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HomeMy WebLinkAboutHydrology & Hyrdaulic Analysis73a , �a,3 S osis 4!pf Q ers • Y• HYDROLOGY & HYDRAULIC ANALYSIS TRACT No.'s 23066-1, 23066-29 23066-3 & 23066 COUNTY OF RIVERSIDE PREPARED UNDER THE SUPERVISION OF: Paul Huddleston Jr. R.C.E. 58020 Exp. 6/30/01 Date: W.O. # 1706-23066 0 TABLE OF CONTENTS SECTION TITLE kt$ 161 Di' I. INTRODUCTION A. PROJECT LOCATION B. STUDY PURPOSE C. PROJECT STAFF D. VICINITY MAP II. DISCUSSION • A. HYDROLOGY B. HYDRAULICS III. APPENDICIES 0 0 I. INTRODUCTION A. PROJECT LOCATION The project is located in the County of Riverside B. STUDY PURPOSE The purpose of this study is to analyze the drainage facilities for Tract No.'s 23066-1, 23066-2, 23066-3 & 23066 C. PROJECT STAFF Hunsaker & Associates, Inc. engineering staff involved in this study include: Paul R. Huddleston, Jr., R.C.E. Glenn A. Budd, R.C.E. Matthew W. Busch, Project Designer • • • D. VICINITY MAP 0 C1 0 II. DISCUSSION A. PROJECT LOCATION Tract No.'s 23066-1, 23066-2, 23066-3 & 23066 are located in the County of Riverside (see attached vicinity map for detail) Tract No.'s 23066-1, 23066-2, 23066-3 & 23066 are divided into 9 drainage areas, A, B, C, D, E, F, G, H, & 1, of which drainage areas A through H; inclusive, drain into existing Storm Drain Line "A" per RCFC&WCD plan 843 -PP, and drainage area I drains into existing Storm Drain Line "C" per Riverside County Assessment District 159 street improvement plans. Drainage areas `A' through `H'; inclusive, contain an approximate area of 135.8 acres (73.1 acres of proposed and developed area, 34.2 acres of developed golf course, 1.7 acres of existing development, and 28.5 acres of undeveloped area) and produces a run-off of 305.8cfs in a 100 -year storm. Flow from drainage area `A' through `H'; inclusive, drain into existing Storm Drain Line `A' of RCFC&WCD plan 843 -PP as outlined on attached Exhibit `A' is Drainage area `I' contains an approximate area of 13.4 acres (10.2 acres of proposed and developed area, and 3.2 acres of landscaped area) and produces a run-off of 3.4.1cfs in a 100 -year storm. Flow from drainage area `I' drains into existing Storm Drain Line `C' laterals `C-3' and `C-5' of Assessment District 159 plans. Storm Drain Line `C-3' was designed to accept 11.4cfs and the proposed drainage is 11.4cfs. Storm Drain Line `C- 5' is designed to accept 27.8cfs and the proposed drainage is 22.7cfs. -rjPo?3Dlolo, 9 0 0 PROPOSED 0100 NODE (Actual) 81 5.2 18.5 16.2 7.3 13 47.8 23.1 74 14.7 34.5 87 17.0 33 167.6 68 14.4 60 54.5 EXHIBIT A EXISTING STORM DRAIN LINE A ACTUAL FLOW vs. DESIGN FLOW PROPOSED Q100 CUMULATIVE(Actual) 332.0 350.5 366.7 374.0 421.8 444.9 459.6 494.1 511.1 678.7 693.1 747.6 DESIGN Q100 (Ultimate) 373.0 18.5 16.2 7.3 35.3 37.0 10.0 134.5 20.0 108.5 5.0 70.0 DESIGN Q100 CUMULATIVE 373.0 391.5 407.7 415.0 450.3 487.3 497.3 631.8 651.8 760.3 765.3 835.3 DESCRIPTION EXIST. 0100@ EL CHIMISAL & REDHAWK LINE A EXIST. LINE'F', TRACT 23173 EXIST. LINE 'E', TRACT 23173 EXIST. LINE 'D', TRACT 23173 EXIST. 36" C.M.P. INLET EXIST. LINE 'E', TR. 23173-2 & 24" STUB, TR. 23066 EXIST. 36" C.M.P. INLET EXIST. LINE, PARKSITE & 48" STUB, TR. 23066-3 LINE 'A-3', TR. 23066-3 LINE 'A-2', TR. 23066-2 & 23066-3 EXIST. 36" C.M.P. INLET LINE 'A-1'. TR. 23066-1 n u III. APPENDICIES HYDROLOGY CALCULATIONS 10 YEAR EXISTING 100 YEAR EXISTING 10 YEAR PROPOSED 100 YEAR PROPOSED HYDRAULIC CALCULATIONS • LINE 'A', 'A-1', LINE `A-2', LINE `A-3' LINE `B', LINE 'C-5' LINE 'D' LINE `E' LINE 'F' CATCH BASIN CALCULATIONS & VELOCITY CURVES REFERENCE PLANS HYDROLOGY MAPS 0 0 10 -YEAR EXISITNG • • • EX10.out Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1992 Version 3.3 Rational Hydrology Study Date: 02/19/01 ------------------------------------------------------------------------ 10 YEAR HYDROLOGY STUDY REDHAWK TRACT 23066-1, 23066-2 & 23066-3 EXISTING CONDITIONS ----------------------------------------------------------- ********* Hydrology Study Control Information ********** ----------------------------------------------------------- Hunsaker & Associates Irvine, Inc. - SIN 647 Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 10.00 Antecedent Moisture Condition = 2 Standard intensity -duration curves data (Plate D-4.1) • For 10 the year [ Murrieta,Tmc,Rnch Callorco storm 10 minute intensity = ] area 2.360 used. (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 10.000 to Point/Station 11.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 780.000(Ft.) Top (of initial area) elevation = 1243.000(Ft.) Bottom (of initial area) elevation = 1190.000(Ft.) Difference in elevation = 53.000(Ft.) Slope = 0.06795 s(percent)= 6.79 TC = k(0.530)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 13.022 min. • Rainfall intensity = 2.039(In/Hr) for a 10.0 year storm Page 1 EX10.out UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.833 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 89.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 6.282(CFS) Total initial stream area = 3.700(Ac.) Pervious area fraction = 1.000 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 11.000 to Point/Station 12.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** Top of natural channel elevation = 1190.000(Ft.) End of natural channel elevation = 1174.500(Ft.) Length of natural channel = 663.000(Ft.) Estimated mean flow rate at midpoint of channel = 8.489(CFS) Natural valley channel type used L.A. County flood control district formula for channel velocity: • Velocity = (7 + 8(q^.352)(slope^0.5) Velocity using mean channel flow = 3.67(Ft/s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0234 Corrected/adjusted channel slope = 0.0234 Travel time = 3.01 min. TC = 16.04 min. Adding area flow to channel UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.825 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 89.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Rainfall intensity = 1.818(In/Hr) for a 10.0 year storm Subarea runoff = 3.901(CFS) for 2.600(Ac.) Total runoff = 10.183(CFS) Total area = 6.300(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 11.000 to Point/Station 12.000 • **** CONFLUENCE OF MINOR STREAMS **** Page 2 CJ EX10.out Along Main Stream number: 1 in normal stream number 1 Stream flow area = 6.300(Ac.) Runoff from this stream = 10.183(CFS) Time of concentration = 16.04 min. Rainfall intensity = 1.818(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 13.000 to Point/Station 12.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 414.000(Ft.) Top (of initial area) elevation = 1232.500(Ft.) Bottom (of initial area) elevation = 1174.500(Ft. Difference in elevation = 58.000(Ft.) Slope = 0.14010 s(percent)= 14.01 TC = k(0.530)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 8.746 min. Rainfall intensity = 2.538(In/Hr) for a 10 UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.845 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 89.00 0 year storm Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 7.936(CFS) Total initial stream area = 3.700(Ac.) Pervious area fraction = 1.000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 13.000 to Point/Station 12.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: Stream flow area = 3. Runoff from this stream = Time of concentration = Rainfall intensity = 2 1 in normal stream number 2 700(Ac.) 7.936(CFS) 8.75 min. .538(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 14.000 to Point/Station 12.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 1103.000(Ft.) Top (of initial area) elevation = 1212.800(Ft.) • Bottom (of initial area) elevation = 1174.500(Ft.) Page 3 . EX10.out Difference in elevation = 38.300(Ft.) Slope = 0.03472 s(percent)= 3.47 TC = k(0.530)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 17.107 min. Rainfall intensity = 1.755(In/Hr) for a 10 UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.823 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 89.00 0 year storm Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 5.775(CFS) Total initial stream area = 4.000(Ac.) Pervious area fraction = 1.000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 14.000 to Point/Station 12.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 3 Stream flow area = 4.000(Ac.) • Runoff from this stream = 5.775(CFS) Time of concentration = 17.11 min. Rainfall intensity = 1.755(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 10.183 16.04 1.818 2 7.936 8.75 2.538 3 5.775 17.11 1.755 Largest stream flow has longer or shorter time of concentration Qp = 10.183 + sum of Qb Ia/Ib 7.936 * 0.716 = 5.686 Qa Tb/Ta 5.775 * 0.937 = 5.413 Qp = 21.282 Total of 3 streams to confluence: Flow rates before confluence point: 10.183 7.936 5.775 Area of streams before confluence: 6.300 3.700 4.000 Results of confluence: • Total flow rate = 21.282(CFS) Page 4 . EX10.out Time of concentration = 16.035 min. Effective stream area after confluence = 14.000(Ac.) • ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 70.000 to Point/Station 71.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 650.000(Ft.) Top (of initial area) elevation = 1232.000(Ft.) Bottom (of initial area) elevation = 1166.500(Ft. Difference in elevation = 65.500(Ft.) Slope = 0.10077 s(percent)= 10.08 TC = k(0.530)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 11.189 min. Rainfall intensity = 2.216(In/Hr) for a 10 UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.838 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 89.00 0 year storm Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 4.085(CFS) Total initial stream area = 2.200(Ac.) Pervious area fraction = 1.000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 70.000 to Point/Station 71.000 **** SUBAREA FLOW ADDITION **** UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.838 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 89.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Time of concentration = 11.19 min. Rainfall intensity = 2.216(In/Hr) for a 10.0 year storm Subarea runoff = 0.557(CFS) for 0.300(Ac.) Total runoff = 4.642(CFS) Total area = 2.500(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 30.000 to Point/Station 31.000 **** INITIAL AREA EVALUATION **** Page 5 . EX10.out Initial area flow distance = 392.000(Ft.) Top (of initial area) elevation = 1262.000(Ft.) Bottom (of initial area) elevation = 1217.500(Ft. Difference in elevation = 44.500(Ft.) Slope = 0.11352 s(percent)= 11.35 TC = k(0.530)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 8.924 min. Rainfall intensity = 2.510(In/Hr) for a 10 UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.845 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 89.00 0 0 0 year storm Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 10.598(CFS) Total initial stream area = 5.000(Ac.) Pervious area fraction = 1.000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 31.000 to Point/Station 32.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** Top of natural channel elevation = 1217.500(Ft.) End of natural channel elevation = 1217.000(Ft.) Length of natural channel = 553.000(Ft.) Estimated mean flow rate at midpoint of channel = 16.852(CFS) Natural valley channel type used L.A. County flood control district formula for channel velocity: Velocity = (7 + 8(q^.352)(slope^0.5) Velocity using mean channel flow = 0.86(Ft/s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0009 Corrected/adjusted channel slope = 0.0009 Travel time = 10.71 min. TC = 19.63 Adding area flow to channel UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.817 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 89.00 Pervious area fraction = 1.000; Impervious Page 6 min. fraction = 0.000 . EX10.out Rainfall intensity = 1.627(In/Hr) for a 10.0 year storm Subarea runoff = 7.843(CFS) for 5.900(Ac.) Total runoff = 18.442(CFS) Total area = 10.900(Ac.) 0 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 32.000 to Point/Station 33.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** Top of natural channel elevation = 1217.000(Ft.) End of natural channel elevation = 1160.000(Ft.) Length of natural channel = 1317.000(Ft.) Estimated mean flow rate at midpoint of channel = 26.986(CFS) Natural valley channel type used L.A. County flood control district formula for channel velocity: Velocity = (7 + 8(q^.352)(slope^0.5) Velocity using mean channel flow = 6.77(Ft/s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0433 Corrected/adjusted channel slope = 0.0433 Travel time = 3.24 min. TC = 22.88 min. Adding area flow to channel UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.811 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 89.00 Pervious area fraction = 1.000; Impervious fraction Rainfall intensity = 1.495(In/Hr) for a 10.0 Subarea runoff = 12.245(CFS) for 10.100(Ac.) Total runoff = 30.686(CFS) Total area = 21 0.000 year storm 000(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 32.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 21.000(Ac.) Runoff from this stream = 30.686(CFS) Time of concentration = 22.88 min. Rainfall intensity = 1.495(In/Hr) Page 7 33.000 • EX10.out ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 35.000 to Point/Station **** INITIAL AREA EVALUATION **** Initial area flow distance = 1578.000(Ft.) Top (of initial area) elevation = 1235.000(Ft.) Bottom (of initial area) elevation = 1160.000(Ft. Difference in elevation = 75.000(Ft.) Slope = 0.04753 s(percent)= 4.75 TC = k(0.530)*[(length^3)/(elevation change) ]^0.2 Initial area time of concentration = 18.541 min. Rainfall intensity = 1.679(In/Hr) for a 10 UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.820 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 89.00 Pervious area fraction = 1.000; Impervious Initial subarea runoff = 10.594(CFS) Total initial stream area = 7.700(Ac Pervious area fraction = 1.000 0 year storm fraction = 0.000 Process from Point/Station 35.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 7.700(Ac.) Runoff from this stream = 10.594(CFS) Time of concentration = 18.54 min. Rainfall intensity = 1.679(In/Hr) 33.000 33.000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 40.000 to Point/Station 41.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 800.000(Ft.) Top (of initial area) elevation = 1255.200(Ft.) Bottom (of initial area) elevation = 1198.000(Ft. Difference in elevation = 57.200(Ft.) Slope = 0.07150 s(percent)= 7.15 TC = k(0.530)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 13.021 min. Rainfall intensity = 2.039(In/Hr) for a 10 UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.833 Decimal fraction soil group A = 0.000 Page 8 0 year storm . EX10.out Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 89.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 6.791(CFS) Total initial stream area = 4.000(Ac.) Pervious area fraction = 1.000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 41.000 to Point/Station 42.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** Top of natural channel elevation = 1198.000(Ft.) End of natural channel elevation = 1178.000(Ft.) Length of natural channel = 680.000(Ft.) Estimated mean flow rate at midpoint of channel = 11.715(CFS) Natural valley channel type used L.A. County flood control district formula for channel velocity: Velocity = (7 + 8(q^.352)(slope^0.5) Velocity using mean channel flow = 4.46(Ft/s) • Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0294 Corrected/adjusted channel slope = 0.0294 Travel time = 2.54 min. TC = 15.56 min. Adding area flow to channel UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.826 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 89.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Rainfall intensity = 1.849(In/Hr) for a 10.0 year storm Subarea runoff = 8.860(CFS) for 5.800(Ac.) Total runoff = 15.651(CFS) Total area = 9.800(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 42.000 to Point/Station 43.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** Top of natural channel elevation = 1178.000(Ft.) • End of natural channel elevation = 1161.900(Ft.) Page 9 • - EX10.out Length of natural channel 469.000(Ft.) Estimated mean flow rate at midpoint of channel = 19.724(CFS) Natural valley channel type used L.A. County flood control district formula for channel velocity: Velocity = (7 + 8(q^.352)(slope^0.5) Velocity using mean channel flow = 5.53(Ft/s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0343 Corrected/adjusted channel slope = 0.0343 Travel time = 1.41 min. TC = 16.97 min. Adding area flow to channel UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.823 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 89.