2003 .00 -I- .00 .00 -1- .00 .00 .00 -1- .00 .00 .00 -I- .00 .00 -1- .00 .00 -I- .00 .00 .00 -1- .00 .00 .00 -I- .00 .00 .00 1 -1- 1- .00 PIPE FAGE .00 .00 1 1- FIPE I .0 1 1- PIPE I .0 1 1- PIPE I .0 1 1- PIPE I .0 .00 1 1- PIPE I .0 .00 1 1- PIPE I .0 1 1- PIPE I .0 1 1- PIPE I .0 .0 Time:10:45:23 \'56t . . . RBINGl FILE; rbingl. wsn ~~~~**********************.....................*...*.....................................................................~.~...... I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlo~l ToplHeight/IBase Wtl IUo Wth Station I Elev I (FT) I Elev I (erS) I (FPS) Head I Grd.El.1 Elev I Depth Iliidth IDia.-FTlor I.D.I ZL iPrs/Pip -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1- L/Elem I Ch Slope I I I I SF Ave I HF I SE Dpth I Froude N I NeJrm Dp I .oN" I I ZR I Type Ch .........1.........1........*1........"1.........1........1........j.........I....***I***..**..t..u.....I.......1.......1.....1........ I I I I I I I I 1 I I I I 1999.25 1013.39 2.529 1015.919 63.0 7.52 .879 1016.798 .00 2.394 ::;.86 4.00 .00 .00 1 .0 -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1- 13.84 .00531 .004496 .06 2.53 .900 2.346 .014 .00 PIPE I I 1 I 2013.09 1013.46 429 1015.892 63 0 89 .967 1016.859 .00 .394 :;,.91 4.00 .00 .00 1 .0 -1- -I ~ -1- -1- -1- -1- -I ~ ~ 1- -1- -1- -1- -1- -1- I.. HYDRAULIC JUMP I I I 2013.09 1013 4.6 2.34.6 1015 809 63 0 8 23 1.051 1016.860 .00 2 394 :: .94 00 .00 .00 1 .0 -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1- 170 18 .00531 .005306 .90 2.35 1.040 2.346 .014. .00 PIPE I 1 I I 2183 27 1014.37 2.34.6 1016 712 63 0 8.23 1.051 1017.753 .00 2.394 :: .94. 4.00 .00 .00 1 .0 -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1- 11.98 .00531 .005145 .06 .35 1.040 2.346 .014 .00 PIPE I I 1 I 2195.25 1014.43 2.394 1016.824 63.0 03 1.001 1017 .825 .00 2.394 :: .92 4.00 .00 .00 1 .0 -1- -1- -1- -1- -I~ -1- -I~ -1- -1- -1- -1- -1- -1- 1- JUNCT STR .00609 .003989 .02 2.39 1.000 .014 .00 PIPE I I I I 2200.18 1014.46 .786 1017.246 60 7 6.50 .656 1017.902 .00 2.34.8 .68 4..00 .00 .00 1 .0 -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1- 16 07 .00436 .003060 .05 2.79 .718 2.442 .014 .00 PIPE I I I I 221625 1014.53 2.74.2 1017.272 60.7 6.61 .679 1017.951 .22 2.34.6 3.71 4..00 .00 .00 1 .0 -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1- 9.89 .00707 .003277 .03 96 .741 2.097 .014 .00 PIPE I I 1 1 2226.14 1014.60 651 1017.251 60.7 6.87 .732 1017.984. .00 2.346 3.78 4.00 .00 .00 1 .0 -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -]- -1- 1- 16.83 .00550 .003643 .07 2.65 .792 2.265 .014 .00 PIPE ] I 1 I 2244.97 1014.70 2.543 1017 .247 60.7 7.20 .806 1018.052 .00 2.348 3.85 4.00 .00 .00 1 .0 -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1- 14.68 .00550 .004106 .06 2.54 .858 2.265 .014 .00 PIPE o W S P G N - CIVILDESIGN Vers 7.1 PAGE .6 For: RANPAC Inc., Temecula. California - SIN 560 WATER SURFACE PROFILE LISTING Date: 3-19-2003 Time:10:45:23 TEMECULA CREEK VILLAGE PRIVATE STORM DRAIN *..**********.**.*.***.**;~~~*:~~~~;;:~~*.**.*.**.****************************************.*.***...*****.****.***************.*** 1 Invert 1 Depth I Water I Q 1 Vel Vel I Energy 1 Super ICriticallF]ow ToplHeightllBase Wtl INo Wth St"tion I Elev 1 (IT) 1 E1e.. 1 (eFS) 1 IFPS) Head 1 Grd.El.1 Elev 1 Depth 1 ~lidth IDia.-FTlor I.D.I 2L IPrs/Pip -1- -1- -1- -]- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1- L/Elem ICh Slope 1 I I I SF Ave I HF ISE DpthlFroude NINe,rrn Up 1 "N" 1 1 ZR IType Ch **.**.*.* 1.******* 1 **.***** 1'******'* 1********* I ****.*~ I*~*~**** I ******.** 1.****** 1******** 1 H .*.*** 1*****.* 1.*".*** 1****'1 *.***** I I I 1 I I I 1 I 1 1 I 1 2259.64. 1014.78 2.442 1017 .226 60.7 7.55 .886 1018.112 .00 2.348 3.90 4.00 .00 .00 1 .0 -1- -1- -1- ~I- -1- -1- -I~ -1- -1- -1- -1- -1- -1- 1- .27 .00550 .004633 .01 2.44 .927 2.265 .014 .00 PIPE I 1 1 I 2260 91 1014.79 2.348 1017.139 60 7 92 .974 1018.113 .00 2.348 3.94 .00 .00 .00 1 .0 -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1- HYDRAULIC JUMP I I I 2260.91 1014 79 2.265 1017.056 60.7 8.27 1.063 1018.119 .00 2.348 3.96 4.00 .00 .00 1 .0 -1- -1- -1- -1- -1- -J- -[- -1- -1- -1- -1- -1- -1- 1- 146.41 .00550 .005501 .81 2.27 .071 2.265 .014 .00 PIPE I I] 1 2407.321015.60 2.2651017.861 607 27 1.0631018.924. .00 348 3.96 4.00 .00 .00 1 .0 -1- -j- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1- 20.68 .00550 .005207 .11 2.27 .071 2.265 .014 .00 PIPE I I I I 2428 00 1015.71 348 1018 058 60 7 7.92 .974 1019.032 .00 2.348 3.94 4.00 .00 .00 1 .0 -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1- JUNCT STR .00000 .004037 .00 2 35 1.000 .014 .00 PIPE I 1 I I 24.28.00 1015.71 2.681 1018 391 59 2 6.61 .679 1019.070 .00 2.318 3.76 4.00 .00.00 1 .0 -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1- 24.72 .00445 .003286 .08 268 .755 2.385 .014 .00 PIPE 1 1 I I 2452.72 1015.82 2.609 1018.429 59.2 6.82 .723 1019.152 .00 2.318 3.81 4..00 .00 .00 1 .0 -1- -1- -1- -1- -1- -1- -1- -1- -1- ~I- -1- -1- 1- JUNCT STR .00000 .002492 .00 2.61 .796 .014 .00 PIPE I I I I 2452.72 1015.82 3.131 1018.951 50 6 4.79 .357 1019 308 .00 2.134 3.30 4. .00 .00 .00 1 .0 -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1- 29.26 .00539 .001660 .05 3.13 .4.72 2.:)38 .014 .00 PIPE 1 1 1 I 2481.98 1015.98 2.986 1018.964 50.6 5.03 .392 1019.356 .00 2.134 3.4.8 4.00 .00 .00 1 .0 -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1- 26.18 .00539 .001849 .05 2.99 .521 2.138 .014 .00 PIPE o W S P G N - CIVILDESIGN Vers 7.1 PA.GE For: RANPAC Inc., Temecu1a, California - SIN 560 WATER SURFACE PROFILE LISTING Date: 3-19-2003 Time:10:45:23 TEMECULA CREEK VILLAGE PRIVATE STORM DRAIN .