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 • Rainfall intensity = 1.762(In/Hr) for a 10.0 year storm Subarea runoff = 7.397(CFS) for 5.100(Ac.) Total runoff = 23.049(CFS) Total area = 14.900(Ac.) • ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 43.000 to Point/Station 33.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1161.90(Ft.) Downstream point/station elevation = 1160.00(Ft.) Pipe length = 222.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 23.049(CFS) Nearest computed pipe diameter = 27.00(In.) Calculated individual pipe flow = 23.049(CFS) Normal flow depth in pipe = 18.35(In.) Flow top width inside pipe = 25.20(In.) Critical Depth = 20.17(In.) Pipe flow velocity = 8.01(Ft/s) Travel time through pipe = 0.46 min. Time of concentration (TC) = 17.44 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 43.000 to Point/Station 33.000 **** CONFLUENCE OF MINOR STREAMS **** Page 10 EX10.out Along Main Stream number: 1 in normal stream number 3 Stream flow area = 14.900(Ac.) Runoff from this stream = 23.049(CFS) Time of concentration = 17.44 min. Rainfall intensity = 1.737(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 30.686 22.88 1.495 2 10.594 18.54 1.679 3 23.049 17.44 1.737 Largest stream flow has longer time of concentration Qp = 30.686 + sum of Qb Ia/Ib 10.594 * 0.891 = 9.437 Qb Ia/Ib 23.049 * 0.861 = 19.850 Qp = 59.973 Total of 3 streams to confluence: Flow rates before confluence point: • 30.686 10.594 23.049 Area of streams before confluence: 21.000 7.700 14.900 Results of confluence: Total flow rate = 59.973(CFS) Time of concentration = 22.879 min. Effective stream area after confluence = 43.600(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 33.000 to Point/Station 34.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** Top of natural channel elevation = 1160.000(Ft.) End of natural channel elevation = 1140.000(Ft.) Length of natural channel = 570.000(Ft.) Estimated mean flow rate at midpoint of channel = 62.174(CFS) Natural valley channel type used L.A. County flood control district formula for channel velocity: Velocity = (7 + 8(q^.352)(slope^0.5) Velocity using mean channel flow = 7.72(Ft/s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0351 • Corrected/adjusted channel slope = 0.0351 Page 11 EX10.out Travel time = 1.23 min. TC = 24.11 min. Adding area flow to channel UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.808 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 89.00 Pervious area fraction = 1.000; Impervious fraction Rainfall intensity = 1.453(In/Hr) for a 10.0 Subarea runoff = 3.758(CFS) for 3.200(Ac.) Total runoff = 63.732(CFS) Total area = 46 0.000 year storm 800(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 33.000 to Point/Station 34.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 46.800(Ac.) Runoff from this stream = 63.732(CFS) • Time of concentration = 24.11 min. Rainfall intensity = 1.453(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 36.000 to Point/Station 34.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 1270.000(Ft.) Top (of initial area) elevation = 1218.300(Ft.) Bottom (of initial area) elevation = 1140.000(Ft. Difference in elevation = 78.300(Ft.) Slope = 0.06165 s(percent)= 6.17 TC = k(0.530)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 16.136 min. Rainfall intensity = 1.812(In/Hr) for a 10 UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.825 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 89.00 0 year storm Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 11.959(CFS) Total initial stream area = 8.000(Ac.) • Pervious area fraction = 1.000 Page 12 • EX10.out ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 36.000 to Point/Station 34.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: Stream flow area = 8 Runoff from this stream = Time of concentration = Rainfall intensity = Summary of stream data: 1 in normal stream number 2 .000(Ac.) 11.959(CFS) 16.14 min. 1.812(In/Hr) Stream Flow rate TC No. (CFS) (min) 1 63.732 24.11 2 11.959 16.14 Largest stream flow has longer Qp = 63.732 + sum of Qb Ia/Ib 11.959 * 0.802 = Qp = 73.321 Rainfall Intensity (In/Hr) 1.453 1.812 time of concentration 9.590 Total of 2 streams to confluence: Flow rates before confluence point: 63.732 11.959 Area of streams before confluence: 46.800 8.000 Results of confluence: Total flow rate = 73.321(CFS) Time of concentration = 24.109 min. Effective stream area after confluence = 54.800(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 34.000 to Point/Station 23.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** Top of natural channel elevation = 1140.000(Ft.) End of natural channel elevation = 1116.000(Ft.) Length of natural channel = 832.000(Ft.) Estimated mean flow rate at midpoint of channel = 76.666(CFS) Natural valley channel type used L.A. County flood control district formula for channel velocity: Velocity = (7 + 8(q^.352)(slope^0.5) Velocity using mean channel flow = 7.45(Ft/s) • Correction to map slope used on extremely rugged channels with Page 13 7e-* X30661 • EX10.out drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0288 Corrected/adjusted channel slope = 0.0288 Travel time = 1.86 min. TC = 25.97 min. • Adding area flow to channel UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.805 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 89.00 Pervious area fraction = 1.000; Impervious fraction Rainfall intensity = 1.395(In/Hr) for a 10.0 Subarea runoff = 5.613(CFS) for 5.000(Ac.) Total runoff = 78.935(CFS) Total area = 59 = 0.000 year storm 800(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 34.000 to Point/Station 23.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 59.800(Ac.) Runoff from this stream = 78.935(CFS) Time of concentration = 25.97 min. Rainfall intensity = 1.395(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 38.000 to Point/Station 23.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 1350.000(Ft.) Top (of initial area) elevation = 1205.000(Ft.) Bottom (of initial area) elevation = 1116.000(Ft. Difference in elevation = 89.000(Ft.) Slope = 0.06593 s(percent)= 6.59 TC = k(0.530)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 16.315 min. Rainfall intensity = 1.801(In/Hr) for a 10 UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.825 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 89.00 0 year storm Pervious area fraction = 1.000; Impervious fraction = 0.000 Page 14 • EX10.out Initial subarea runoff = 12.920(CFS) Total initial stream area = 8.700(Ac Pervious area fraction = 1.000 0 • ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 38.000 to Point/Station 23.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 8.700(Ac.) Runoff from this stream = 12.920(CFS) Time of concentration = 16.32 min. Rainfall intensity = 1.801(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 20.000 to Point/Station 21.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 651.000(Ft.) Top (of initial area) elevation = 1233.100(Ft.) Bottom (of initial area) elevation = 1165.800(Ft. Difference in elevation = 67.300(Ft.) Slope = 0.10338 s(percent)= 10.34 TC = k(0.530)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 11.138 min. Rainfall intensity = 2.222(In/Hr) for a 10 UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.838 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 89.00 0 year storm Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 13.962(CFS) Total initial stream area = 7.500(Ac.) Pervious area fraction = 1.000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 21.000 to Point/Station 22.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** Top of natural channel elevation = 1165.800(Ft.) End of natural channel elevation = 1158.600(Ft.) Length of natural channel = 636.000(Ft.) Estimated mean flow rate at midpoint of channel = Natural valley channel type used Page 15 20.943(CFS) • EX10.out L.A. County flood control district formula for channel velocity: Velocity = (7 + 8(q^.352)(slope^0.5) Velocity using mean channel flow = 3.23(Ft/s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0113 Corrected/adjusted channel slope = 0.0113 Travel time = 3.28 min. TC = 14.42 min. Adding area flow to channel UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.829 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 89.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Rainfall intensity = 1.928(In/Hr) for a 10.0 year storm Subarea runoff = 11.986(CFS) for 7.500(Ac.) Total runoff = 25.948(CFS) Total area = 15.000(Ac.) Process from Point/Station 22.000 to Point/Station 23.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** Top of natural channel elevation = 1158.600(Ft.) End of natural channel elevation = 1116.000(Ft.) Length of natural channel = 779.000(Ft.) Estimated mean flow rate at midpoint of channel = 27.332(CFS) Natural valley channel type used L.A. County flood control district formula for channel velocity: Velocity = (7 + 8(q^.352)(slope^0.5) Velocity using mean channel flow = 7.63(Ft/s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0547 Corrected/adjusted channel slope = 0.0547 Travel time = 1.70 min. TC = 16.12 min. Adding area flow to channel UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.825 Decimal fraction soil group A = 0.000 is Decimal fraction soil group B = 0.000 Page 16 • • r1 LJ EX10.out Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 89.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Rainfall intensity = 1.813(In/Hr) for a 10.0 year storm Subarea runoff = 2.393(CFS) for 1.600(Ac.) Total runoff = 28.341(CFS) Total area = 16.600(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 22.000 to Point/Station 23.000 **** SUBAREA FLOW ADDITION **** UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.825 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 89.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Time of concentration = 16.12 min. Rainfall intensity = 1.813(In/Hr) for a 10.0 year storm Subarea runoff = 2.991(CFS) for 2.000(Ac.) Total runoff = 31.332(CFS) Total area = 18.600(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 22.000 to Point/Station 23.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: Stream flow area = 18 Runoff from this stream = Time of concentration = Rainfall intensity = Summary of stream data: 1 in normal stream number 3 600(Ac.) 31.332(CFS) 16.12 min. .813(In/Hr) Stream Flow rate TC No. (CFS) (min) 1 78.935 25.97 2 12.920 16.32 3 31.332 16.12 Largest stream flow has longer Qp = 78.935 + sum of Qb Ia/Ib 12.920 * 0.774 = Qb Ia/Ib 31.332 * 0.769 = Rainfall Intensity (In/Hr) 1.395 1.801 1.813 time of concentration 24.106 Page 17 •Qp = 113.046 EX10.out • Total of 3 streams to confluence: Flow rates before confluence point: 78.935 12.920 31.332 Area of streams before confluence: 59.800 8.700 18.600 Results of confluence: Total flow rate = 113.046(CFS) Time of concentration = 25.970 min. Effective stream area after confluence = 87.100(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 50.000 to Point/Station 51.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 626.000(Ft.) Top (of initial area) elevation = 1204.700(Ft.) Bottom (of initial area) elevation = 1187.500(Ft. Difference in elevation = 17.200(Ft.) Slope = 0.02748 s(percent)= 2.75 TC = k(0.530)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 14.293 min. Rainfall intensity = 1.937(In/Hr) for a 10 UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.829 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 89.00 0 year storm Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 6.587(CFS) Total initial stream area = 4.100(Ac.) Pervious area fraction = 1.000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 51.000 to Point/Station 52.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** Top of natural channel elevation = 1187.500(Ft.) End of natural channel elevation = 1174.800(Ft.) Length of natural channel = 563.000(Ft.) Estimated mean flow rate at midpoint of channel = 8.114(CFS) Natural valley channel type used L.A. County flood control district formula for channel velocity: Velocity = (7 + 8(q^.352)(slope^0.5) • Velocity using mean channel flow = 3.56(Ft/s) Page 18 • • EX10.out Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0226 Corrected/adjusted channel slope = 0.0226 Travel time = 2.63 min. TC = 16.93 min. Adding area flow to channel UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.823 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 89.00 Pervious area fraction = 1.000; Impervious fraction Rainfall intensity = 1.765(In/Hr) for a 10.0 Subarea runoff = 2.760(CFS) for 1.900(Ac.) Total runoff = 9.348(CFS) Total area = 6 0.000 year storm 000(Ac.) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 52.000 to Point/Station 53.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** Top of natural channel elevation = 1174.800(Ft.) End of natural channel elevation = 1136.500(Ft.) Length of natural channel = 711.000(Ft.) Estimated mean flow rate at midpoint of channel = 13.710(CFS) Natural valley channel type used L.A. County flood control district formula for channel velocity: Velocity = (7 + 8(q^.352)(slope^0.5) Velocity using mean channel flow = 6.29(Ft/s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0539 Corrected/adjusted channel slope = 0.0539 Travel time = 1.88 min. TC = 18.81 min. Adding area flow to channel UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.819 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 89.00 Page 19 • Ex10.out Pervious area fraction = 1.000; Impervious fraction = 0.000 Rainfall intensity = 1.665(In/Hr) for a 10.0 year storm Subarea runoff = 7.638(CFS) for 5.600(Ac.) Total runoff = 16.986(CFS) Total area = 11.600(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 52.000 to Point/Station 53.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 11.600(Ac.) Runoff from this stream = 16.986(CFS) Time of concentration = 18.81 min. Rainfall intensity = 1.665(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 55.000 to Point/Station 56.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 639.000(Ft.) Top (of initial area) elevation = 1194.500(Ft.) Bottom (of initial area) elevation = 1152.800(Ft. • Difference in elevation = 41.700(Ft.) Slope = 0.06526 s(percent)= 6.53 TC = k(0.530)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 12.121 min. Rainfall intensity = 2.121(In/Hr) for a 10 UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.835 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 89.00 0 year storm Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 5.668(CFS) Total initial stream area = 3.200(Ac.) Pervious area fraction = 1.000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 56.000 to Point/Station 57.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** Top of natural channel elevation = 1152.800(Ft.) End of natural channel elevation = 1140.200(Ft.) Length of natural channel = 540.000(Ft.) Estimated mean flow rate at midpoint of channel = 10.538(CFS) • Page 20 • EX10.out Natural valley channel type used L.A. County flood control district formula for channel velocity: Velocity = (7 + 8(q^.352)(slope^0.5) Velocity using mean channel flow = 3.87(Ft/s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0233 Corrected/adjusted channel slope = 0.0233 Travel time = 2.33 min. TC = 14.45 min. Adding area flow to channel UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.829 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 89.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Rainfall intensity = 1.926(In/Hr) for a 10.0 year storm Subarea runoff = 8.781(CFS) for 5.500(Ac.) Total runoff = 14.448(CFS) Total area = 8.700(Ac.) Process from Point/Station 57.000 to Point/Station 53.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** Top of natural channel elevation = 1140.200(Ft.) End of natural channel elevation = 1136.500(Ft.) Length of natural channel = 853.000(Ft.) Estimated mean flow rate at midpoint of channel = 18.185(CFS) Natural valley channel type used L.A. County flood control district formula for channel velocity: Velocity = (7 + 8(q^.352)(slope^0.5) Velocity using mean channel flow = 1.92(Ft/s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0043 Corrected/adjusted channel slope = 0.0043 Travel time = 7.39 min. TC = 21.84 min. Adding area flow to channel UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.813 • Decimal fraction soil group A = 0.000 Page 21 • Decimal fraction soil Decimal fraction soil Decimal fraction soil RI index for soil(AMC Pervious area fraction Rainfall intensity = Subarea runoff = Total runoff = 20. EX10.out group B = 0.000 group C = 0.000 group D = 1.000 2) = 89.00 1.000; Impervious fraction = 0.000 1.534(In/Hr) for a 10.0 year storm 5.611(CFS) for 4.500(Ac.) 059(CFS) Total area = 13.200(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 57.000 to Point/Station 53.