*.****************..*...:!~~:*;~;~?;;~=~*.**.*...***.*******.....*........***************....,***..*************.......**.****.******* I Invert 1 Depth I Water V,l V,l Energy 1 Super ICritica1 Flow ToplHeight/lBase Wtl INo i'lth Q Page 3 \'55 . RBINGl Station I Elev I (FT) I Elev I (erS) I (FPS) Head I Grd.El.1 Elev I Depth I lii~lth IDia.-FTlor I.D.I ZL (Prs/Pip -1- -1- -)- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1- L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINnrnl Dp I ~W I I ZR (Type Ch ******"** I ******* *1".' ..... I.......... 1.........1.......1. .......1......... I......... I..*.....I.~*' .... ,......... 1.......1......1....... I 2508.17 1016.12 -1- -1- 23.12 .00539 I 2531.891016.25 -1- -1- 21.35 .00539 I 2553.24 1016.36 -1- -1- 5.63 .00539 I 2558.87 1016.39 -1- -1- HYDRAULIC JlThtP I 2558.871016 -I- 14.55 39 -I- .00539 I 2573.42 1016.47 -1- -1- 16.91 .00539 I 2591).33 1016.56 -1- -1- 15.87 ,00539 I 2606.201016.65 -1- -1- 14.89 .00539 I 2621.091016.73 -1- -1- 14.06 .00539 o I 2.8.54 1018 -1- 973 -1- SO 6 -I- I 5.27 .431 1019.405 -1- -)- -1- .002069 .05 .00 -1- 2.85 .00 -I- 2.73 503 -1- .01 .00 -I- 2.62 2.134 -I- .570 2.134 -I- .622 2.134 -I- .675 2 134 -I- 2.134 -I- 1.481 2.134 -I- .555 .134 -1- 1.666 2.134 -I- 1.785 2.134 -I- 1.910 3.62 -I- 2.038 ~" 72 -I- 2.038 ~" 80 -I- 2.038 4.00 -I- .014 4.00 -I- .014 4.00 -I- .014 .00 .00 -1- .00 .00 -I- .00 .00 -I- .00 1 1- PIPE I .0 4.00 -1- .014 4.00 -I- .014 4.00 -I- .014 4.00 -I- .014 4.00 -I- .014 .00 .00 -I- .00 ,DO -1- .00 .00 -1- .00 .00 .00 -I- .00 .00 .00 1 -1- 1- .00 PIPE PAGE .00 1 1- PIPE I .0 I 2.7321018.979 -1- -1- I .6191018.981 -1- -1- I 2.5901018.982 -1- -I- I .738 1018.130 -1- -I- I 1.6931018.164 -1- -I- I .6331018.195 -1- -I- I 1.5761018.224 -1- -I- I .521 1018 -I- 249 -I- For: RANPAC Inc., I 50.6 5.53 .475 1019.454 -1- -1- -1- -1- .002323 .05 50.6 -I- I 5.80 .522 1019 -1- -1- .002500 I 50.6 5.88 .536 1019.518 .00 -1- -1- -1- -1- -I- I 66 1.4481019.578 -1- -)- -1- .009840 .14 ~ .82 4.00 .00 .00 1 .0 -1- -1- -1- 1- .00 1 I- PIPE I .0 .97 -I- 2.038 3.95 -I- 2.038 3.93 -1- 2.038 3.91 -I- 2.038 3.88 -I- 2.038 .00 1 1- PIPE I .0 .00 1 I- PIPE I .0 SO 6 -I- I 50.6 9.99 1.549 1019.713 -1- -1- -1- -1- .011007 .19 I 506 10.48 1.704 1019 -1- ~l- -1- .012538 I 50.6 10.99 1.8751020.098 -1- -1- -1- -1- .014289 .21 I 2.0621020311 -1- -1- -1- .016288 .23 W S P G N ~ CIVILDESIGN Vers 7.1 Temec:ula, California - SIN 560 WATER SURFACE PROFILE LISTING 506 11.52 -I- .00 -1- 1.74 .00 -I- 1.69 899 -I- .20 .00 -1- 1.63 1 1- PIPE I .0 1 1- PIPE I .0 .00 -I- .58 .00 -1- .52 .0 Date; 3-19-2003 Time:l0:45:23 TEMECULA CREEK VILLAGE PRIVATE STORM DRAIN .........*...............~;~~;.:~:~?;;~~?........................................................................................ . I Invert I Depth I Water t Q I Vel Vel 1 Energy I Super lCriticallF]ow ToplHeight/lBase Wtl INo Wth Station I Elev I (FT) I Elev 1 (CFS) 1 IFPS) Head 1 Grd.El.1 Elev 1 Depth I..Jidth IDia.-FTtor 1.0.1 ZL IPnl/Pip -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- ,~ L/Elem ICh Slope I I I I SF Ave) HF ISE DpthlFroude NINNm Dp I NNN I I ZR IType Ch .........1........,........1.........1.........1.......1........1.........1.......,........1........1.......1.......1.....1....... I I 1 1 I 1 1 1 1 I 1 1 I 2635.15 1016.80 1.468 10HL272 50.6 12.09 2.268 1020.540 .00 2.134 3.86 4.00 .00 .00 -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 13.41 .00539 .018578 .25 .47 2.045 2.038 .014 .00 I 2648.571016.88 -1- -1- 12.69 .00539 I 2661.261016.94 -1- -1- 12.13 .00539 I 2673.39 1017 .01 -1- -1- JUNCT STR .22102 I 2678.051018.04 -1- -1- 4.55 .00477 I 2682.601018.06 -1- -1- 22.94 .00477 I 270554 1018.17 -1- -I~ 65.53 .00477 I 2771.07 1018.48 -1- -1- 16693 .00477 2938 I 00 1019.28 -1- -1- STR .00000 JUN" o I 1.4181018.294 -1- -I- I .3691018 -I- 314 -I- I 1.323 1018.333 -1- -I- I 2.278 1020 -1- 318 -I- I 2.3901020.452 -1- -1- I 2.5181020. -I- 689 -1- I 2.4951020.789 -1- -1- -1- .021195 .27 50.6 12.68 -I- I 2.7451021 -1- ~I- .024188 50.6 13 30 -I- .058 -I- .29 .00 -I- .42 .00 -I- 37 .00 -I- 1.32 442 -I- .03 .00 -I- 2.28 .00 -I- 2.39 2.134 -I- 2.188 2.134 -I- 2.341 2.134 -I- 2.503 2.278 -1- 1.000 2.278 -I- .904 2.278 -I- .804 2.278 .691 .278 .525 3.83 -I- 2.038 3.80 -I- 2.038 3.76 -1- 2 58 -I- 3.000 2.41 -I- 3.000 2.20 -I- 3.000 1.88 -I- 3.000 4.00 -I- .014 4.00 -1- .014 4.00 -I- .014 3.00 -I- .014 3.00 -I- .014 3.00 -I- .014 3.00 -1- .014 .25 -1- 3.00 -I- .014 .00 -I- .00 .00 -1- .00 .00 .00 -1- .00 -I- .00 .00 .00 -I- .00 .00 .00 -I- .00 .00 -1- .00 -I- 1 1- PIPE I .0 I 2.6691021.153 -1- -I- I 2.8651022.145 -1- -1- For: RANPAC Inc., I 3.0191021.352 -1- -1- -1- .016550 .08 50.6 13.94 -I- 49 0 -1- I 1.124 1021 -1- -1- .006955 .00 -1- 2.52 .00 -I- 2.67 .00 -I- 2.86 Date: 3-19-2003 .00 1 1- PIPE I .0 51 49.0 -1- I 1.0221021.473 -1- -1- -1- .006302 .14 .00 .0 8.11 49.0 -1- I .9291021 -1- -1- .005786 .618 -1- .3B 1 1- PIPE I .00 1 1- PIPE I .0 73 49.0 -I- I .844 1021.997 -1- -j- -1- .005498 .92 .00 1 1- PIPE I .0 7.37 I .7701022.915 -I~ -1- -1- .0042B7 .00 ~ S P G N - CIVILDESIGN Vers 7.1 Temecula, California - SiN 560 WATER SURFACE PROFILE LISTING 49.0 -I- 7.04 1 1- PIPE I .0 .00 1 1- PIPE I .0 .00 1 1- PIPE I .0 1 1- .00 PIPE PAGE .00 .0 9 Time:10:45,Z3 TEMECULA CREEK VILLAGE PRIVATE STORM DRAIN FILE: rbingl.wsn ... .......... ...................................~.........................................._..~. .....*..*...*..***.... .... ........ . I Invert I Station 1 E1ev I -,- -1- L/Elem 1 Ch Slope I Depth 1 (FT) 1 -I- I Water Elev I I -I- I 1 Vel 1 (FPS) -1- -I- I Vel 1 Head I -I- SF Ave1 Energy 1 Super ICritical Flow ToplHeight/lBase Wtl Grd.E1.1 Elev I Depth \'\idth IDia.~FTlor 1.0.1 -1- -1- -1- -1- -1- aF ISE Dpth I Froude N Norm Dp I "Nn 1 I Q leFS) P"ge4 INo Wth ZL IPr-5/Pip 1- ZR I Type Ch \6f> . . . RBING! ***.*****1****..**1****"...1***-*****1*********1**...**1**..****.1.*..*.***.1......*1.***.***1...;......1.******1*..."..1.*"..1******* I I I I I I I I I I I I I 2938.00 1019.29 3.628 1022.918 34.7 4.91 .375 1023.292 .00 1.914 .00 3.00 .00 .00 1 .0 -1- - j - -1- -1- -1- ~ 1- -1- -1- -1- - 1- -1- -) - -1- 1- 112.00 .00536 .003143 .35 63 .000 1.967 .014 .00 PIPE I I I I 3050.001019.89 3981023.28S 347 4.91 .3751023.663 .00 1.914 .00 3.00 .00 .00 1 .0 -1- -1- -1- -1- -1- -1- -1- -1- -]- -1- -1- -1- -1- 1- 69.04 .00891 .003118 .22 3.40 .000 .664 .014 .00 PIPE I I I I 3119,04 1020.51 3.000 1023.505 34.7 4.91 .375 1023.880 .00 1.914 .00 3.00 .00 .00 1 .0 -1- -1- -1- -1- -1- -1- -j- -1- -1- -1- -1- -1- -1- 1- 40 13 ,00891 .002921 .12 3.00 .000 .664 .014 .00 PIPE I I 1 1 3159 16 1020.86 2.721 1023 584 34.7 15 .412 1023 996 .00 1.914 1.74 3.00 .00 .00 1 .0 -1- ~I- -1- -1- -1- -1- -j- -I~ -1- -1- -1- -1- -1- 1- 19.74 .00891 .002845 .06 2.72 .462 1.664 .014 .00 PIPE I 1 j I 3178.90 1021.04 2.560 1023.599 34.7 5.40 .453 1024.052 .00 1.914 ~.12 3.00 .00 .00 1 .0 -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1- .12 .00891 .002943 .00 2.56 .547 1.664 .014 .00 PIPE 1 1 I I 3179.02 1021.04 2.559 1023.599 34.7 5.40 .454 1024.053 .00 1. 914 ~ .12 3.00 .00.00 1 .0 -J- -1- ~I- ~I- -1- -1- -1- -1- -1- -1- -(- -1-' -1- 1- JUNCT STR .00000 .002684 .00 2.56 .548 .014 .00 PIPE 1 1 I 1 3179.02 1021.04 2.701 1023.741 32.5 4.85 .365 1024.106 .00 1.850 1.80 3.00 .00 .00 1 .0 -1- -1- -1- -1- -1- -1- -(- -1- -1- -1- -1- -1- -1- 1- 218 25 .00275 .002462 .54 2.70 .443 2.462 .014 .00 PIPE I I 1 1 3397.271021.64 2.6221024.262 325 4.96 .3821024.644 .00 1.850 1.99 3.00 .00 .00 1 .0 -1- -1- -1- -1- -1- -1- -1- -1- -)- -1- -1- -1- -1- 1- JUNeT STR .00000 .002347 .00 2.62 .482 .014 .00 PIPE I I 1 I 3397.27 1021.64 2.709 1024.349 31.0 4.61 .330 1024.679 .00 1.803 1.78 3.00 .00 .00 1 .0 -1- -1- -1- -1- -I ~ -1- -1- -(- -1- -1- -1- -1- -I ~ 1- 23.23 .00473 .002223 .05 2.71 .418 1.896 .014 .00 PIPE o W S P G N - CIVILDESIGN VeI:5 7.1 PAGE 10 FOI:: RANPAC Inc., Temecu1a, California - SIN 560 WATER SURFACE PROFILE LISTING Date: 3-19-2003 Time:l0:45:23 TEMECULA CREEK VILLAGE PRIVATE STORM DRAIN FILE: rbing1. wsn ********************************************.*****..**.*......****.***.***..*****..*.*..**......**...********...*********.****.... I Invert 1 Depth I WateI: 1 Q I Vel Vel 1 Energy 1 Supar ICriticallF:ol> ToplHeightllBase Wtl INo Wth Station I Blev 1 (FT) I Elev 1 (eFS) I lFPS) Head I Grd.E1.1 Elev 1 Depth II-lidth IDia.-FTlor I.D.I ZL IPrs/Pip -I ~ -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -I ~ 1- L/Elem I Ch Slope 1 I I 1 SF Ave] HF I SE Dpth 1 Froude N I Norm Dp I NW 1 I ZR I Type Ch **"******1.*.*****1********1*********1*********1*..****1**"*****1********.1*******1********]*+*****"1*******1******.1....