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 13.200(Ac.) Runoff from this stream = 20.059(CFS) Time of concentration = 21.84 min. Rainfall intensity = 1.534(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) is 1 16.986 18.81 1.665 2 20.059 21.84 1.534 Largest stream flow has longer time of concentration Qp = 20.059 + sum of Qb Ia/Ib 16.986 * 0.921 = 15.648 Qp = 35.707 Total of 2 streams to confluence: Flow rates before confluence point: 16.986 20.059 Area of streams before confluence: 11.600 13.200 Results of confluence: Total flow rate = 35.707(CFS) Time of concentration = 21.838 min. Effective stream area after confluence = 24.800(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 53.000 to Point/Station 54.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** Top of natural channel elevation = 1136.500(Ft.) End of natural channel elevation = 1133.000(Ft.) • Length of natural channel = 235.000(Ft.) Page 22 • EX10.out Estimated mean flow rate at midpoint of channel = 37.219(CFS) Natural valley channel type used L.A. County flood control district formula for channel velocity: Velocity = (7 + 8(q^.352)(slope^0.5) Velocity using mean channel flow = 4.34(Ft/s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0149 Corrected/adjusted channel slope = 0.0149 Travel time = 0.90 min. TC = 22.74 min. Adding area flow to channel UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.811 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 89.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Rainfall intensity = 1.500(In/Hr) for a 10.0 year storm • Subarea runoff = 2.555(CFS) for 2.100(Ac.) Total runoff = 38.262(CFS) Total area = 26.900(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 60.000 to Point/Station 61.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 530.000(Ft.) Top (of initial area) elevation = 1196.900(Ft.) Bottom (of initial area) elevation = 1111.500(Ft.) Difference in elevation = 85.400(Ft.) Slope = 0.16113 s(percent)= 16.11 TC = k(0.530)*[(length^3)/(elevation change)] -0.2 Initial area time of concentration = 9.387 min. Rainfall intensity = 2.441(In/Hr) for a 10. UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.843 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 89.00 0 year storm Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 10.701(CFS) Total initial stream area = 5.200(Ac.) • Pervious area fraction = 1.000 Page 23 • EX10.out ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 90.000 to Point/Station 91.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 763.000(Ft.) Top (of initial area) elevation = 1262.000(Ft.) Bottom (of initial area) elevation = 1222.800(Ft. Difference in elevation = 39.200(Ft.) Slope = 0.05138 s(percent)= 5.14 TC = k(0.530)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 13.650 min. Rainfall intensity = 1.987(In/Hr) for a 10 UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.831 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 89.00 0 year storm Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 6.604(CFS) Total initial stream area = 4.000(Ac.) • Pervious area fraction = 1.000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 91.000 to Point/Station 92.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** Top of natural channel elevation = 1222.800(Ft.) End of natural channel elevation = 1171.500(Ft.) Length of natural channel = 1442.000(Ft.) Estimated mean flow rate at midpoint of channel = 11.558(CFS) Natural valley channel type used L.A. County flood control district formula for channel velocity: Velocity = (7 + 8(q^.352)(slope^0.5) Velocity using mean channel flow = 4.89(Ft/s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0356 Corrected/adjusted channel slope = 0.0356 Travel time = 4.91 min. TC = 18.56 min. Adding area flow to channel UNDEVELOPED (poor cover) subarea • Runoff Coefficient = 0.820 Page 24 • Decimal fraction soil Decimal fraction soil Decimal fraction soil Decimal fraction soil RI index for soil(AMC Pervious area fraction Rainfall intensity = Subarea runoff = Total runoff = 14. EX10.out group A = 0.000 group B = 0.000 group C = 0.000 group D = 1.000 2) = 89.00 1.000; Impervious fraction = 0.000 1.678(In/Hr) for a 10.0 year storm 8.249(CFS) for 6.000(Ac.) 854(CFS) Total area = 10.000(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 91.000 to Point/Station 92.000 **** SUBAREA FLOW ADDITION **** COMMERCIAL subarea type Runoff Coefficient = 0.881 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Time of concentration = 18.56 min. • Rainfall intensity = 1.678(In/Hr) for a 10.0 year storm Subarea runoff = 2.957(CFS) for 2.000(Ac.) Total runoff = 17.810(CFS) Total area = 12.000(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 80.000 to Point/Station 81.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 1414.000(Ft.) Top (of initial area) elevation = 1268.700(Ft.) Bottom (of initial area) elevation = 1212.800(Ft.) Difference in elevation = 55.900(Ft.) Slope = 0.03953 s(percent)= 3.95 TC = k(0.300)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 10.421 min. Rainfall intensity = 2.305(In/Hr) for a 10. COMMERCIAL 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 = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 0 year storm Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 3.265(CFS) • Total initial stream area = 1.600(Ac.) Page 25 . EX10.out Pervious area fraction = 0.100 End of computations, total study area = 149.30 (Ac.) The following figures may be used for a unit hydrograph study of the same area. • • Area averaged pervious area fraction(Ap) = 0.978 Area averaged RI index number = 88.7 Page 26 • 4 • 100 -YEAR EXISITNG f., I • Ex100.out Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1992 Version 3.3 Rational Hydrology Study Date: 02/19/01 ------------------------------------------------------------------------ 100 YEAR HYDROLOGY STUDY REDHAWK TRACT 23066-1, 23066-2 & 23066-3 EXISTING CONDITIONS ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** Hunsaker & Associates Irvine, Inc. - SIN 647 ------------------------------------------------------------------------ Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 100.00 Antecedent Moisture Condition = 3 Standard intensity -duration curves data (Plate D-4.1) • For 10 the year [ Murrieta,Tmc,Rnch Callorco storm 10 minute intensity = ] area 2.360 used. (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 = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.300 (in./hr.) Slope of intensity duration curve = 0.5500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 10.000 to Point/Station 11.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 780.000(Ft.) Top (of initial area) elevation = 1243.000(Ft.) Bottom (of initial area) elevation = 1190.000(Ft.) Difference in elevation = 53.000(Ft.) Slope = 0.06795 s(percent)= 6.79 TC = k(0.530)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 13.022 min. • Rainfall intensity = 3.012(In/Hr) for a 100.0 year storm Page 1 • ExlOO.out UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.882 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 3) = 95.60 Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 9.830(CFS) Total initial stream area = 3.700(Ac.) Pervious area fraction = 1.000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 11.000 to Point/Station 12.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** Top of natural channel elevation = 1190.000(Ft.) End of natural channel elevation = 1174.500(Ft.) Length of natural channel = 663.000(Ft.) Estimated mean flow rate at midpoint of channel = 13.283(CFS) Natural valley channel type used L.A. County flood control district formula for channel velocity: • Velocity = (7 + 8(q^.352)(slope^0.5) Velocity using mean channel flow = 4.11(Ft/s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0234 Corrected/adjusted channel slope = 0.0234 Travel time = 2.69 min. TC = 15.71 min. Adding area flow to channel UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.880 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 3) = 95.60 Pervious area fraction = 1.000; Impervious fraction = 0.000 Rainfall intensity = 2.717(In/Hr) for a 100.0 year storm Subarea runoff = 6.216(CFS) for 2.600(Ac.) Total runoff = 16.046(CFS) Total area = 6.300(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 11.000 to Point/Station 12.000 • **** CONFLUENCE OF MINOR STREAMS **** Page 2 -ie • • Ex100.out Along Main Stream number: 1 in normal stream number 1 Stream flow area = 6.300(Ac.) Runoff from this stream = 16.046(CFS) Time of concentration = 15.71 min. Rainfall intensity = 2.717(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 13.000 to Point/Station 12.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 414.000(Ft.) Top (of initial area) elevation = 1232.500(Ft.) Bottom (of initial area) elevation = 1174.500(Ft. Difference in elevation = 58.000(Ft.) Slope = 0.14010 s(percent)= 14.01 TC = k(0.530)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 8.746 min. Rainfall intensity = 3.749(In/Hr) for a 100 UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.886 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 3) = 95.60 0 year storm Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 12.284(CFS) Total initial stream area = 3.700(Ac.) Pervious area fraction = 1.000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 13.000 to Point/Station 12.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 3.700(Ac.) Runoff from this stream = 12.284(CFS) Time of concentration = 8.75 min. Rainfall intensity = 3.749(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 14.000 to Point/Station 12.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 1103.000(Ft.) Top (of initial area) elevation = 1212.800(Ft.) . Bottom (of initial area) elevation = 1174.500(Ft.) Page 3 • Ex100.out Difference in elevation = 38.300(Ft.) Slope = 0.03472 s(percent)= 3.47 TC = k(0.530)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 17.107 min. Rainfall intensity = 2.592(In/Hr) for a 100 UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.879 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 3) = 95.60 0 year storm Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 9.116(CFS) Total initial stream area = 4.000(Ac.) Pervious area fraction = 1.000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 14.000 to Point/Station 12.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 3 Stream flow area = 4.000(Ac.) • Runoff from this stream = 9.116(CFS) Time of concentration = 17.11 min. Rainfall intensity = 2.592(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 16.046 15.71 2.717 2 12.284 8.75 3.749 3 9.116 17.11 2.592 Largest stream flow has longer or shorter time of concentration Qp = 16.046 + sum of Qb Ia/Ib 12.284 * 0.725 = 8.901 Qa Tb/Ta 9.116 * 0.918 = 8.372 QP = 33.318 Total of 3 streams to confluence: Flow rates before confluence point: 16.046 12.284 9.116 Area of streams before confluence: 6.300 3.700 4.000 Results of confluence: • Total flow rate = 33.318(CFS) Page 4 • Ex100.out Time of concentration = 15.710 min. Effective stream area after confluence = 14.000(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 70.000 to Point/Station 71.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 650.000(Ft.) Top (of initial area) elevation = 1232.000(Ft.) Bottom (of initial area) elevation = 1166.500(Ft. Difference in elevation = 65.500(Ft.) Slope = 0.10077 s(percent)= 10.08 TC = k(0.530)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 11.189 min. Rainfall intensity = 3.274(In/Hr) for a 100 UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.883 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 3) = 95.60 0 year storm Pervious area fraction = 1.000; Impervious fraction = 0.000 • Initial subarea runoff = 6.364(CFS) Total initial stream area = 2.200(Ac.) Pervious area fraction = 1.000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 70.000 to Point/Station 71.000 **** SUBAREA FLOW ADDITION **** UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.883 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 3) = 95.60 Pervious area fraction = 1.000; Impervious fraction = 0.000 Time of concentration = 11.19 min. Rainfall intensity = 3.274(In/Hr) for a 100.0 year storm Subarea runoff = 0.868(CFS) for 0.300(Ac.) Total runoff = 7.231(CFS) Total area = 2.500(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 30.000 to Point/Station 31.000 **** INITIAL AREA EVALUATION **** • Page 5 • Ex100.out Initial area flow distance = 392.000(Ft.) Top (of initial area) elevation = 1262.000(Ft.) Bottom (of initial area) elevation = 1217.500(Ft. Difference in elevation = 44.500(Ft.) Slope = 0.11352 s(percent)= 11.35 TC = k(0.530)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 8.924 min. Rainfall intensity = 3.708(In/Hr) for a 100 UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.885 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 3) = 95.60 • 0 year storm Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 16.413(CFS) Total initial stream area = 5.000(Ac.) Pervious area fraction = 1.000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 31.000 to Point/Station 32.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** Top of natural channel elevation = 1217.500(Ft.) End of natural channel elevation = 1217.000(Ft.) Length of natural channel = 553.000(Ft.) Estimated mean flow rate at midpoint of channel = 26.097(CFS) Natural valley channel type used L.A. County flood control district formula for channel velocity: Velocity = (7 + 8(q^.352)(slope^0.5) Velocity using mean channel flow = 0.97(Ft/s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0009 Corrected/adjusted channel slope = 0.0009 Travel time = 9.51 min. TC = 18.44 min. Adding area flow to channel UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.878 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 3) = 95.60 Pervious area fraction = 1.000; Impervious fraction = Page 6 • Ex100.out Rainfall intensity = 2.488(In/Hr) for a 100.0 year storm Subarea runoff = 12.891(CFS) for 5.900(Ac.) Total runoff = 29.305(CFS) Total area = 10.900(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 32.000 to Point/Station 33.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** Top of natural channel elevation = 1217.000(Ft.) End of natural channel elevation = 1160.000(Ft.) Length of natural channel = 1317.000(Ft.) Estimated mean flow rate at midpoint of channel = 42.881(CFS) Natural valley channel type used L.A. County flood control district formula for channel velocity: Velocity = (7 + 8(q^.352)(slope^0.5) Velocity using mean channel flow = 7.71(Ft/s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0433 Corrected/adjusted channel slope = 0.0433 Travel time = 2.85 min. TC = 21.29 min. Adding area flow to channel UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.877 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 3) = 95.60 Pervious area fraction = 1.000; Impervious fraction = 0.000 Rainfall intensity = 2.299(In/Hr) for a 100.0 year storm Subarea runoff = 20.351(CFS) for 10.100(Ac.) Total runoff = 49.656(CFS) Total area = 21.000(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 32.000 to Point/Station 33.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 21.000(Ac.) Runoff from this stream = 49.656(CFS) Time of concentration = 21.29 min. Rainfall intensity = 2.299(In/Hr) • Page 7 EXl0O.out ++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 35.000 to Point/Station **** INITIAL AREA EVALUATION **** Initial area flow distance = 1578.000(Ft.) Top (of initial area) elevation = 1235.000(Ft.) Bottom (of initial area) elevation = 1160.000(Ft. Difference in elevation = 75.000(Ft.) Slope = 0.04753 s(percent)= 4.75 TC = k(0.530)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 18.541 min. Rainfall intensity = 2.480(In/Hr) for a 100 UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.878 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 3) = 95.60 Pervious area fraction = 1.000; Impervious Initial subarea runoff = 16.772(CFS) Total initial stream area = 7.700(Ac Pervious area fraction = 1.000 0 year storm fraction = 0.000 33.000 Process from Point/Station 35.000 to Point/Station 33.