*"1******* 1 1 I I 1 ] 1 1 I I 1 I I 3420.501021.75 2.6371024.387 31.0 4.70 .3431024.731 .00 1.803 1.96 3.00 .00 .00 1 .0 -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1- 18.16 .00845 .002346 .04 2.64 .452 1.577 .014 .00 PIPE \ 1 1 I 3438.66 1021.90 2.492 1024.396 31 0 4.93 .378 1024.773 .00 .803 2.25 3.00 .00 .00 1 .0 -]- -1- -1- -1- -1- -(- -1- -1- -1- -1- -1- -1- -1- 1- 14.82 .00845 .002564 .04 2.49 .520 1.577 .014 .00 PIPE 1 1 I 1 3453.471022.03 2.3671024.396 31.0 5.17 .4161024.811 .00 1.803 2.45 3.00 .00 .00 1 .0 -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1- 12.19 .00845 .002834 .03 2.37 .583 1.577 .014 .00 PIPE 1 I 1 1 3465.66 1022.13 2 257 1024 389 31.0 5.43 .457 1024.846 .00 1.803 2.59 3.00 .00 .00 1 .0 -1- -1- -1- -1- -1- -1- -1- -1- -1- -(- -1- -1- -1- 1- 5.95 .00845 .003073 .02 2.26 .644 1.577 .014 .00 PIPE 1 I 1 1 3471.61 1022.18 2.2021024.383 31.0 5.57 .4821024.865 .00 1.803 2.65 3.00 .00 .00 1 .0 -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1 ~ HYDRAULIC JUMP I I I 3471.61 1022.18 1.473 1023 655 31.0 96 .248 1024.903 .00 1.803 3.00 .00 .00 .00 1 .0 -1- -1- -1- '-1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1- 21.09 .00845 .011350 .24 1.47 1.472 1.577 .014 .00 PIPE I 1 1 1 3492.70 1022.36 1.420 1023.780 31.0 9.40 1.372 1025.152 .00 1.803 3.00 3.00 .00 .00 1 .0 -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1- JUNCT STR .00000 .012082 .00 1.42 .580 .014 .00 PIFE I 1 I I 3492.70 1022.36 1.419 1023 779 31.0 9.41 1.374 1025 152 .00 .803 .00 3.00 .00 .00 1 .0 -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1- 22.24 .01278 .011897 .26 1.42 .581 1.396 .014 .00 PIPE I 1 1 1 3514.94 1022.64 1.432 1024.076 31.0 9.29 1.340 1025.417 .00 1.803 3.00 3.00 .00 .00 1 .0 -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1- 37.98 .01278 .010998 .42 1. 43 1.553 1. 396 .014 .00 PIPE o W S P G N - CIVILDESIGN Vers 7.1 FAGE 11 For: RANFAC Inc., Temecu1a, California - SIN 560 WATER SURFACE PROFILE LISTING Date: 3-19-2003 Time:l0:45:23 TEMECULA CREEK VILLAGE PRIVATE STORM DRAIN ****.*...*************...:~~~~*:~~~?:;~=~.****....*****"***********..*.*.**********.******.~..**.*******.*........*,,*********.**.. I Invert] Depth I Water 1 Q I Vel Vel 1 Energy 1 Super 1 Cd tical Stil.tion I Elev I (FT) I Elev 1 (ers) I IFPS) Head 1 Grd.E1.1 Elev 1 Depth -1- -1- -1- -1- -1- -1- -1- -1- -1- L/Elem ICh Slopel I 1 I SF Ave I HF ISB DpthlFroude N *********1********1********1*********1**-******1***.***1********1*****.*.*1*******1******** Flow ToplHeight/lBase Wtl INo Wth l\idth IlJia.-FTlor I.D.I ZL IPr5/Pip -1- -1- -1- ]- Norm Dp I NW I I ZR IType Ch ..**'..*1"******1****...1-****1******* I I I I 3552.92 1023.13 I 1.4861024.616 I 1.2181025.834 31.0 8.86 .00 1.803 3.00 3.00 .00 .00 .0 Page 5 \'51 . -1- -1- 17 .34 .01278 I 3570.261023.35 -1- -1- 9,57 .01278 I 3519.831023.4.7 -1- -1- 5.62 .01278 I 3585451023.55 -1- -1- 2.64. .01278 I 3588.091023.58 -1- -1- .83 .01278 I 3588.92 1023.59 -1- -1- JUNeT STR .oaooo I 3588.92 1023.59 -1- -1- 26.08 .00510 I 3615.00 1023.72 -1- -1- 24.19 .00510 I 3639.191023.85 -1- -1- 2.62 .00510 o -I- I 1.543 1024.895 -1- -I- I .603 1025.077 -1- -I- I .6651025.211 -1- -I- I 1.7321025.312 -1- -I- I 8031025 -1- 393 -I- I 3251025 -1- 915 -1- -1- -1- RaINGl -1- -1- -1- -1- .009683 .17 1.49 I 31.0 8.45 1.108 1026.002 -1- -1- -1- -1- .OOflS34 .08 I 31.0 a.05 1.007 1026.084 -1- -1- -1- -1- .007526 .04 I 31.0 7.68 .915 1026.126 -[- -1- -1- -1- .006644 .02 I 31.0 7.32 .832 1026.144 -1- -1- -1- -1- .005869 .00 31.0 -I- 27.5 -1- 27.5 -1- 275 -I- I 98 .7561026. -1- -1- .003857 I 4.69 .34.1 1026.256 -1- -1- -1- .002334 .06 I 4.91 .3751026 -1- -1- .002603 I .413 1026.380 -1- -1- ~I~ .002767 .01 W S P G N - CIVILPESIGN Vets 7.1 Teme-culd, Califotnia ~ SIN 560 WATER SURFACE PROFILE LISTING 515 .00 -1- 1.54 .00 -1- 60 .00 -I- 1.73 149 -I- .00 .00 -I- 1.80 -I- 1.446 1.803 -I- 1.252 .00 -I- .67 1.803 -I- 1.164 1.803 -I- 1.080 1.803 -1- 1.000 -1- -)- 1.396 .014 .803 -1- .346 ,:.00 -I- 1.396 3.00 -I- .014 3.00 -I- .014 3.00 -1- .014 3,00 -I- .014 2.94 3.00 -1- -1- .014 .00 .00 -I- .00 .00 .00 -I- .00 .00 .00 -1- .00 .00 -1- .00 -1- 1- .00 PIPE I .0 I.. PIPE I 1 1- PIPE I .0 .00 1 1- PIPE I .0 I .2191025.942 -I ~ ~ 1 ~ I 2.1211025.968 -1- -1- Fot: RANPAC Inc., .00 -I- 2.33 317 -1- .06 .00 -I- 2.22 1.697 -I- .539 1.697 -1- .594 1.697 -1- .649 2.99 -I- 1.396 2.98 -I- 1.396 2.96 -I- 1.396 .50 -I- 1.714 2.63 -1- J.714 2.73 -I- 1.714 3.00 -1- .014 3.00 -1- .014 3.00 -I- .014 1 1- PIPE I .0 .00 .00 1 .0 -1- 1- .00 PIPE I .00 .00 -1- .00 .00 .00 -1- .00 1 1- PIPE I .0 1 1- PIPE I .0 .00 -1- 2.12 .00 .00 1 .0 -1- 1- .00 PIPE PAGE 12 Date: 3-19-2003 TimQ: 10:45:23 TEMECULA CREEK VILLAGE PRIVATE STORM DRAIN ~.~.~............*.......:~~~;.:~;~~;;~~~...........................~..~.....................,.......................~............ 1 Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlo~ ToplHeight/IBase Wtl INo Wth Station 1 Elev 1 (FT) I Elev 1 (CFS) 1 (FPS) Head I Grd.El.J Elev 1 Depth II'l1dth IDia.-FTlor 1.0.1 ZL IPrs/Pip -1- -1- -1- -1- ~ 1 ~ -1- -1- -1- -! - -1- -1- -I ~ -1- 1- L/Elem ICh Slopel 1 I 1 SF Ave) HF ISE DpthlFroude NINom Dp I "N" I I ZR IType Ch .........1........ 1........1.... .....1.........1.......1.. .~....I ~".""'I'." ...1........1........1.......1..... ..1......' I' ....... 1 I 1 1 1 I 1 1 1 I 1 1 I 3641.81 1023.86 111 1025.970 27.5 5.18 .n7 1026.388 .10 1. 697 2.74 3.00 .00 .00 -1- -1- -1- -1- -1- -I~ -1- -1- -1- -1- -1- -1- -I~ 8.20 .00488 .002B39 .02 2.21 .656 1.738 .014 . I 31i50.01 1023.90 -1- -1- 23.07 .00500 I 3673.081024.02 -1- -1- 21.71 .00500 I 3694.79 1024.12 -1- -1- 5.21 .00500 I 3700.001024.15 -1- -1- 10.36 .004B2 I 3710.361024.20 -1- -I ~ JUNCT STR .00000 I 3710.36 1024.20 -1- -1- 27.82 .00000 I 313e.18 1024.20 -1- -1- 32.40 .00000 I 3770.58 1024.20 -1- -1- JUNC! STR .00000 o I 2.081 1025.981 -1- -1- I 1.9931026.008 -1- -1- I .9121026. -I- 036 -I- 27.5 -I- 27 5 -I- 27.5 -1- 27.5 -I- 27.5 -1- 26.0 -1- 26.0 -I- 260 -I- I .431 1026.411 -[- -1- -1- .003070 .07 5 27 I .474 1026 -1- -1- .003452 5.52 m -1- .07 .00 -1- 2.0e .00 -I- 1.99 .00 -I- 1.91 .00 -1- 1.89 .00 -I- 1.86 .00 -I- 2.09 .00 -I- 2.19 .00 -1- 2.29 1.697 -I- .675 1.697 -1- .733 1.697 -I- .795 1.697 -I- .Bll 1.697 -1- .B37 1.646 -I- .631 1.646 -1- .573 1.646 -I- .523 2.77 -I- 1.725 2.83 -I- 1. 725 2.88 -I- 1.725 2.89 -I- 1.746 2.91 -I- 2.76 -I- .000 2.66 -I- .000 2.55 -I- 3.00 -1- .014 3.00 -I- .014 3.00 -1- .014 3.00 -I- .014 3.00 -I- .014 3.00 -1- .014 3.00 -I- .014 3.00 -I- .014 Date: 3-19-2003 .00 .00 -1- .00 .00 -I- .00 .00 -1- .00 .00 -I- .00 .00 -1- .00 .00 .00 -1- .00 .00 -I- .00 .00 1 ~I- I~ .00 PIPE FAGE .00 1 1- PIPE I .0 I 1.8931026 -I- I .8631026 -1- 043 -I- 063 -I- I .521 1026.557 -I~ -1- -1- .003711 .02 5.79 I .533 1026.571 -1- -1- -1- .003860 .04 5.86 I .554 1026 -1- -1- .003249 5.97 617 -I- .00 1 1- PIPE I .0 I 2.0901026.290 -1- -I- I 2.1941026.394 ~ 1- -I- I 2.2931026.493 -1- -1- For: RANPAC Inc., I .380 1026.669 -I~ -1- -1- .002397 .07 4.94 I .3421026.736 -1- -1- -1- .002138 .07 4.69 I .3121026 B05 -I~ -I~ -1- .001408 .00 W S P G N - CIVILDESIGN Vers 7.1 Temecula, California - SiN 560 WAtER SURfACE PROFILE LIStING ." .00 1 1- PIPE I .0 .00 1 1- PIPE I .0 .00 1 1- PIPE I .0 .00 1 1- PIPE I .0 1 1- PIPE I .0 .00 .00 1 1- PIPE I .0 .0 13 Time:l0:45:23 TEMECULA CREEK VILLAGE PRIVATE. STORM DRAIN FILE: rbing1.wsn ..............................................................................................~.....*................................. I Invert I Depth I Water I Q 1 Vel Vel I Energy 1 Super ICritica11Flow ToplHeight/IBase Wtl INo Wth Station 1 Elev I (FT) I Elev I (eFS) I lFPS) Head I Grd.E1.1 Elev I Depth 1 Ii'idth IDia.-FTlor l.D.1 ZL IPrs/Pip -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1- L/Elem ICh Slope I 1 1 I SF Ave 1 Hf ISE DpthlFroude NINcrm Dp 1 "N" I I ZR IType Ch .........I*........I........I........~.I.~........I.......I...........I....~......I.......I....*.*.I......~.I......~I~.~....I........I*.~..... I 1 1 I I 3710.58 1024.20 2.623 1026.823 18.3 2.79 .120 1026.944 -1- ~I- ~I- -1- -1- -1- -1- -1- 20.19 .00731 .000822 .02 . Page .00 -I- 2.62 1.368 .270 1.99 -1- 1.215 3.00 -I- .014 .00 .00 -I- .00 1 1- PIPE I .0 \7't> . 3790.77 1024.35 -1- -1- 17 12 .00731 , 3807.89 1024.47 -1- ~ I ~ 14.95 ,00731 , 3822.84 1024.58 -1- -1- 13 54 .00731 , 3836371024.68 -1- -1- 1225 .00731 , 3848.62 1024.77 -1- -1- 11.08 .00731 , 3859701024.85 -1- -l- ID 21 .00731 , 386991 1024.93 -1- -1- 9.29 .00731 , 3879.201024.99 -1- -1- 8.50 .00731 o 2.4801026.828 -1- -1- , 2.357 1026.830 -1- -1- , 2.2481026.830 -1- -1- , 21481026829 -1- -)- , 2.0561026.827 -1- -1- , .971 1026 823 -1- -1- , .891 1026.817 -1- -1- , 1.8161026.810 -1- -1- For: RANPAC Inc., 18.3 -I- RBING! 92 .133 1026.960 -1- -1- -1- ,000899 .02 .00 -I- 2.48 1.368 -I- .310 :<:.27 -,- 1.215 3.00 -I- .014 .00 .00 -I- .00 1 ,- PIPE , 18 3 -,- , 3.06 .1461026 -1- -1- .000995 976 -I- .01 .00 -I- .36 1. 36~ -,- .347 2.46 -I- 1.215 3.00 -I- ,014 3.00 -I- .014 .0 18.3 -I- , 3.21 .160 1026.990 -1- -1- -1- .001108 .02 .00 -I- 2.25 .368 -,- .3B3 1.366 -I- .420 ::'.60 -[- 1.215 .00 .00 -,- .00 .00 .00 -I- .00 I ,- PIPE , .0 , 16 3 3 37 .176 1027.005 -I ~ -1- -1- -1- .001240 .02 1B.3 -I- , 3.54 .1941027 -I~ -j- .001391 021 -,- .02 .00 -I- 2.15 ::.71 -I- 1.215 3.00 -I- .014 I ,- PIPE , .0 , 18.3 3.71 .213 1027 -1- ~ 1- -1- .001566 036 -,- .02 .00 -I- 2.06 368 -I- .458 1.368 -,- .497 ::.79 -I- 1.215 3.00 -I- .014 .00 .00 -,- .00 .00 .00 -I- .00 1 ,- PIPE , .0 , 18.3 3.89 .2351027.052 ~I- -I~ -I~ -1- .001765 .02 , .2581027.068 ~I- ~I~ -1- .001994 .02 W S I:' G N - CIVILDESIGN Vers 7.1 Temecula, California - SIN 560 WATER SURFACE PROFILE LISTING 18 3 -,- .08 ::.B5 -I- 1.215 3.00 -I- .014 1 ,- PIPE , .0 .00 -I- 1.97 .00 -I- B9 1.308 -I- .538 2.90 -I- 1.215 3.00 -I- .014 .00 .00 -I- .00 I ,- PIPE , .00 -I- .B2 1.368 -I- .582 ::.93 -I- 1.215 3.00 -I- .014 .0 .00 .00 -,- .00 1 [- PIPE , .0 .00 .00 1 .0 ~ I ~ 1- .00 PIPE I'AGE 14 Date: 3-19~2003 Time: 10:45:23 TEMECULA CREEK VILLAGE PRIVATE STORM DRAIN FILE: rbing1.wsn ............................... ................. ....... ...................... ....... ....... ....~.. .................. ........... ...... I Invert 1 Depth I \'later I Q I Vel Vel I Energy I Super ICriticl:IlI Floo,,' ToplHeight/IBase Wtl INo \'lth Station I Elev 1 (IT) I Elev I (CFS) I (FPS) Heild 1 Grd.El.1 Elev 1 Depth 1 lIidth 10iil.~FT)or 1.0.1 ZL IPrs/pip ~I- ~I~ -I~ -1- -1- -1- -1- -I~ -1- ~)~ -1- -!