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 7.700(Ac.) Runoff from this stream = 16.772(CFS) Time of concentration = 18.54 min. Rainfall intensity = 2.480(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 40.000 to Point/Station 41.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 800.000(Ft.) Top (of initial area) elevation = 1255.200(Ft.) Bottom (of initial area) elevation = 1198.000(Ft.) Difference in elevation = 57.200(Ft.) Slope = 0.07150 s(percent)= 7.15 TC = k(0.530)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 13.021 min. Rainfall intensity = 3.012(In/Hr) for a 100.0 year storm UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.882 • Decimal fraction soil group A = 0.000 r • Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group RI index for soil(AMC 3) _ Pervious area fraction = 1 Initial subarea runoff = Total initial stream area = Pervious area fraction = 1. Ex100.out B = 0.000 C = 0.000 D = 1.000 95.60 000; Impervious 10.627(CFS) 4.000(Ac rowel fraction = 0.000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 41.000 to Point/Station 42.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** Top of natural channel elevation = 1198.000(Ft.) End of natural channel elevation = 1178.000(Ft.) Length of natural channel = 680.000(Ft.) Estimated mean flow rate at midpoint of channel = 18.332(CFS) Natural valley channel type used L.A. County flood control district formula for channel velocity: Velocity = (7 + 8(q^.352)(slope^0.5) Velocity using mean channel flow = 5.02(Ft/s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0294 Corrected/adjusted channel slope = 0.0294 Travel time = 2.26 min. TC = 15.28 min. Adding area flow to channel UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.880 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 3) = 95.60 Pervious area fraction = 1.000; Impervious fraction Rainfall intensity = 2.759(In/Hr) for a 100.0 Subarea runoff = 14.086(CFS) for 5.800(Ac.) Total runoff =� 24.713(CFS) Total area = 9 0.000 year storm 800(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 42.000 to Point/Station 43.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** Top of natural channel elevation = 1178.000(Ft.) • End of natural channel elevation = 1161.900(Ft.) Page 9 •Ex100.out - Length of natural channel 469.000(Ft.) Estimated mean flow rate at midpoint of channel = 31.144(CFS) Natural valley channel type used L.A. County flood control district formula for channel velocity: Velocity = (7 + 8(q^.352)(slope^0.5) Velocity using mean channel flow = 6.27(Ft/s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0343 Corrected/adjusted channel slope = 0.0343 Travel time = 1.25 min. TC = 16.53 min. Adding area flow to channel UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.880 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 3) = 95.60 Pervious area fraction = 1.000; Impervious fraction = 0.000 Rainfall intensity = 2.642(In/Hr) for a 100.0 year storm • Subarea runoff = 11.852(CFS) for 5.100(Ac.) Total runoff = 36.565(CFS) Total area = 14.900(Ac.) • ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 43.000 to Point/Station 33.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1161.90(Ft.) Downstream point/station elevation = 1160.00(Ft.) Pipe length = 222.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 36.565(CFS) Nearest computed pipe diameter = 30.00(ln.) Calculated individual pipe flow = 36.565(CFS) Normal flow depth in pipe = 23.67(In.) Flow top width inside pipe = 24.48(In.) Critical Depth = 24.59(In.) Pipe flow velocity = 8.81(Ft/s) Travel time through pipe = 0.42 min. Time of concentration (TC) = 16.95 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 43.000 to Point/Station 33.000 **** CONFLUENCE OF MINOR STREAMS **** Page 10 • Ex100.out Along Main Stream number: 1 in normal stream number 3 Stream flow area = 14.900(Ac.) Runoff from this stream = 36.565(CFS) Time of concentration = 16.95 min. Rainfall intensity = 2.606(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 49.656 21.29 2.299 2 16.772 18.54 2.480 3 36.565 16.95 2.606 Largest stream flow has longer time of concentration Qp = 49.656 + sum of Qb Ia/Ib 16.772 * 0.927 = 15.545 Qb Ia/Ib 36.565 * 0.882 = 32.255 Qp = 97.455 Total of 3 streams to confluence: Flow rates before confluence point: • 49.656 16.772 36.565 Area of streams before confluence: 21.000 7.700 14.900 Results of confluence: Total flow rate = 97.455(CFS) Time of concentration = 21.287 min. Effective stream area after confluence = 43.600(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 33.000 to Point/Station 34.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** Top of natural channel elevation = 1160.000(Ft.) End of natural channel elevation = 1140.000(Ft.) Length of natural channel = 570.000(Ft.) Estimated mean flow rate at midpoint of channel = 101.031(CFS) Natural valley channel type used L.A. County flood control district formula for channel velocity: Velocity = (7 + 8(q^.352)(slope^0.5) Velocity using mean channel flow = 8.92(Ft/s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0351 • Corrected/adjusted channel slope = 0.0351 Page 11 • EXIO0.out Travel time = 1.07 min. TC = 22.35 min. Adding area flow to channel UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.876 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 3) = 95.60 Pervious area fraction = 1.000; Impervious fraction Rainfall intensity = 2.238(In/Hr) for a 100.0 Subarea runoff = 6.273(CFS) for 3.200(Ac.) Total runoff = 103.728(CFS) Total area = 46 0.000 year storm 800(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 33.000 to Point/Station 34.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 46.800(Ac.) Runoff from this stream = 103.728(CFS) Time of concentration = 22.35 min. • Rainfall intensity = 2.238(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 36.000 to Point/Station 34.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 1270.000(Ft.) Top (of initial area) elevation = 1218.300(Ft.) Bottom (of initial area) elevation = 1140.000(Ft. Difference in elevation = 78.300(Ft.) Slope = 0.06165 s(percent)= 6.17 TC = k(0.530)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 16.136 min. Rainfall intensity = 2.677(In/Hr) for a 100 UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.880 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 3) = 95.60 Pervious area fraction = 1.000; Impervious Initial subarea runoff = 18.842(CFS) Total initial stream area = 8.000(Ac • Pervious area fraction = 1.000 Page 12 0 year storm fraction = 0.000 • EXl00.Out +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 36.000 to Point/Station 34.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: Stream flow area = 8 Runoff from this stream = Time of concentration = Rainfall intensity = Summary of stream data: 1 in normal stream number 2 .000(Ac.) 18.842(CFS) 16.14 min. 2.677(In/Hr) Stream Flow rate TC No. (CFS) (min) Rainfall Intensity (In/Hr) 1 103.728 22.35 2.238 2 18.842 16.14 2.677 Largest stream flow has longer time of concentration Qp = 103.728 + sum of Qb Ia/Ib 18.842 * 0.836 = 15.750 Qp = 119.478 • Total of 2 streams to confluence: Flow rates before confluence point: 103.728 18.842 Area of streams before confluence: 46.800 8.000 Results of confluence: Total flow rate = 119.478(CFS) Time of concentration = 22.352 min. Effective stream area after confluence = 54.800(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 34.000 to Point/Station 23.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** Top of natural channel elevation = 1140.000(Ft.) End of natural channel elevation = 1116.000(Ft.) Length of natural channel = 832.000(Ft.) Estimated mean flow rate at midpoint of channel = 124.929(CFS) Natural valley channel type used L.A. County flood control district formula for channel velocity: Velocity = (7 + 8(q^.352)(slope^0.5) Velocity using mean channel flow = 8.62(Ft/s) • Correction to map slope used on extremely rugged channels with Page 13 • EX100.out drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0288 Corrected/adjusted channel slope = 0.0288 Travel time = 1.61 min. TC = 23.96 min. Adding area flow to channel UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.875 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 3) = 95.60 Pervious area fraction = 1.000; Impervious fraction = 0.000 Rainfall intensity = 2.154(In/Hr) for a 100.0 year storm Subarea runoff = 9.424(CFS) for 5.000(Ac.) Total runoff = 128.902(CFS) Total area = 59.800(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 34.000 to Point/Station 23.000 **** CONFLUENCE OF MINOR STREAMS **** • Along Main Stream number: 1 in normal stream number 1 Stream flow area = 59.800(Ac.) Runoff from this stream = 128.902(CFS) Time of concentration = 23.96 min. Rainfall intensity = 2.154(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 38.000 to Point/Station 23.000 **** INITIAL AREA EVALUATION **** • Initial area flow distance = 1350.000(Ft.) Top (of initial area) elevation = 1205.000(Ft.) Bottom (of initial area) elevation = 1116.000(Ft. Difference in elevation = 89.000(Ft.) Slope = 0.06593 s(percent)= 6.59 TC = k(0.530)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 16.315 min. Rainfall intensity = 2.661(In/Hr) for a 100 UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.880 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 3) = 95.60 0 year storm Pervious area fraction = 1.000; Impervious fraction = 0.000 Page 14 • Ex100.out Initial subarea runoff = 20.364(CFS) Total initial stream area = 8.700(Ac Pervious area fraction = 1.000 • • ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 38.000 to Point/Station 23.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 8.700(Ac.) Runoff from this stream = 20.364(CFS) Time of concentration = 16.32 min. Rainfall intensity = 2.661(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 20.000 to Point/Station 21.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 651.000(Ft.) Top (of initial area) elevation = 1233.100(Ft.) Bottom (of initial area) elevation = 1165.800(Ft.) Difference in elevation = 67.300(Ft.) Slope = 0.10338 s(percent)= 10.34 TC = k(0.530)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 11.138 min. Rainfall intensity = 3.282(In/Hr) for a 100. UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.883 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 3) = 95.60 0 year storm Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 21.749(CFS) Total initial stream area = 7.500(Ac.) Pervious area fraction = 1.000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 21.000 to Point/Station 22.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** Top of natural channel elevation = 1165.800(Ft. End of natural channel elevation = 1158.600(Ft. Length of natural channel = 636.000(Ft.) Estimated mean flow rate at midpoint of channel = Natural valley channel type used Page 15 32.623(CFS) • Ex100.0ut L.A. County flood control district formula for channel velocity: Velocity = (7 + 8(q^.352)(slope^0.5) Velocity using mean channel flow = 3.65(Ft/s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0113 Corrected/adjusted channel slope = 0.0113 Travel time = 2.91 min. TC = 14.04 min. Adding area flow to channel UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.881 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 3) = 95.60 Pervious area fraction = 1.000; Impervious fraction = 0.000 Rainfall intensity = 2.889(In/Hr) for a 100.0 year storm Subarea runoff = 19.097(CFS) for 7.500(Ac.) Total runoff = 40.846(CFS) Total area = 15.000(Ac.) Process from Point/Station 22.000 to Point/Station 23.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** Top of natural channel elevation = 1158.600(Ft.) End of natural channel elevation = 1116.000(Ft.) Length of natural channel = 779.000(Ft.) Estimated mean flow rate at midpoint of channel = 43.025(CFS) Natural valley channel type used L.A. County flood control district formula for channel velocity: Velocity = (7 + 8(q^.352)(slope^0.5) Velocity using mean channel flow = 8.67(Ft/s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0547 Corrected/adjusted channel slope = 0.0547 Travel time = 1.50 min. TC = 15.54 min. Adding area flow to channel UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.880 Decimal fraction soil group A = 0.000 • Decimal fraction soil group B = 0.000 Page 16 • Decimal fraction soil Decimal fraction soil RI index for soil(AMC Pervious area fraction Rainfall intensity = Subarea runoff = Total runoff = 44. Ex100.out group C = 0.000 group D = 1.000 3) = 95.60 1.000; Impervious fraction = 0.000 2.733(In/Hr) for a 100.0 year storm 3.849(CFS) for 1.600(Ac.) 695(CFS) Total area = 16.600(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 22.000 to Point/Station 23.000 **** SUBAREA FLOW ADDITION **** UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.880 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 3) = 95.60 Pervious area fraction = 1.000; Impervious fraction = 0.000 Time of concentration = 15.54 min. Rainfall intensity = 2.733(In/Hr) for a 100.0 year storm Subarea runoff = 4.811(CFS) for 2.000(Ac.) Total runoff = 49.506(CFS) Total area = 18.600(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 22.000 to Point/Station 23.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 3 Stream flow area = 18.600(Ac.) Runoff from this stream = 49.506(CFS) Time of concentration = 15.54 min. Rainfall intensity = 2.733(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 128.902 23.96 2 20.364 16.32 3 49.506 15.54 Largest stream flow has longer Qp = 128.902 + sum of Qb Ia/Ib 20.364 * 0.809 = Qb Ia/Ib 49.506 * 0.788 = 2.154 2.661 2.733 time of concentration 39.018 Page 17 .QP = 184.404 EXIOO.out Total of 3 streams to confluence: Flow rates before confluence point: 128.902 20.364 49.506 Area of streams before confluence: 59.800 8.700 18.600 Results of confluence: Total flow rate = 184.404(CFS) Time of concentration = 23.960 min. Effective stream area after confluence = 87.100(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 50.000 to Point/Station 51.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 626.000(Ft.) Top (of initial area) elevation = 1204.700(Ft.) Bottom (of initial area) elevation = 1187.500(Ft. Difference in elevation = 17.200(Ft.) Slope = 0.02748 s(percent)= 2.75 TC = k(0.530)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 14.293 min. • Rainfall intensity = 2.862(In/Hr) for a 100 UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.881 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 3) = 95.60 0 year storm Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 10.338(CFS) Total initial stream area = 4.100(Ac.) Pervious area fraction = 1.000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 51.000 to Point/Station 52.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** Top of natural channel elevation = 1187.500(Ft.) End of natural channel elevation = 1174.800(Ft.) Length of natural channel = 563.000(Ft.) Estimated mean flow rate at midpoint of channel = 12.733(CFS) Natural valley channel type used L.A. County flood control district formula for channel velocity: Velocity = (7 + 8(q^.352)(slope^0.5) Velocity using mean channel flow = 3.99(Ft/s) Page 18 lZcU066, —/ —6, 73 • Ex100.out Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0226 Corrected/adjusted channel slope = 0.0226 Travel time = 2.35 min. TC = 16.64 min. Adding area flow to channel UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.879 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = O.b00 Decimal fraction soil group D = 1.000 RI index for soil(AMC 3) = 95.60 Pervious area fraction = 1.000; Impervious fraction = 0.000 Rainfall intensity = 2.632(In/Hr) for a 100.0 year storm Subarea runoff = 4.398(CFS) for 1.900(Ac.) Total runoff = 14.736(CFS) Total area = 6.000(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 52.000 to Point/Station 53.000 • **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** Top of natural channel elevation = 1174.800(Ft.) End of natural channel elevation = 1136.500(Ft.) Length of natural channel = 711.000(Ft.) Estimated mean flow rate at midpoint of channel = 21.612(CFS) Natural valley channel type used L.A. County flood control district formula for channel velocity: Velocity = (7 + 8(q^.352)(slope^0.5) Velocity using mean channel flow = 7.10(Ft/s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0539 Corrected/adjusted channel slope = 0.0539 Travel time = 1.67 min. TC = 18.31 min. Adding area flow to channel UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.878 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 • RI index for soil(AMC 3) = 95.60 Page 19 • Ex100.out Pervious area fraction = 1.000; Impervious fraction = 0.000 Rainfall intensity = 2.497(In/Hr) for a 100.0 year storm Subarea runoff = 12.284(CFS) for 5.600(Ac.) Total runoff = 27.019(CFS) Total area = 11.600(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 52.000 to Point/Station 53.