- -1- 1- L/Elero. ICh Slope I 1 I I SF Ave I HF ISE DpthlFroude N)NoIn Dp I ~N~ 1 I ZR IType Ch .........1........1........).........1.........1.......I........I.........I.......I........).~......I.......1.......1....' I....... I I I 1 I 1 I I I I I I 3887.701025.06 .7451026.801 18.3 4.28 .2841027.085 .00 1.368 2.96 3.00 .00 .00 1 .0 -1- -1- -1- -1- -1- -1- -1- -) ~ -1- -1- -1- -1- -1- I ~ 7 43 .00731 .002.255 .02 1.75 .628 1.215 .014 .00 PIPE I I I I 3895.13 1025.11 1.679 1026,790 18 3 .49 ,313 1027 .102 .00 1.368 2.98 3.00 .00 ,00 1 .0 -1- -1- -1- ~)- -1- -1- -1- -1- -1- -1- -1- ~I~ -1- 1- 4.04 .00731 .002485 .01 1.68 .676 1.215 .014 .00 PIPE I 1 1 I 3899 17 1025.14 1.642 1026.782 18 3 4.61 .330 1027 112 .00 1.368 .99 3.00 .00 .00 1 .0 -1- -1- -1- -1- -1- -1- -1- ~I- -1- -1- -1- -) - -1- 1- JUNCT STR .00000 .002035 .00 1.64 .706 .014 .00 PIPE 1 1 I I 3899.171025.14 1.8211026.961 16.4 3.65 .2071027.168 .00 .293 93 3.00 .00 .00 1 .0 -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -I~ -1- -1- 1- 14 92 .00497 .001595 .02 1.82 .520 1.273 .014 .00 PIPE I I 1 1 3914.08 1025.21 1.750 1026 964 16 4 3.83 .228 1027.192 .00 1.293 2.96 3.00 .00 .00 1 .0 -1- -)- -1- -I~ ~I~ -1- -1- -1- -1- -1- -I~ ~I- -1- 1- 13 97 .00497 .001804 .03 1. 75 .561 1.273 .014 .00 FIPE I I 1 I 3928.05 1025.28 1. 683 1026 967 16 4 .02 .250 1027.217 .00 1.293 2.98 3.00 .00 .00 1 .0 -1- -1- -1- -1- ~I- ~I~ ~I- -1- -1- -1- -1- -)- ~I- I~ 13 30 .00497 .002042 .03 1.68 .604 1.273 .014 .00 PIPE 1 I I I 3941.361025.35 1.6191026969 164 .21 .2751027.244 .00 1.293 2.99 3.00 .00 .00 1 .0 -1- -1- -)- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1- 12.60 .00497 .002314 .03 1.62 .650 1.273 .014 .00 PIPE 1 1 1 I 3953.951025.41 1.5581026.970 16.4 4.42 .3031027273 .00 1.293 3.00 3.00 .00 .00 1 .0 -1- -1- -1- -1- -1- -1- -1- ~I~ -)- -1- -1- -1- -1- 1- 11.39 .00497 .002626 .03 1.56 .700 1.273 .014 .00 PIPE 1 I I I 3965.35 1025.47 501 1026 970 16.4 .63 .333 1027.303 .00 1.293 3.00 3.00 .00 .00 1 .0 ~) - -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1- 10.90 .00497 .002982 .OJ .50 .752 1.273 .014 .00 FIPE o \'l S P G N - CIVILDESIGN VeI"5 7.1 PAGE 15 For: RANPAC Inc. Temecula, California - SIN 560 WATER SURFACE PROFILE LISTING Dilte: 3~19-200J Tillle:lO:45:23 . TEMECULA CREEK VILLAGE PRIVATE STORM DRAIN FILE: rbing1.wsn ...*.............................................................................w...*....*........................................ I Invert) Depth I Water 1 Q I Vel Vel I Energy I Super I Critical I Flow ToplHelght/IBase \'It 1 llio Wth Station 1 Elev I (FT) 1 Elev I (CFS) I (FPS) Head 1 Grd.El.1 Elev 1 Depth Ilddth IDia.-FT)oc 1.0.1 ZL IPrs/Pip ~I~ -1- -1- -1- -)- -1- -1- -1- -1- -1- -1- -1- -1- 1- L/Elem ICh Slope I I I 1 SF Ave I HF ISE DpthlFroude NINorm Dp I ~W 1 I ZR jType Ch .........1........1........1.........1.........1+......1........1.........1.......1........1........1.......,.......1.....1....... 1 I 1 , I I I I I I 3976 25 1025.52 .446 1026 969 16.4 4.86 .367 1027 336 .00 1.293 3.00 3.00 .00 .00 -I~ ~I- -I~ -1- -1- -1- -1- -I~ -I~ -1- -1- -1- -1- 70 .00497 .0033139 .03 .45 .1307 1.273 .014 .00 , 3985951025.57 -!- -1- 9.55 .00497 , 1.394 1026.965 ~I~ -I~ 16. -I- , .4031027.369 -1- -1- -1- .003853 .04 . 5.10 Page 7 .00 -,- 1.39 2.99 -I- 1.273 3.00 -I- .014 .293 -I- .866 1 ,- FIPE , .0 .00 -I- .00 .00 1 ,- PIPE .0 \~ . , 3995.50102562 -1- -1- 385 .00497 , 3999361025.64 -1- -j- HYDRAULIC JUMP , 3999.361025.64 -1- -1- 4.42 .00497 , 4003781025.66 -1- -1- JUNCT STR .00250 , 4007.781025.67 -1- -1- 4.06 .01397 , 4011.84 1025.73 -1- -1- 3.80 .01397 , 4015 63 102S.7B -1- -1- 42 .01397 o , 1.3./l3 1026.962 -1- -1- , .296 1026.934 -1- -1- , 2731026.911 -1- -1- , .293 1026.953 -1- -!- , .7031027.373 -1- -1- , .6381027.365 -1- -1- , 1.5761027.356 -1- -1- For: RANPAC Inc. , 16.4 5.60 .488 1027.422 .00 -1- -1- -1- -1- -1- , 574 .511 1027 -1- -1- .004842 RBINGl , 16.4 5.34 .4431027.406 -1- -1- -1- -1- .004383 .02 16.4 -I- 422 -I- .02 .00 -I- 1.34 1.293 .929 1.293 -1- -,- :L98 -I- 1.273 3.00 -I- .014 .00 .00 -,- .00 1 ,- PIPE , .0 16.4 -I- , 5.62 .491 1027 -1- -1- .002804 .444 -I- .01 .00 -I- 1.27 293 -,- 1.031 ~. 97 .3.00 .00.00 1 .0 -1- -1- -1- 1- :l.97 -I- 1.273 3.00 -I- .014 .00 .00 -I- .00 1 ,- PIPE , .0 11.5 -,- , 2.77 .119 1027.492 -1- -I~ ~I~ .000962 .00 , .90 .131 1027.496 -1- -1- -1- .001090 .00 .00 -,- 1.29 .293 -,- .000 .!.97 3.00 -j- -1- .014 :~ . 97 -I- .802 3.00 -I- .014 .00 .00 1 .0 -1- j- .00 PIPE , .00 .00 -I- .00 1 ,- PIPE , 11.5 -,- , .1441027.500 -1- -1- -1- .001236 .00 W S P G N - CIVILDESIGN Vers 7.1 Temecu1a, California - SIN 560 WATER SURFACE PROFILE LISTING 11.5 -I- 3.04 .00 -I- 70 1.073 -I- .413 -I- :!.99 -I- .802 3.00 -I- .014 .0 .00 -,- 1.64 1.073 .445 073 :1.00 -,- B02 3.00 -,- .014 .00 .00 -I- .00 1 ,- PIPE , .00 -I- .5' .479 .,- .0 .00 .00 1 -1- 1- .00 PIPE ?AGE .0 16 Date: 3-19-2003 Time:lQ:45 23 TEMECULA CREEK VILLAGE PRIVATE STORM DRAIN ... ** * * * * * * * * * *. *.. ** **....:~~~~* ;~;~~:; ~=~ *....**** ***. *.......... .**... * **. * **. *........ *. * * * *. * ** ... ,.* * * * * *. *. *....* *.. * * * *.. ..... *.*. ** I Invert 1 Depth I Water I Q I Vel Vel I Energy I Super jCriticallFlo~1 TopjHeight/IBase Wtl !lIo Irlth Station I Elev 11FT) I E1ev 1 (CFS! I IFPS) Head 1 Grd.E1.1 Elev I Depth I IHclth IDia.-FTlor I.D.1 2L IPrs/pip -1- -1- -1- -1- -1- -j- -1- -1- -1- -1- -1- -1- -1- 1- L/E1em ICh Slopel I I I SF Avel HF ISE DpthlFroude l\lN,nn Up I UN" I 1 ZR IType Ch *.......*1***......1.....*.*1*****..***1.********1*****..1..**..**1***..*...*1******..1***.*...1.....1.***1**..*..1.**...*I.***wj.*...*. " , 4019.06 1025.83 1. 518 1027.346 11. 5 3.19 .158 1027.504 .00 1. 073 :~. 00 3.00 .00.00 1 .0 -1- -1- -1- -1- -1- -1- -1- ~I- -1- -1- -1- ~I- -1- !- 3.20 .01397 .001403 .00 1.52 .514 .802 .014 .00 PIPE 1 1 j 1 4022.251025.87 1.4621027.334 11.5 35 .174 1027.509 .00 .073 ::.00 3.00 .00 .00 1 .0 -1- -1- -1- -1- -1- -1- -l~ -1- -I~ -1- -1- -I~ -1- 1- 2.88 .01397 .001594 .00 1.46 .552 .802 .014 .00 PIPE 1 j I I 4025.13 1025.91 1. 409 1027.322 11.5 3.51 .192 1027.513 .00 073 ~ .99 3.00 .00.00 1 .0 -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1- .14 .01397 .001697 .00 1.41 .593 .802 .014 .00 PIPE I 1 I 1 4025 27 1025.91 409 1027.323 11.5 3.51 .192 1027 .515 .00 1.073 ;: .99 3.00 .00 ,00 1 .0 -j- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -I ~ 1- HYDRAULIC JUMP " , 4025.27 1025.91 .802 1026.716 11.5 7.55 .884 1027.601 .00 1. 073 ~. 66 3.00 .00.00 1 .0 -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- l- IS ,01397 .014002 .11 .80 1.759 .802 .014 .00 PIPE 1 I 1 I 4033 42 1026.03 .802 1026 830 11.5 55 .884 1027.715 .00 1.073 2.66 3.00 .00 .00 1 .0 -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -j- ~I- -1- 1- 96.76 .01397 .013915 1. 35 .80 1. 759 .802 .014 .00 PIPE I I 1 1 4130.18 1027.38 .805 1028.185 11.5 7.51 .877 1029.061 .00 1.073 .66 3.00 .00 .00 1 .0 -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- j- JUNCT STR 1.02500 .013693 .00 .80 .748 .014 .00 PIPE 1 1 1 1 4130 19 1027.39 .808 1028.198 11.4 7.46 .864 1029.062 .00 073 .66 3.00 .00 .00 1 .0 -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -I ~ 1- ]0.05 .01376 .013387 .40 . B1 1. 731 .805 .014 .00 PIPE 1 I I I 4160241027.80 .813 1028.616 11.4 7.39 .8481029465 .00 073 2.67 3.00 .00 .00 1 .0 -1- -1- -1- -1- -1- -1- -1- -1- -1- -j- -1- -1- -1- 1- 35.96 .01376 .012389 .45 .81 .709 .805 .014 .00 PIPE o \'l S P G N - CIVILDESIGN Vers 7.1 PAGE 17 For: RANPAC Inc. Temecula, California - SIN 560 WATER SURFACE PROFILE LISTING Date: 3-19-2003 Time:10:45:23 . . TEMECULA CREEK VILLAGE PRIVATE STORM DRAIN FILE: rbing1.wsn ......***.****...*.*****..**.************..**.*.***....****.**....w..*..*.**.***.............w.w.*.*.**...........*****............** I Invert I Depth I Water 1 Q 1 Vel Vel 1 EneI"gy I SupeI" ICriticallFlow ToplHeight/IBase Wtl INo wth Station I E1ev 11FT) I E1ev I (erSl I (FPS) Head 1 GI"d.E1.1 Elev 1 Depth I Hidth IDia.-rTlor I.D.1 2L IPrs/Pip -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1- L/Elem ICh Slope 1 I 1 I SF Ave I HF ISE Upthlfwude NINNIIl Up 1 UN" I 1 ZR IType Ch .*.**.***I.**.....I*.......lw.******.I****.....I.....*.I********j*.****..*I***.***I******.*I*'******I*******1.*"'....1*****1******* 1 1 I I 1 4196.19 1028.30 .841 1029.139 11.4 7.05 .771 1029.910 -1- -1- -1- -1- -1- -1- -1- -1- 14.10 .01376 .010839 .15 , 30 1028.49 -1- -1- 7.67 .01376 4210 , 4217.971028.60 -1- -1- , .8701029.362 -j- -1- , .901 1029.499 -1- -1- 11.4 -I- , .701 1030 -1- -1- .009489 063 -I- .07 6.72 11.4 -,- , .637 1030.136 -1- -1- 6.41 -I- Page 8 .00 -I- .84 1.073 -,- 1.600 .00 -I- .B7 1.073 -,- 1.497 .00 -I- 1.073 -I- 2.70 -I- .805 3.00 -I- .014 2.72 -I- .805 3.00 -I- .014 2.75 -,- 3.00 -I- .00 .00 -,- .00 1 ,- PIPE , .0 .00 .00 -I- .00 .0 1 ,- PIPE , .00 -I- .00 1 ,- .0 \(1) . . . 4.95 .01376 I 42:22.921028.67 -1- -1- 3.04 .01376 I 4225.95 1028.71 -1- -1- 1.88 .01376 I 4227.841028.73 -1- -1- .92 .01376 I 4228.761028.75 -1- -1- .30 .01376 I 4229.061028.75 -1- -[- Jrn.CT STR .00000 I 4229.061028.75 -1- -1- 3.12 .01426 o I .9321029.598 -j- -I- I .965 1029.672 -1- -I- I .9991029732 -1- -1- I 1.035 l029.7Bl -1- -1- I .073 1029.823 -1- -I- I 1.4361030.186 -1- -1- For: RANPAC Inc., RBINGl .008308 .04 .90 I 11.4 6.11 .579 1030.177 -1- -1- -1- -1- .007274 .02 I 11.4 5.62 .527 1030 -1- -1- -1- .006372 199 -1- .01 1.401 .805 .014 .00 PIPE I .00 .00 -1- .00 1 1- PIPE I .0 I 11.4 5.55 .4791030.211 -1- -1- -1- -1- .005584 .01 I 11.4 5.30 .435 1030.216 -J- -1- -1- -1- .004881 .00 I 11.4 5.04 .395 1030.218 -t- -1- -1- -1- .002783 .00 I .1161030302 -1- -1- -)- .001079 .00 W S P G N - CIVILtJESIGN Vers 7.1 Temecula, California ~ SIN 560 WATER SURFACE PROFILE LISTING 91 -I- 2.73 .00 -I- .93 1.073 -I- 1.310 :!.7!l -I- .805 3.00 -I- .014 .00 .00 -I- .00 1 1- PIPE I .0 .00 -I- .97 1.013 -I- 1.226 :!.80 -1- .805 3.00 -I- .014 .00 .00 -I- .00 1 1- ?IPE I .0 .00 -1- 1.00 1.073 -1- 1.146 3.00 -1- .014 .00 .00 -I- .00 1 1- PIPE I .0 ::.83 -I- S05 .00 -I- 1.04 3.00 -I- .014 .00 .00 -I- .00 1 1- PIPE I .0 1.073 -I- 1.072 ::.85 -1- .805 .00 .00 1 .0 -1- 1- .00 PIPE :'l\.GE 18 Date: 3-19-2003 Time:10:4S:23 .00 -I- .83 .954 -1- 1.308 2.68 -1- .719 3.00 -I- .014 .00 -I- .07 1.073 -I- 1.000 ..88 -I- 3.00 -I- .014 TEMECULA CREEK VILLAGE PRIVATE STORM DRAIN FILE: rbingl.wsn .............................................................................................