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 11.600(Ac.) Runoff from this stream = 27.019(CFS) Time of concentration = 18.31 min. Rainfall intensity = 2.497(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 55.000 to Point/Station 56.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 639.000(Ft.) Top (of initial area) elevation = 1194.500(Ft.) Bottom (of initial area) elevation = 1152.800(Ft. Difference in elevation = 41.700(Ft.) Slope = 0.06526 s(percent)= 6.53 TC = k(0.530)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 12.121 min. Rainfall intensity = 3.133(In/Hr) for a 100 UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.883 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 3) = 95.60 Pervious area fraction = 1.000; Impervious Initial subarea runoff = 8.850(CFS) Total initial stream area = 3.200(Ac Pervious area fraction = 1.000 0 year storm fraction = 0.000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 56.000 to Point/Station 57.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** Top of natural channel elevation = 1152.800(Ft.) End of natural channel elevation = 1140.200(Ft.) Length of natural channel = 540.000(Ft.) Estimated mean flow rate at midpoint of channel = 16.455(CFS) • Page 20 • Ex100.out Natural valley channel type used L.A. County flood control district formula for channel velocity: Velocity = (7 + 8(q^.352)(slope^0.5) Velocity using mean channel flow = 4.34(Ft/s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0233 Corrected/adjusted channel slope = 0.0233 Travel time = 2.07 min. TC = 14.19 min. Adding area flow to channel UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.881 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 3) = 95.60 Pervious area fraction = 1.000; Impervious fraction = 0.000 Rainfall intensity = 2.873(In/Hr) for a 100.0 year storm Subarea runoff = 13.922(CFS) for 5.500(Ac.) Total runoff = 22.772(CFS) Total area = 8.700(Ac.) Process from Point/Station 57.000 to Point/Station 53.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** Top of natural channel elevation = 1140.200(Ft.) End of natural channel elevation = 1136.500(Ft.) Length of natural channel = 853.000(Ft.) Estimated mean flow rate at midpoint of channel = 28.662(CFS) Natural valley channel type used L.A. County flood control district formula for channel velocity: Velocity = (7 + 8(q^.352)(slope^0.5) Velocity using mean channel flow = 2.18(Ft/s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0043 Corrected/adjusted channel slope = 0.0043 Travel time = 6.53 min. TC = 20.72 min. Adding area flow to channel UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.877 • Decimal fraction soil group A = 0.000 Page 21 • Decimal fraction soil Decimal fraction soil Decimal fraction soil RI index for soil(AMC Pervious area fraction Rainfall intensity = Subarea runoff = Total runoff = 31. Ex100.out group B = 0.000 group C = 0.000 group D = 1.000 3) = 95.60 = 1.000; Impervious fraction = 0.000 2.333(In/Hr) for a 100.0 year storm 9.206(CFS) for 4.500(Ac.) 978(CFS) Total area = 13.200(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 57.000 to Point/Station 53.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: Stream flow area = 13 Runoff from this stream = Time of concentration = Rainfall intensity = Summary of stream data: 1 in normal stream number 2 .200(Ac.) 31.978(CFS) 20.72 min. 2.333(In/Hr) Stream Flow rate TC No. (CFS) (min) Rainfall Intensity (In/Hr) 1 27.019 18.31 2.497 2 31.978 20.72 2.333 Largest stream flow has longer time of concentration Qp = 31.978 + sum of Qb Ia/Ib 27.019 * 0.934 = 25.243 QP = 57.221 Total of 2 streams to confluence: Flow rates before confluence point: 27.019 31.978 Area of streams before confluence: 11.600 13.200 Results of confluence: Total flow rate = 57.221(CFS) Time of concentration = 20.721 min. Effective stream area after confluence = 24.800(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 53.000 to Point/Station 54.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** Top of natural channel elevation = 1136.500(Ft.) End of natural channel elevation = 1133.000(Ft.) • Length of natural channel = 235.000(Ft.) Page 22 • Ex100.out Estimated mean flow rate at midpoint of channel = 59.644(CFS) Natural valley channel type used L.A. County flood control district formula for channel velocity: Velocity = (7 + 8(q^.352)(slope^0.5) Velocity using mean channel flow = 4.97(Ft/s) • Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0149 Corrected/adjusted channel slope = 0.0149 Travel time = 0.79 min. TC = 21.51 min. Adding area flow to channel UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.876 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 3) = 95.60 Pervious area fraction = 1.000; Impervious fraction = 0.000 Rainfall intensity = 2.286(In/Hr) for a 100.0 year storm Subarea runoff = 4.207(CFS) for 2.100(Ac.) Total runoff = 61.428(CFS) Total area = 26.900(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 60.000 to Point/Station 61.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 530.000(Ft.) Top (of initial area) elevation = 1196.900(Ft.) Bottom (of initial area) elevation = 1111.500(Ft. Difference in elevation = 85.400(Ft.) Slope = 0.16113 s(percent)= 16.11 TC = k(0.530)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 9.387 min. Rainfall intensity = 3.606(In/Hr) for a 100 UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.885 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 3) = 95.60 0 year storm Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 16.594(CFS) Total initial stream area = 5.200(Ac.) Pervious area fraction = 1.000 Page 23 • EXl00.out ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 90.000 to Point/Station 91.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 763.000(Ft.) Top (of initial area) elevation = 1262.000(Ft.) Bottom (of initial area) elevation = 1222.800(Ft. Difference in elevation = 39.200(Ft.) Slope = 0.05138 s(percent)= 5.14 TC = k(0.530)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 13.650 min. Rainfall intensity = 2.935(In/Hr) for a 100 UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.882 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0:000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 3) = 95.60 0 year storm Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 10.349(CFS) Total initial stream area = 4.000(Ac.) Pervious area fraction = 1.000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 91.000 to Point/Station 92.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** Top of natural channel elevation = 1222.800(Ft.) End of natural channel elevation = 1171.500(Ft.) Length of natural channel = 1442.000(Ft.) Estimated mean flow rate at midpoint of channel = 18.112(CFS) Natural valley channel type used L.A. County flood control district formula for channel velocity: Velocity = (7 + 8(q^.352)(slope^0.5) Velocity using mean channel flow = 5.50(Ft/s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0356 Corrected/adjusted channel slope = 0.0356 Travel time = 4.37 min. TC = 18.02 min. Adding area flow to channel UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.879 Page 24 • Ex100.out Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 3) = 95.60 Pervious area fraction = 1.000; Impervious fraction = 0.000 Rainfall intensity = 2.519(In/Hr) for a 100.0 year storm Subarea runoff = 13.281(CFS) for 6.000(Ac.) Total runoff = 23.631(CFS) Total area = 10.000(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 91.000 to Point/Station 92.000 **** SUBAREA FLOW ADDITION **** 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 = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 3) = 88.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Time of concentration = 18.02 min. • Rainfall intensity = 2.519(In/Hr) for a 100.0 year storm Subarea runoff = 4.504(CFS) for 2.000(Ac.) Total runoff = 28.135(CFS) Total area = 12.000(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 80.000 to Point/Station 81.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 1414.000(Ft.) Top (of initial area) elevation = 1268.700(Ft.) Bottom (of initial area) elevation = 1212.800(Ft. Difference in elevation = 55.900(Ft.) Slope = 0.03953 s(percent)= 3.95 TC = k(0.300)*[(length^3)/(elevation change) ]^0.2 Initial area time of concentration = 10.421 min. Rainfall intensity = 3.405(In/Hr) for a 100 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 = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 3) = 88.00 0 year storm Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 4.878(CFS) • Total initial stream area = 1.600(Ac.) Page 25 • EXlOO.out Pervious area fraction = 0.100 End of computations, total study area = 149.30 (Ac.) The following figures may be used for a unit hydrograph study of the same area. n U Area averaged pervious area fraction(Ap) = 0.978 Area averaged RI index number = 88.7 Page 26 n U 10 -YEAR PROPOSED • • Pro10.out Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1992 Version 3.3 Rational Hydrology Study Date: 02/22/01 ------------------------------------------------------------------------ 10 YEAR HYDROLOGY STUDY REDHAWK TRACT 23066-1, 23066-2 & 23066-3 PROPOSED CONDITIONS ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** ------------------------------------------------------------------------ Hunsaker & Associates Irvine, Inc. - SIN 647 ------------------------------------------------------------------------ Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 10.00 Antecedent Moisture Condition = 2 Standard intensity -duration curves data (Plate D-4.1) For the [ Murrieta,Tmc,Rnch Callorco ] 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 10.000 to Point/Station 11.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 483.000(Ft.) Top (of initial area) elevation = 1260.000(Ft.) Bottom (of initial area) elevation = 1231.200(Ft.) Difference in elevation = 28.800(Ft.) Slope = 0.05963 s(percent)= 5.96 TC = k(0.530)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 11.035 min. • Rainfall intensity = 2.233(In/Hr) for a 10.0 year storm Page 1 ProlO.out • UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.838 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 89.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 7.675(CFS) Total initial stream area = 4.100(Ac.) Pervious area fraction = 1.000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 11.000 to Point/Station 12.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** Top of natural channel elevation = 1231.200(Ft.) End of natural channel elevation = 1221.800(Ft.) Length of natural channel = 419.000(Ft.) Estimated mean flow rate at midpoint of channel = 14.788(CFS) Natural valley channel type used L.A. County flood control district formula for channel velocity: Velocity = (7 + 8(q^.352)(slope^0.5) • Velocity using mean channel flow = 4.14(Ft/s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0224 Corrected/adjusted channel slope = 0.0224 Travel time = 1.69 min. TC = 12.72 min. Adding area flow to channel UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.833 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 89.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Rainfall intensity = 2.065(In/Hr) for a 10.0 year storm Subarea runoff = 13.083(CFS) for 7.600(Ac.) Total runoff = 20.757(CFS) Total area = 11.700(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 12.000 to Point/Station 13.000 • **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** Page 2 • Top of natural End of natural Length of natu Estimated mean Natural valley L.A. County fl Velocity = (7 Velocity using ProlO.out channel elevation = 1221.800(Ft.) channel elevation = 1174.500(Ft.) ral channel = 518.000(Ft.) flow rate at midpoint of channel = 23.507(CFS) channel type used Dod control district formula for channel velocity: + 8(q^.352)(slope^0.5) mean channel flow = 9.46(Ft/s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0913 Corrected/adjusted channel slope = 0.0913 Travel time = 0.91 min. TC = 13.63 min. Adding area flow to channel UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.831 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 89.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Rainfall intensity = 1.988(In/Hr) for a 10.0 year storm Subarea runoff = 5.122(CFS) for 3.100(Ac.) Total runoff = 25.879(CFS) Total area = 14.800(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 12.000 to Point/Station 13.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 14.800(Ac.) Runoff from this stream = 25.879(CFS) Time of concentration = 13.63 min. Rainfall intensity = 1.988(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 14.000 to Point/Station 13.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 1103.000(Ft.) Top (of initial area) elevation = 1212.800(Ft.) Bottom (of initial area) elevation = 1174.500(Ft • Difference in elevation = 38.300(Ft.) Page 3 ProlO. out . Slope = 0.03472 s(percent)= 3.47 TC = k(0.530)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 17.107 min. Rainfall intensity = 1.755(In/Hr) for a 10 • UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.823 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 89.00 0 year storm Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 5.775(CFS)- Total initial stream area = 4.006{Ac,) Pervious area fraction = 1.000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 14.000 to Point/Station 13.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 4.000(Ac.) Runoff from this stream = 5.775(CFS) Time of concentration = 17.11 min. Rainfall inten*ity = 1.755(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 25.879 13.63 2 5.775 17.11 Largest stream flow has longer Qp = 25.879 + sum of Qa Tb/Ta 5.775 * 0.797 = Qp = 30.481 1.988 1.755 or shorter time 4.602 Total of 2 streams to confluence: Flow rates before confluence point: 25.879 5.775 Area of streams before confluence: 14.800 4.000 Results of confluence: Total flow rate = 30.481(CFS) Time of concentration = 13.634 min. Effective stream area after confluence = 40 Page 4 of concentration 18.800(Ac.) ProlO. out Process from Point/Station 70.000 to Point/Station 71.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 1687.000(Ft.) Top (of initial area) elevation = 1261.300(Ft.) Bottom (of initial area) elevation = 1213.600(Ft. Difference in elevation = 47.700(Ft.) Slope = 0.02828 s(percent)= 2.83 TC = k(0.370)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 14.749 min. Rainfall intensity = 1.904(In/Hr) for a 10 CONDOMINIUM subarea type Runoff Coefficient = 0.840 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 0 year storm Pervious area fraction = 0.350; Impervious fraction = 0.650 Initial subarea runoff = 1.760(CFS) Total initial stream area = 1.100(Ac.) Pervious area fraction = 0.350 Process from Point/Station 71.000 to Point/Station 72.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1213.600(Ft.) End of street segment elevation = 1208.600(Ft.) Length of street segment = 574.000(Ft.) Height of curb above gutter flowline = 6.0(In.) width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.000 Slope from grade break to crown (v/hz) = 0.017 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 3.280(CFS) Depth of flow = 0.348(Ft.), Average velocity = 2.187(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 12.683(Ft.) Flow velocity = 2.19(Ft/s) . Travel time = 4.37 min. _ TC = 19.12 min. Page 5 ProlO.out . Adding area flow to street CONDOMINIUM subarea type Runoff Coefficient = 0.833 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.350; Impervious fraction Rainfall intensity = 1.650(In/Hr) for a 10.0 Subarea runoff = 2.613(CFS) for 1.900(Ac.) Total runoff = 4.373(CFS) Total area = 3 0.650 year storm 000(Ac.) Street flow at end of street = 4.373(CFS) Half street flow at end of street = -4.373(CFS) Depth of flow = 0.376(Ft.), Average velocity = 2.340(Ft/s) Flow width (from curb towards crown)= 14.291(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 71.000 to Point/Station 72.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 3.000(Ac.) Runoff from this stream = 4.373(CFS) Time of concentration = 19.12 min. Rainfall intensity = 1.650(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process -from Point/Station 75.000 to Point/Station 72.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 597.000(Ft.) Top (of initial area) elevation = 1215.300(Ft.) Bottom (of initial area) elevation = 1208.600(Ft. Difference in elevation = 6.700(Ft.) Slope = 0.01122 s(percent)= 1.12 TC = k(0.370)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 11.710 min. Rainfall intensity = 2.161(In/Hr) for a 10 CONDOMINIUM subarea type Runoff Coefficient = 0.846 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 0 year storm Pervious area fraction = 0.350; Impervious fraction = 0.650 Initial subarea runoff = 3.293(CFS) Total initial stream area = 1.800(Ac.) • Page 6 ProlO.out Pervious area fraction = 0.350 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 75.000 to Point/Station 72.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 1.800(Ac.) Runoff from this stream = 3.293(CFS) Time of concentration = 11.71 min. Rainfall intensity = 2.161(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 4.373 19.12 1.650 2 3.293 11.71 2.161 Largest stream flow has longer time of concentration Qp = 4.373 + sum of Qb Ia/Ib 3.293 * 0.764 = 2.514 Qp = 6.887 Total of 2 streams to confluence: Flow rates before confluence point: 4.373 3.293 Area of streams before confluence: 3.000 1.800 Results of confluence: Total flow rate = 6.887(CFS) Time of concentration = 19.124 min. Effective stream area after confluence = 4.800(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 72.000 to Point/Station 73.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1208.60(Ft.) Downstream point/station elevation = 1206.00(Ft.) Pipe length = 172.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 6.887(CFS) Nearest computed pipe diameter = 15.00(In.) Calculated individual pipe flow = 6.887(CFS) Normal flow depth in pipe = 10.79(In.) Flow top width inside pipe = 13.48(In.) Critical Depth = 12.63(In.) Pipe flow velocity = 7.29(Ft/s) Page 7 ProlO.out • Travel time through pipe = 0.39 min. Time of concentration (TC) = 19.52 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 73.000 to Point/Station 74.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** Top of natural channel elevation = 1206.000(Ft.) End of natural channel elevation = 1166.500(Ft.) Length of natural channel = 606.000(Ft.) Estimated mean flow rate at midpoint of channel = 8.035(CFS) Natural valley channel type used L.A. County flood control district formula for channel velocity: Velocity = (7 + 8(q^.352)(slope^0.5) Velocity using mean channel flow = 6.04(Ft/s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0652 Corrected/adjusted channel slope = 0.0652 Travel time = 1.67 min. TC = 21.19 min. • Adding area flow to channel UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.814 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal -fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 89.00 .Pervious area fraction = 1.000; Impervious fraction Rainfall intensity = 1.560(In/Hr) for a 10.0 Subarea runoff = 2.032(CFS) for 1.600(Ac.) Total runoff = 8.918(CFS) Total area = 6 0.000 year storm 400(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 73.000 to Point/Station 74.000 **** SUBAREA FLOW ADDITION **** UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.814 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 89.00 • Pervious area fraction = 1.000; Impervious fraction = 0.000 Page 8 ProlO. out • Time of concentration = 21.19 min. Rainfall intensity = 1.560(In/Hr) for a 10.0 year storm Subarea runoff = 0.381(CFS) for 0.300(Ac.) Total runoff = 9.299(CFS) Total area = 6.700(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 20.000 to Point/Station 21.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 792.000(Ft.) Top (of initial area) elevation = 1224.200(Ft.) Bottom (of initial area) elevation = 1209.500(Ft. Difference in elevation = 14.700(Ft.)- - Slope = 0.01856 s(percent)= 1.86 TC = k(0.370)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 11.857 min. Rainfall intensity = 2.147(In/Hr) for a 10 CONDOMINIUM subarea type Runoff Coefficient = 0.846 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 0 year storm Pervious area fraction = 0.350; Impervious fraction = 0.650 Initial subarea runoff = 5.811(CFS) Total initial stream area = 3.200(Ac.) Pervious area fraction = 0.350 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 21.000 to Point/Station 22.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1209.500(Ft.) End of street segment elevation = 1196.800(Ft.) Length of street segment = 792.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.000(Ft Slope from gutter to grade break (v/hz) = 0.000 Slope from grade break to crown (v/hz) = 0.017 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 • Manning's N from grade break to crown = 0.0150 Page 9 ProlO.out • Estimated mean flow rate at midpoint of street = 8.626(CFS) Depth of flow = 0.415(Ft.), Average velocity = 3.473(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 16.633(Ft.) Flow velocity = 3.47(Ft/s) Travel time = 3.80 min. TC = 15.66 min. Adding area flow to street CONDOMINIUM subarea type Runoff Coefficient = 0.839 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.350; Impervious fraction = 0.650 Rainfall intensity = 1.842(In/Hr) for a 10.0 year storm Subarea runoff = 4.790(CFS) for 3.100(Ac.) Total runoff = 10.602(CFS) Total area = 6.300(Ac.) Street flow at end of street = 10.602(CFS) Half street flow at end of street = 10.602(CFS) Depth of flow = 0.440(Ft.), Average velocity = 3.650(Ft/s) Flow width (from curb towards crown)= 18.058(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ • Process from Point/Station 22.000 to Point/Station 23.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1196.800(Ft.) End of street segment elevation = 1187.000(Ft.) Length of street segment = 245.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.000 Slope from grade break to crown (v/hz) = 0.017 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 12.032(CFS) Depth of flow = 0.402(Ft.), Average velocity = 5.323(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 15.821(Ft.) Flow velocity = 5.32(Ft/s) Travel time = 0.77 min. TC = 16.43 min. • Adding area flow to street Page 10 ProlO.out • CONDOMINIUM subarea type Runoff Coefficient = 0.837 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.350; Impervious fraction Rainfall intensity = 1.794(In/Hr) for a 10.0 Subarea runoff = 2.555(CFS) for 1.700(Ac.) Total runoff = 13.157(CFS) Total area = 8 Street flow at end of street = 13.157(CFS) Half street flow at end of street = 13.157(CFS) Depth of flow = 0.411(Ft.), Average velocity = 5 Flow width (from curb towards crown)= 16.401(Ft.) 0.650 year storm 000(Ac.) 439(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 23.000 to Point/Station 26.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1187.00(Ft.) Downstream point/station elevation = 1180.00(Ft.) Pipe length = 25.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 13.157(CFS) • Nearest computed pipe diameter 12.00(In.) Calculated individual pipe flow 13.157(CFS) Normal flow depth in pipe = 7.38(In.) Flow top width inside pipe = 11.68(In.) Critical depth could not be calculated. Pipe fluw velocity = 25.95(Ft/s) Travel time through pipe = 0.02 min. Time of concentration (TC) = 16.44 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 23.000 to Point/Station 26.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 8.000(Ac.) Runoff from this stream = 13.157(CFS) Time of concentration = 16.44 min. Rainfall intensity = 1.793(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 75.000 to Point/Station 24.000 **** INITIAL AREA EVALUATION **** • Initial area flow distance = 1202.000(Ft.) Page 11 • Prol0.out Top (of initial area) elevation = 1215.300(Ft.) Bottom (of initial area) elevation = 1198.300(Ft. Difference in elevation = 17.000(Ft.) Slope = 0.01414 s(percent)= 1.41 TC = k(0.370)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 14.793 min. Rainfall intensity = 1.901(In/Hr) for a 10 CONDOMINIUM subarea type Runoff Coefficient = 0.840 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 0 year storm Pervious area fraction = 0.350; Impervious fraction = 0.650 Initial subarea runoff = 6.549(CFS) Total initial stream area = 4.100(Ac.) Pervious area fraction = 0.350 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 24.000 to Point/Station 25.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1198.300(Ft.) . End of street segment elevation = 1188.400(Ft.) Length of street segment = 295.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.000(Ft Slope from gutter to grade break (v/hz) = 0.000 Slope from grade break to crown (v/hz) = 0.017 Street flow is on (1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = Depth of flow = 0.370(Ft.), Average velocity = Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 13.987(Ft.) Flow velocity = 4.54(Ft/s) Travel time = 1.08 min. TC = 15.88 min. Adding area flow to street CONDOMINIUM subarea type Runoff Coefficient = 0.838 Decimal fraction soil group A = 0.000 • Decimal fraction soil group B = 0.000 Page 12 8.146(CFS) 4.537(Ft/s) ProlO. out • Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.350; Impervious fraction = 0.650 Rainfall intensity = 1.828(In/Hr) for a 10.0 year storm Subarea runoff = 3.066(CFS) for 2.000(Ac.) Total runoff = 9.614(CFS) Total area = 6.100(Ac.) Street flow at end of street = 9.614(CFS) Half street flow at end of street = 9.614(CFS) Depth of flow = 0.387(Ft.), Average velocity = 4.719(Ft/s) Flow width (from curb towards crown)= 14.969(Ft.) ++++++++++++++++++++++++++++++++++++++++f+++++++++++++++++++++++++++++ Process from Point/Station 25.000 to Point/Station 26.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1188.40(Ft.) Downstream point/station elevation = 1181.00(Ft.) Pipe length = 30.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 9.614(CFS) Nearest computed pipe diameter = 12.00(In.) Calculated individual pipe flow = 9.614(CFS) Normal flow depth in pipe = 6.30(In.) Flow top width inside pipe = 11.98(In.) • Critical depth,could not be calculated. Pipe flow velocity = 23.00(Ft/s) Travel time through pipe = 0.02 min. Time of concentration (TC) = 15.90 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 25.000 to Point/Station 26.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 6.100(Ac.) Runoff from this stream = 9.614(CFS) Time of concentration = 15.90 min. Rainfall intensity = 1.827(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 13.157 16.44 1.793 2 9.614 15.90 1.827 Largest stream flow has longer time of concentration Qp = 13.157 + sum of • Qb Ia/Ib Page 13 • Prol0.out 9.614 * 0.982 = 9.438 4p = 22.595 Total of 2 streams to confluence: Flow rates before confluence point: 13.157 9.614 Area of streams before confluence: 8.000 6.100 Results of confluence: Total flow rate = 22.595(CFS) Time of concentration = 16.441 min. Effective stream area after confluence = 14.100(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 26.000 to Point/Station 28.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1181.00(Ft.) Downstream point/station elevation = 1174.00(Ft.) Pipe length = 245.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 22.595(CFS) Nearest computed pipe diameter = 21.00(In.) Calculated individual pipe flow = 22.595(CFS) Normal flow depth in pipe = 14.79(In.) • Flow top width inside pipe = 19.17(In.) Critical Depth = 19.77(In.) Pipe flow velocity = 12.48(Ft/s) Travel time through pipe = 0.33 min. Time of concentration (TC) = 16.77 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 26.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 14.100(Ac.) Runoff from this stream = 22.595(CFS) Time of concentration = 16.77 min. Rainfall intensity = 1.774(In/Hr) 28.000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 31.000 to Point/Station 27.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 371.000(Ft.) Top (of initial area) elevation = 1184.500(Ft.) Bottom (of initial area) elevation = 1179.800(Ft • Difference in elevation = 4.700(Ft.) Page 14 • Pro10.out Slope = 0.01267 s(percent)= 1.27 TC = k(0.370)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 9.449 min. Rainfall intensity = 2.432(In/Hr) for a 10 CONDOMINIUM subarea type Runoff Coefficient = 0.851 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 0 year storm Pervious area fraction = 0.350; Impervious fraction = 0.650 Initial subarea runoff = 4.141(CFS)_ Total initial stream area = 2.000{Ac:) Pervious area fraction = 0.350 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 27.000 to Point/Station 28.000 **** PIPEFLOw TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1179.80(Ft.) Downstream point/station elevation = 1174.00(Ft.) Pipe length = 10.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 4.141(CFS) • Nearest computed pipe diameter = 6.00(In.) Calculated individual pipe flow = 4.141(CFS) Normal flow depth in pipe = 4.76(In.) Flow top width inside pipe = 4.86(In.) Critical depth could not be calculated. Pipe flow velocity = 24.80(Ft/s) Travel time through pipe = 0.01 min. Time of concentration (TC) = 9.46 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 27.000 to Point/Station 28.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 2.000(Ac.) Runoff from this stream = 4.141(CFS) Time of concentration = 9.46 min. Rainfall intensity = 2.431(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) • 1 22.595 16.77 Page 15 1.774 ProlO.out 2 4.141 9.46 2.431 Largest stream flow has longer time of concentration Qp = 22.595 + sum of Qb Ia/Ib 4.141 * 0.730 = 3.022 Qp = 25.617 Total of 2 streams to confluence: Flow rates before confluence point: 22.595 4.141 Area of streams before confluence: 14.100 2.000 Results of confluence: Total flow rate = 25.617(CFS) Time of concentration = 16.768 min. Effective stream area after confluence = 16.100(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 28.000 to Point/Station 29.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1174.00(Ft.) Downstream point/station elevation = 1172.50(Ft.) IS Pipe length = 136.00(Ft.) Mannings N = 0.013 No. of pipes =_1 Required pipe flow = 25.617(CFS) Nearest computed pipe diameter = 27.00(In.) Calculated individual pipe flow = 25.617(CFS) Normal flow depth in pipe = 18.07(In.) Flow top width inside pipe = 25.41(In.) Criticai'Depth = 21.20(In.) Pipe flow velocity = 9.06(Ft/s) Travel time through pipe = 0.25 min. Time of concentration (TC) = 17.02 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 29.000 to Point/Station 30.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** Top of natural channel elevation = 1172.500(Ft.) End of natural channel elevation = 1158.600(Ft.) Length of natural channel = 379.000(Ft.) Estimated mean flow rate at midpoint of channel = 28.879(CFS) Natural valley channel type used L.A. County flood control district formula for channel velocity: Velocity = (7 + 8(q^.352)(slope^0.5) Velocity using mean channel flow = 6.35(Ft/s) Correction to map slope used on extremely rugged channels with • Page 16 • ProlO. out drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0367 Corrected/adjusted channel slope = 0.0367 Travel time = 1.00 min. TC = 18.01 min. Adding area flow to channel UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.821 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 89.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Rainfall intensity = 1.706(In/Hr) for a 10.0 year storm Subarea runoff = 5.739(CFS) for 4.100(Ac.) Total runoff = 31.356(CFS) Total area = 20.200(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 30.000 to Point/Station 33.