~...........................~........ .00 -I- 44 .954 -I- .456 3.00 -1- .014 1 Invert I Depth I Water I Q Vel Vel I Energy 1 Super ICriticallFlml ToplHeight/IBase Wtl INo Wth Station I Elev I (FT) ] Elev I (CFS) (FPS) Head I Grd.E1.1 Elev I Depth 1 1hdth IDia.-FTlor 1.D.1 ZL IPrs/Pip -I~ -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -]- 1- L/Elem ICh Slopel I] SF Ave I HF ISE DpthlFroude NINonl Dp 1 "N" I I ZR IType Ch .... .....1........1........1.........1......... .......1........ I..... .... 1.......1........ I. ........1.......1....... I....~ I....... I I I I I I I I 4232.181028.79 .3831030178 1 2.87 .127 1030305 .00 .954 ;:.99 3.00 .00 .00 1 .0 -1- -]- -1- -)- -1- -1- -1- -1- -]- -1- -1- -1- -1- 1- 278 .01426 .001226 .00 1.38 .489 .712 .014 .00 PIPE I I 1 I 4234.96 1028.83 1.334 1030.168 9.1 3.01 .140 1030.309 .00 .954 ;. .98 3.00 .00 .00 1 .0 -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1- 2.64 .01426 .001395 .00 .33 .525 .712 .014 .00 PIPE ]] I I 4237 60 1028.87 1.286 1030.158 9 1 3.15 .154 1030.312 .00 .954 7..97 3.00 .00 .00 1 .0 -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -]- 1- .12 .01426 .001589 .00 1.29 .562 .712 .014 .00 PIPE 1 1 I I 4239 72 1028 90 1.241 1030 143 9.1 3.31 .170 1030 313 .00 .954 :<.95 3.00 .00 .00 1 .0 -1- -]- -1- -]- -1- -1- -1- -1- -]- ~ 1- -]- -1- -1- 1- HYDRAULIC JUMP I I I 4239.72 1028.90 .713 1029.615 91 7,10 .782 1030391 .00 .954 .55 3.00 .00 .00 1 .0 ~I- -)- -1- -1- -1- -1- -)- -1- -1- -1- -1- -1- -1- 1- 32.34 .01426 .013706 .44 .71 1.762 .712 .014 .00 PIPE 1 I I I 4272.05 1029.36 .724 1030 OB7 9.1 6 93 .746 1030 B34 .00 .954 2.57 3.00 .00 .00 1 .0 -1- -1- -1- -1- -1- -1- -1- -]- -1- -1- -1- -1- -I ~ 1- 22 91 .01426 .012422 .2B .72 1.106 .712 .014 .00 PIPE 1 1 I I 4294 96 1029.69 .750 1030 440 9.1 6.61 .678 1031.l1B .07 .954 :<.60 3.00 .00 .00 1 .0 -1- -1- -1- -1- -1- -1- -1- -1- -]- -1- ~I- -1- -1- 1- 22.01 .01227 .011066 .24 .82 1.597 .739 .014 .00 PIPE I I I I 4316 97 1029.96 .168 1030 728 9.1 6.39 .634 1031.362 .00 . 954 ~. 62 3.00 .00.00 1 .0 -1- -1- -1- -1- -]- -1- -1- -1- -1- -I ~ -1- -1- -1- 1- 3.06 .01313 .010323 .03 .77 1.524 .719 .014 .00 PIPE I I 1 1 4320.03 1030.00 .776 1030 778 9 1 6.30 .615 1031.394 .00 .954 2,63 3.00 .00 .00 1 .0 -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1- 7.04 .01373 .009473 .07 .78 1.493 .719 .014 .00 PIPE o W 5 P G N - CIVILllESIGN Vers 7.1 PAGE 19 For: RANPAC Inc" Temecula, California - SIN 560 WATER SURFACE PROFILE LISTING Date: 3-19-2003 Tirne:l0:4S:23 :1.00 -I- .712 TEMSC\JLA CREEl< VILLAGE PRIVATE STORM DRAIN ...........*.............;!~~;.:~;~~;;~~~................................................................................,........ I Invert 1 Depth I Water I Q I Vel Vel I Energy I Super ICritical]Flo~ ToplHeight/jBase Wtl INo Wth Station I Elev I (FT) 1 Elev I (CFS) ] (FPS) Head I Grd.El.1 Elev 1 Depth I Hidth IDia.-FTlor r.D.1 ZL IPrs/Pip -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1- L/Elern ICh Slopel 1 I I SF Avel HF ISE DpthlFroude NINorn Dp I HN" 1 I ZR 11'ype Ch .........1........1........1.........1..*.*....1.......1........1.........1.....*.1........1.........1.......1.......1......1....... 1 1 I I I I I I 1 I 4327 .06 1030.10 .802 1030.901 9.1 6.00 .559 1031.460 .00 .954 2.66 3.00 .00 .00 -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 4.20 .01373 .008286 .03 .80 1.398 .719 .014 .00 I 4331.26 1030.16 -1- -1- 2.66 .01373 I 4333.92 1030.19 -]- -1- 1.63 .01373 4335.55 I 1030.22 I .830 1030.986 -1- -I- I .8591031.052 -1- -I- I 1031.104 .889 9.1 -I- I .509 1031.495 -1- -]- -1- .007252 .02 5.72 91 -I- I .4621031.514 -1- -1- -1- .006347 .01 5.46 9 520 I 1031.524 .420 Page 9 .00 -I- .B6 .954 -I- 1.224 .954 2.71 -I- .719 3.00 -I- .014 2.14 3.00 .00 1 1- PIPE I .0 .00 -I- 1 1- PIPE I .0 .00 .00 .00 .00 -1- 1 1- PIPE I .0 .00 .00 .00 .0 \t;. RBING1 -I- -I- -I- -1- -1- -I- -I- -1- -I- -I- -1- -1- -I- I- . .8B .01373 .005556 .00 .89 146 .719 .014 .00 PIPE I I I I 4336.43 1030.23 .920 1031 .147 1 96 .382 1031.529 .00 .954 ::.77 3.00 .00 .00 1 .0 -1- -1- -1- -1- -1- -1- -1- -I- -I- -1- -1- -I- -I- 1- .21 .01373 .004857 .00 .92 1.072 719 .014 .00 ?IPE I I I I 4336.64 1030.23 .954 1031.184 9.1 4.72 .346 1031.530 .00 .954 ::.79 3.00 .00 .00 1 .0 -I- -I- -I- -1- -I- -I- -I- -1- -1- -I- -I- -1- -I- I- WALL ENTRANCE I I I 4336 64 1030 23 .375 1031.605 1 66 .043 1031. 64B .00 .545 .00 9 00 4.00 .00 0 .0 -I- -1- -1- -I- -I- -I- -I- -1- -I- + -1- -1- -I- I- 0 . . Page 10 \~"';