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** Top of natural channel elevation = 1158.600(Ft.) • End of natural channel elevation = 1116.000(Ft.) Length of natural channel = 779.000(Ft.) Estimated mean flow rate at midpoint of channel = 32.676(CFS) Natural valley channel type used L.A. County flood control district formula for channel velocity: Velocity = (7 + 8(q^.352)(slope^0.5) Velocity using mean channel flow = 8.02(Ft/s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0547 Corrected/adjusted channel slope = 0.0547 Travel time = 1.62 min. TC = 19.63 Adding area flow to channel UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.817 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 89.00 Pervious area fraction = 1.000; Impervious • Rainfall intensity = 1.627(In/Hr) for Page 17 min. fraction = 0.000 a 10.0 year storm ProlO.out • Subarea runoff = 2.260(CFS) for 1.700(Ac.) Total runoff = 33.616(CFS) Total area = 21.900(Ac.) • 11 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 30.000 to Point/Station 33.000 **** SUBAREA FLOW ADDITION **** UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.817 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 89.00 Pervious area fraction = 1.000; Impervious Time of concentration = 19.63 min. Rainfall intensity = 1.627(In/Hr) for Subarea runoff = 2.659(CFS) for 2 Total runoff = 36.275(CFS) Total area fraction = 0.000 a 10.0 year storm .000(Ac.) 23.900(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 35.000 to Point/Station 36.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 982.000(Ft.) Top (of initial area) elevation = 1257.400(Ft.) Bottom (of initial area) elevation = 1208.700(Ft. Difference in elevation = 48.700(Ft.) Slope = 0.04959 s(percent)= 4.96 TC = k(0.370)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 10.616 min. Rainfall intensity = 2.281(In/Hr) for a 10 CONDOMINIUM subarea type Runoff Coefficient = 0.849 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.350; Impervious Initial subarea runoff = 6.776(CFS) Total initial stream area = 3.500(Ac Pervious area fraction = 0.350 0 year storm fraction = 0.650 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 36.000 to Point/Station 37.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Page 18 0 • ProlO. out Top of street segment elevation = 1208.700(Ft.) End of street segment elevation = 1162.500(Ft.) Length of street segment = 1205.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.000(Ft Slope from gutter to grade break (v/hz) = 0.000 Slope from grade break to crown (v/hz) = 0.017 Street flow is on [2] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(In.)__ Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = Depth of flow = 0.342(Ft.), Average velocity = Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 12.291(Ft.) Flow velocity = 4.51(Ft/s) Travel time = 4.45 min. TC = 15.07 min. Adding area flow to street CONDOMINIUM subarea type Runoff Coefficient = 0.840 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 12.778(CFS) 4.509(Ft/s) Pervicus'area fraction = 0.350; Impervious fraction = 0.650 Rainfall intensity = 1..882(In/Hr) for a 10.0 year storm Subarea runoff = 9.797(CFS) for 6.200(Ac.) Total runoff = 16.573(CFS) Total area = 9.700(Ac.) Street flow at end of street = 16.573(CFS) Half street flow at end of street = 8.286(CFS) Depth of flow = 0.366(Ft.), Average velocity = 4.793(Ft/s) Flow width (from curb towards crown)= 13.704(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 36.000 to Point/Station 37.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 9.700(Ac.) Runoff from this stream = 16.573(CFS) Time of concentration = 15.07 min. Rainfall intensity = 1.882(In/Hr) Page 19 Prol0.out ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 42.000 to Point/Station 43.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 620.000(Ft.) Top (of initial area) elevation = 1224.200(Ft.) Bottom (of initial area) elevation = 1183.800(Ft. Difference in elevation = 40.400(Ft.) Slope = 0.06516 s(percent)= 6.52 TC = k(0.530)*((length^3)/(elevation change)]^0.2 Initial area time of concentration = 11.979 min. Rainfall intensity = 2.135(In/Hr) for a 10 UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.835 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 89.00 0 year storm Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 5.707(CFS) Total initial stream area = 3.200(Ac.) Pervious area fraction = 1.000 •++++++++++++++t+++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 43.000 to Point/Station 37.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** Top of natural channel elevation = 1183.800(Ft.) End of natural channel elevation = 1162.500(Ft.) Length of natural channel = 889.000(Ft.) Estimated mean flow rate at midpoint of channel = 10.879(CFS) Natural valley channel type used L.A. County flood control district formula for channel velocity: Velocity - (7 + 8(q^.352)(slope^0.5) Velocity using mean channel flow = 3.95(Ft/s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0240 Corrected/adjusted channel slope = 0.0240 Travel time = 3.75 min. TC = 15.73 min. Adding area flow to channel UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.826 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Page 20 ProlO. out Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 89.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Rainfall intensity = 1.838(In/Hr) for a 10.0 year storm Subarea runoff = 8.804(CFS) for 5.800(Ac.) Total runoff = 14.511(CFS) Total area = 9.000(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 43.000 to Point/Station 37.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 9.000(Ac.) Runoff from this stream = 14.511(CFS) Time of concentration = 15.73 min. Rainfall intensity = 1.838(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) • 1 16.573 15.07 1.882 2 14.511_ 15.73 1.838 Largest stream flow has longer or shorter time of concentration Qp = 16.573 + sum of Qa Tb/Ta 14.511 * 0.958 = 13.904 QP = 30.476 Total of 2 streams to confluence: Flow rates before confluence point: 16.573 14.511 Area of streams before confluence: 9.700 9.000 Results of confluence: Total flow rate = 30.476(CFS) Time of concentration = 15.070 min. Effective stream area after confluence = 18.700(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 37.000 to Point/Station 38.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1162.50(Ft.) Downstream point/station elevation = 1162.40(Ft.) Pipe length = 42.00(Ft.) Manning's N = 0.013 . No. of pipes = 1 Required pipe flow = 30.476(CFS) Page 21 • ProlO. out Nearest computed pipe diameter 36.00(In.) Calculated individual pipe flow = 30.476(CFS) Normal flow depth in pipe = 27.66(In.) Flow top width inside pipe = 30.38(In.) Critical Depth = 21.46(In.) Pipe flow velocity = 5.23(Ft/s) Travel time through pipe = 0.13 min. Time of concentration (TC) = 15.20 min. • ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 37.000 to Point/Station 38.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 18.700(Ac.) Runoff from this stream = 30.476(CFS) Time of concentration = 15.20 min. Rainfall intensity = 1.872(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 40.000 to Point/Station 41.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 840.000(Ft.) Top (of initial area) elevation = 1194.500(Ft.) Bottom (of initial area) elevation = 1187.800(Ft. Difference in elevation = 6.700(Ft.) Slope = 0.00798 s(percent)= 0.80 TC = k(O'.370)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 14.373 min. Rainfall intensity = 1.931(In/Hr) for a 10 CONDOMINIUM subarea type Runoff Coefficient = 0.841 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 0 year storm Pervious area fraction = 0.350; Impervious fraction = 0.650 Initial subarea runoff = 4.223(CFS) Total initial stream area = 2.600(Ac.) Pervious area fraction = 0.350 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 41.000 to Point/Station 38.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1187.800(Ft.) Page 22 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 41.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: Stream flow area = 4 Runoff from this stream = Time of concentration = Rainfall intensity = Summary of stream data: 1 in normal stream number 2 .800(Ac.) 7.340(CFS) 18.17 min. 1.698(In/Hr) 0 Stream Flow rate TC Page 23 Rainfall Intensity 38.000 7jeOIJ06 , -i, -� -.-? ProlO. out • End of street segment elevation = 1162.400(Ft.) Length of street segment = 900.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.000 Slope from grade break to crown (v/hz) = 0.017 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 6.010(CFS) Depth of flow = 0.350(Ft.), Average velocity = 3.953(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 12.777(Ft.) Flow velocity = 3.95(Ft/s) Travel time = 3.79 min. TC = 18.17 min. Adding area flow to street CONDOMINIUM subarea type Runoff Coefficient = 0.835 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.350; Impervious fraction = 0.650 Rainfall -intensity = 1.698(In/Hr) for a 10.0 year storm Subarea runoff = 3.117(CFS) for 2.200(Ac.) Total runoff = 7.340(CFS) Total area = 4.800(Ac.) Street flow at end of street = 7.340(CFS) Half street flow at end of street = 7.340(CFS) Depth of flow = 0.369(Ft.), Average velocity = 4.143(Ft/s) Flow width (from curb towards crown)= 13.886(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 41.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: Stream flow area = 4 Runoff from this stream = Time of concentration = Rainfall intensity = Summary of stream data: 1 in normal stream number 2 .800(Ac.) 7.340(CFS) 18.17 min. 1.698(In/Hr) 0 Stream Flow rate TC Page 23 Rainfall Intensity 38.000 7jeOIJ06 , -i, -� -.-? • 0 ProlO. out No. (CFS) (min) (In/Hr) 1 30.476 15.20 1.872 2 7.340 18.17 1.698 Largest stream flow has longer or shorter time of concentration Qp = 30.476 + sum of Qa Tb/Ta 7.340 * 0.837 = 6.142 Qp = 36.619 Total of 2 streams to confluence: Flow rates before confluence point: 30.476 7.340 Area of streams before confluence: 18.700 4.800 Results of confluence: Total flow rate = 36.619(CFS) Time of concentration = 15.204 min. Effective stream area after confluence = 23.500(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 38.000 to Point/Station 39.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1162.40(Ft.) Downstream point/station elevation = 1150.00(Ft.) Pipe length = 35.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 36.619(CFS) Nearest computed pipe diameter = 15.00(In.) Calculated individual pipe flow = 36.619(CFS) Normal flow depth in pipe = 11.70(In.) Flow top width inside pipe = 12.43(In.) Critical depth could not be calculated. Pipe flow velocity = 35.66(Ft/s) Travel time through pipe = 0.02 min. Time of concentration (TC) = 15.22 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 38.000 to Point/Station 39.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 23.500(Ac.) Runoff from this stream = 36.619(CFS) Time of concentration = 15.22 min. Rainfall intensity = 1.871(In/Hr) • Page 24 ProlO.out Process from Point/Station 45.000 to Point/Station 46.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 570.000(Ft.) Top (of initial area) elevation = 1255.600(Ft.) Bottom (of initial area) elevation = 1198.000(Ft. Difference in elevation = 57.600(Ft.) Slope = 0.10105 s(percent)= 10.11 TC = k(0.370)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 7.407 min. Rainfall intensity = 2.781(In/Hr) for a 10 CONDOMINIUM subarea type Runoff Coefficient = 0.857 = Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 0 year storm Pervious area fraction = 0.350; Impervious fraction = 0.650 Initial subarea runoff = 8.575(CFS) Total initial stream area = 3.600(Ac.) Pervious area fraction = 0.350 •++++++++++++++t+++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 46.000 to Point/Station 47.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** Top of natural channel elevation = 1198.000(Ft.) End of natural channel elevation = 1178.000(Ft.) Length of natural channel = 680.000(Ft.) Estimated mean flow rate at midpoint of channel = 15.245(CFS) Natural valley channel type used L.A. County flood control district formula for channel velocity: Velocity = (7 + 8(q^.352)(slope^0.5) Velocity using mean channel flow = 4.78(Ft/s) Correction to map slope used on extremely rugged channels with drops. and waterfalls (Plate D-6.2) Normal channel slope = 0.0294 Corrected/adjusted channel slope = 0.0294 Travel time = 2.37 min. TC = 9.78 min. Adding area flow to channel CONDOMINIUM subarea type Runoff Coefficient = 0.851 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 . Page 25 • Prol0.out - No. of pipes = 1 Required pipe flow 26.341(CFS) Nearest computed pipe diameter - 21.00(In.) Calculated individual pipe flow = 26.341(CFS) Normal flow depth in pipe = 12.98(In.) Flow top width inside pipe = 20.40(In.) Critical depth could not be calculated. Pipe flow velocity = 16.86(Ft/s) Travel time through pipe = 0.21 min. Time of concentration (TC) = 11.36 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 48.000 to Point/Station 39.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 12.600(Ac.) Runoff from this stream = 26.341(CFS) Time of concentration = 11.36 min. Rainfall intensity = 2.197(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 36.619 15.22 1.871 2 26.341 11.36 2.197 Largest stream flow has longer time of concentration QP = 36.619 + sum of - Qb Ia/Ib 26.341 * 0.852 = 22.431 QP = 59.050 Total of 2 streams to confluence: Flow rates before confluence point: 36.619 26.341 Area of streams before confluence: 23.500 12.600 Results of confluence: Total flow rate = 59.050(CFS) Time of concentration = 15.220 min. Effective stream area after confluence = 36.100(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 39.000 to Point/Station 33.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 1150.00(Ft.) Downstream point elevation = 1116.00(Ft.) Page 27 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 39.000 to Point/Station 33.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 38.700(Ac.) Runoff from this stream = 62.804(CFS) Time of concentration = 17.59 min. Rainfall intensity = 1.728(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 44.000 to Point/Station 33.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 1357.000(Ft.) Top (of initial area) elevation = 1190.000(Ft.) Bottom (of initial area) elevation = 1116.000(Ft.) Difference in elevation = 74.000(Ft.) Slope = 0.05453 s(percent)= 5.45 TC = k(0.530)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 16.982 min. Rainfall intensity = 1.762(In/Hr) for a 10.0 year storm Page 28 Prol0.out • Channel length thru subarea = 1181.00(Ft.) Channel base width - 3.000(Ft.) Slope or 'Z' of left channel bank = 1.000 Slope or 'Z' of right channel bank = 1.000 Estimated mean flow rate at midpoint of channel = 61.177(CFS) Manning's 'N' = 0.030 Maximum depth of channel = 3.000(Ft.) Flow(q) thru subarea = 61.177(CFS) Depth of flow = 1.603(Ft.), Average velocity = 8.289(Ft/s) Channel flow top width = 6.207(Ft.) Flow Velocity = 8.29(Ft/s) Travel time = 2.37 min. Time of concentration = 17.59 min. Critical depth = 1.891(Ft.) Adding area flow to channel CONDOMINIUM subarea type Runoff Coefficient = 0.836 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.350; Impervious fraction = 0.650 Rainfall intensity = 1.728(In/Hr) for a 10.0 year storm Subarea runoff = 3.754(CFS) for 2.600(Ac.) Total runoff =. 62.804(CFS) Total area = 38.700(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 39.000 to Point/Station 33.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 38.700(Ac.) Runoff from this stream = 62.804(CFS) Time of concentration = 17.59 min. Rainfall intensity = 1.728(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 44.000 to Point/Station 33.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 1357.000(Ft.) Top (of initial area) elevation = 1190.000(Ft.) Bottom (of initial area) elevation = 1116.000(Ft.) Difference in elevation = 74.000(Ft.) Slope = 0.05453 s(percent)= 5.45 TC = k(0.530)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 16.982 min. Rainfall intensity = 1.762(In/Hr) for a 10.0 year storm Page 28 ProlO. out UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.823 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 89.00 Pervious area fraction = 1.000; Impervious Initial subarea runoff = 11.601(CFS) Total initial stream area = 8.000(Ac Pervious area fraction = 1.000 fraction = 0.000 ++++++++++++++++++++++++++++++++++++++++f +++++++++++++++++++++++++++++ Process from Point/Station 44.000 to Point/Station 33.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 8.000(Ac.) Runoff from this stream = 11.601(CFS) Time of concentration = 16.98 min. Rainfall intensity = 1.762(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 30.000 to Point/Station 33.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** Rainfall intensity = 1.627(In/Hr) for a 10.0 year storm UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.817 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 89.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 User specified values are as follows: TC = 19.63 min. Rain intensity = 1.63(In/Hr) Total area = 23.90(Ac.) Total runoff = 36.28(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 30.000 to Point/Station 33.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: Stream flow area = 23. Runoff from this stream = Time of concentration = . Rainfall intensity = 1 1 in normal stream number 3 900(Ac.) 36.280(CFS) 19.63 min. .627(In/Hr) Page 29 ProlO. out • Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 62.804 17.59 1.728 2 11.601 16.98 1.762 3 36.280 19.63 1.627 Largest stream flow has longer or shorter time of concentration Qp = 62.804 + sum of Qb Ia/Ib 11.601 * 0.981 = 11.376_- Qa Tb/Ta 36.280 * 0.896 = 32.518 Qp = 106.698 Total of 3 streams to confluence: Flow rates before confluence point: 62.804 11.601 36.280 Area of streams before confluence: 38.700 8.000 23.900 Results of confluence: Total flow rate = 106.698(CFS) Time of concentration = 17.595 min. • Effective stream area after confluence = 70.600(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 61.000 to Point/Station 64.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 1454.000(Ft.) Top (of initial area) elevation = 1181.800(Ft.) Bottom (of initial area) elevation = 1134.900(Ft.) Difference in elevation = 46.900(Ft.) Slope = 0.03226 s(percent)= 3.23 TC = k(0.370)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 13.536 min. Rainfall intensity = 1.996(In/Hr) for a 10. CONDOMINIUM subarea type Runoff Coefficient = 0.843 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 0 year storm Pervious area fraction = 0.350; Impervious fraction = 0.650 Initial subarea runoff = 6.727(CFS) Total initial stream area = 4.000(Ac.) Pervious area fraction = 0.350 • Page 30 out Decimal fraction soil group C = 0.00000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.350; Impervious fraction = 0.650 Rainfall intensity = 2.387(In/Hr) for a 10.0 year storm Subarea runoff = 11.369(CFS) for 5.600(Ac.) Total runoff = 19.944(CFS) Total area = 9.200(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 47.000 to Point/Station 48.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** Top of natural channel elevation = 1178.000(Ft.) End of natural channel elevation = 1161.900(Ft.) Length of natural channel = 476.000(Ft.) Estimated mean flow rate at midpoint of channel = 23.629(CFS) Natural valley channel type used L.A. County flood control district formula for channel velocity: Velocity = (7 + 8(q^.352)(slope^0.5) Velocity using mean channel flow = 5.77(Ft/s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) • Normal channel slope = 0.0338 Corrected/adjusted channel slope = 0.0338 Travel time = 1.38 min. TC = 11.15 min. Adding area flow to channel CONDOMINIUM subarea type Runoff Coefficient = 0.847 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.350; Impervious fraction = 0.650 Rainfall intensity = 2.220(In/Hr) for a 10.0 year storm Subarea runoff = 6.397(CFS) for 3.400(Ac.) Total runoff = 26.341(CFS) Total area = 12.600(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 48.000 to Point/Station 39.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1161.90(Ft.) Downstream point/station elevation = 1150.00(Ft.) • Pipe length = 213.00(Ft.) Manning's N = 0.013 Page 26 • ProlO.out ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 64.000 to Point/Station 32.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1134.90(Ft.) Downstream point/station elevation = 1127.50(Ft.) Pipe length = 25.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 6.727(CFS) Nearest computed pipe diameter = 9.00(In.) Calculated individual pipe flow = 6.727(CFS) Normal flow depth in pipe = 5.80(In.)_ Flow top width inside pipe = 8.62(In.Y - Critical depth could not be calculated. Pipe flow velocity = 22.34(Ft/s) Travel time through pipe = 0.02 min. Time of concentration (TC) = 13.56 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 64.000 to Point/Station 32.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 . Stream flow area = 4.000(Ac.) Runoff from this stream = 6.727(CFS) Time of concentration = 13.56 min. Rainfall intensity = 1.994(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 62.000 to Point/Station 63.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 1529.000(Ft.) Top (of initial area) elevation = 1190.400(Ft.) Bottom (of initial area) elevation = 1134.500(Ft.) Difference in elevation = 55.900(Ft.) Slope = 0.03656 s(percent)= 3.66 TC = k(0.370)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 13.470 min. Rainfall intensity = 2.001(In/Hr) for a 10.0 year storm CONDOMINIUM subarea type Runoff Coefficient = 0.843 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 • Pervious area fraction = 0.350; Impervious fraction = 0.650 Page 31 Prol0.out • Initial subarea runoff = 9.951(CFS) Total initial stream area = 5.900(Ac Pervious area fraction = 0.350 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 63.000 to Point/Station 32.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1134.50(Ft.) Downstream point/station elevation = 1127.50(Ft.) Pipe length = 25.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 9.951(CFS) Nearest computed pipe diameter = 11-:00{In.) Calculated individual pipe flow = 9.951(CFS) Normal flow depth in pipe = 6.20(In.) Flow top width inside pipe = 11.99(In.) Critical depth could not be calculated. Pipe flow velocity = 24.33(Ft/s) Travel time through pipe = 0.02 min. Time of concentration (TC) = 13.49 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 63.000 to Point/Station . **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: Stream flow area = 5 Runoff from this stream = Time of -concentration = Rainfall intensity = Summary of stream data: 1 in normal stream number 2 .900(Ac.) 9.951(CFS) 13.49 min. 2.000(In/Hr) Stream Flow rate TC No. (CFS) (min) 1 6.727 13.56 2 9.951 13.49 Largest stream flow has longer Qp = 9.951 + sum of Qa Tb/Ta 6.727 * 0.995 = Qp = 16.644 Rainfall Intensity (In/Hr) 1.994 2.000 or shorter time of concentration 6.693 Total of 2 streams to confluence: Flow rates before confluence point: 6.727 9.951 Area of streams before confluence: . 4.000 5.900 Page 32 32.000 ProlO.out • Results of confluence: Total flow rate = 16.644(CFS) Time of concentration = 13.487 min. Effective stream area after confluence = 9.900(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 32.000 to Point/Station 57.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1127.50(Ft.) Downstream point/station elevation = 1126.00(Ft.) Pipe length = 44.00(Ft.) Manning's_N = 0.013 No. of pipes = 1 Required pipe flow 16.644(CFS) Nearest computed pipe diameter = 18.00(In.) Calculated individual pipe flow = 16.644(CFS) Normal flow depth in pipe = 12.84(In.) Flow top width inside pipe = 16.28(In.) Critical depth could not be calculated. Pipe flow velocity = 12.34(Ft/s) Travel time through pipe = 0.06 min. Time of concentration (TC) = 13.55 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ • Process from Pgint/Station 50.000 to Point/Station 52.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 1304.000(Ft.) Top (of initial area) elevation = 1194.000(Ft.) Bottom (of initial area) elevation = 1173.600(Ft. Difference in elevation = 20.400(Ft.) Slope = 0.01564 s(percent)= 1.56 TC = k(0.370)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 14.978 min. Rainfall intensity = 1.888(In/Hr) for a 10 CONDOMINIUM subarea type Runoff Coefficient = 0.840 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 0 year storm Pervious area fraction = 0.350; Impervious fraction = 0.650 Initial subarea runoff = 6.184(CFS) Total initial stream area = 3.900(Ac.) Pervious area fraction = 0.350 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 52.000 to Point/Station 55.000 • Page 33 ProlO. out • **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1173.600(Ft.) End of street segment elevation = 1134.800(Ft.) Length of street segment = 1745.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.000 Slope from grade break to crown (v/hz) = 0.017 Street flow is on [1] side(s) of the street Distance from curb to property line = 2.500(Ft.) Slope from curb to property line (v/hz) 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 8.880(CFS) Depth of flow = 0.401(Ft.), Average velocity = 3.959(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 15.757(Ft.) Flow velocity = 3.96(Ft/s) Travel time = 7.35 min. TC = 22.32 min. Adding area flow to street • CONDOMINIUM subarea type Runoff Coefficient = 0.829 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal -fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.350; Impervious fraction = 0.650 Rainfall intensity = 1.516(In/Hr) for a 10.0 year storm Subarea runoff = 4.270(CFS) for 3.400(Ac.) Total runoff = 10.455(CFS) Total area = 7.300(Ac.) Street flow at end of street = 10.455(CFS) Half street flow at end of street = 10.455(CFS) Depth of flow = 0.419(Ft.), Average velocity = 4.118(Ft/s) Flow width (from curb towards crown)= 16.826(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 55.000 to Point/Station 56.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1134.80(Ft.) Downstream point/station elevation = 1127.50(Ft.) Pipe length = 25.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 10.455(CFS) • Nearest computed pipe diameter = 12.00(In.) Page 34 • Calculated individual pipe Normal flow depth in pipe = Flow top width inside pipe Critical depth could not be Pipe flow velocity = 25 Travel time through pipe = Time of concentration (TC) ProlO. out flow = 10.455(CFS) 6.30(In.) 11.98(In.) calculated. .02(Ft/s) 0.02 min. 22.34 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 55.000 to Point/Station 56.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: Stream flow area = 7 Runoff from this stream = Time of concentration = Rainfall intensity = 1 in normal stream number 1 .300(Ac.) 10.455(CFS) 22.34 min. 1.515(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 51.000 to Point/Station 53.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 955.000(Ft.) • Top (of initial area) elevation = 1187.000(Ft.) Bottom (of initial area) elevation = 1151.300(Ft. Difference in elevation = 35.700(Ft.) Slope = 0.03738 s(percent)= 3.74 TC = k(0.370)*[(length^3)/(elevation change)]^0.2 Initial'area time of concentration = 11.109 min. Rainfall intensity = 2.225(In/Hr) for a 10 CONDOMINIUM subarea type Runoff Coefficient = 0.848 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 0 year storm Pervious area fraction = 0.350; Impervious fraction = 0.650 Initial subarea runoff = 5.280(CFS) Total initial stream area = 2.800(Ac.) Pervious area fraction = 0.350 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 53.000 to Point/Station 54.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1151.300(Ft.) • End of street segment elevation = 1134.800(Ft.) Page 35 ProlO.out • Length of street segment = 1194.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.000(Ft Slope from gutter to grade break (v/hz) = 0.000 Slope from grade break to crown (v/hz) = 0.017 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = '0.0150 Manning's N from grade break to crown 0-.0150 Estimated mean flow rate at midpoint of street = Depth of flow = 0.423(Ft.), Average velocity = Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 17.099(Ft.) Flow velocity = 3.28(Ft/s) Travel time = 6.07 min. TC = 17.18 min. Adding area flow to street CONDOMINIUM subarea type Runoff Coefficient = 0.836 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 8.581(CFS) 3.278(Ft/s) • Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.350; Impervious fraction = 0.650 Rainfall intensity = 1.751(In/Hr) for a 10.0 year storm Subarea -runoff = 5.124(CFS) for 3.500(Ac.) Total runoff = 10.404(CFS) Total area = 6.300(Ac.) Street flow at end of street = 10.404(CFS) Half street flow at end of street = 10.404(CFS) Depth of flow = 0.446(Ft.), Average velocity = 3.434(Ft/s) Flow width (from curb towards crown)= 18.461(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 54.000 to Point/Station 56.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1134.80(Ft.) Downstream point/station elevation = 1127.50(Ft.) Pipe length = 25.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 10.404(CFS) Nearest computed pipe diameter = 12.00(In.) Calculated individual pipe flow = 10.404(CFS) Normal flow depth in pipe = 6.28(In.) Flow top width inside pipe = 11.99(In.) • Critical depth could not be calculated. Page 36 • ProlO.out Pipe flow velocity = 24.98(Ft/s) Travel time through pipe = 0.02 min. Time of concentration (TC) = 17.20 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 54.000 to Point/Station 56.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 6.300(Ac.) Runoff from this stream = 10.404(CFS) Time of concentration = 17.20 min. Rainfall intensity = 1.750(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 10.455 22.34 1.515 2 10.404 17.20 1.750 Largest stream flow has longer time of concentration Qp = 10.455 + sum of Qb Ia/Ib • 10.404 * 0.866 = 9.010 Qp = 19.464 Total of 2 streams to confluence: Flow rates before confluence point: 10'.455 10.404 Area of streams before confluence: 7.300 6.300 Results of confluence: Total flow rate = 19.464(CFS) Time of concentration = 22.340 min. Effective stream area after confluence = 13.600(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 56.000 to Point/Station 57.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1127.50(Ft.) Downstream point/station elevation = 1126.00(Ft.) Pipe length = 42.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 19.464(CFS) Nearest computed pipe diameter = 18.00(In.) Calculated individual pipe flow = 19.464(CFS) Normal flow depth in pipe = 14.44(In.) • Flow top width inside pipe = 14.34(In.) Page 37 • ProlO.out Critical depth could not be calculated. Pipe flow velocity = 12.80(Ft/s) Travel time through pipe = 0.05 min. Time of concentration (TC) = 22.39 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 56.000 to Point/Station 57.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 13.600(Ac.) Runoff from this stream = 19.464(CFS) Time of concentration = 22.39 min. = Rainfall intensity = 1.513(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 32.000 to Point/Station 57.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** Rainfall intensity = 1.999(In/Hr) for a 10.0 year storm CONDOMINIUM subarea type Runoff Coefficient = 0.843 Decimal fraction soil group A = 0.000 • Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.350; Impervious fraction = 0.650 User specified values are as follows: TC = 13.50 min. Rain intensity = 2.00(In/Hr) Total area = 9.90(Ac.) Total runoff = 16.59(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 32.000 to Point/Station 57.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 9.900(Ac.) Runoff from this stream = 16.590(CFS) Time of concentration = 13.50 min. Rainfall intensity = 1.999(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) • 1 19.464 22.39 Page 38 1.513 ProlO. out 2 16.590 13.50 1.999 Largest stream flow has longer time of concentration Qp = 19.464 + sum of Qb Ia/Ib 16.590 * 0.757 = 12.559 Qp = 32.023 Total of 2 streams to confluence: Flow rates before confluence point: 19.464 16.590 Area of streams before confluence: 13.600 9.900 Results of confluence: _ Total flow rate = 32.023(CFS) Time of concentration = 22.395 min. Effective stream area after confluence = 23.500(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 57.000 to Point/Station 60.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1126.00(Ft.) Downstream point/station elevation ,= 1109.00(Ft.) Pipe length = 333.00(Ft.) Manning's N = 0.013 40 No. of pipes =.1 Required pipe flow = 32.023(CFS) Nearest computed pipe diameter - 21.00(In.) Calculated individual pipe flow = 32.023(CFS) Normal flow depth in pipe = 15.49(In.) Flow top width inside pipe = 18.47(In.) Critical depth could not be calculated. Pipe flow velocity = 16.83(Ft/s) Travel time through pipe = 0.33 min. Time of concentration (TC) = 22.72 min. • ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 57.000 to Point/Station 60.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 23.500(Ac.) Runoff from this stream = 32.023(CFS) Time of concentration = 22.72 min. Rainfall intensity = 1.501(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 58.000 to Point/Station 59.000 **** INITIAL AREA EVALUATION **** Page 39 -rea306 6, -/ ''� -3 ProlO. out • Initial area flow distance = 622.000(Ft.) Top (of initial area) elevation = 1137.600(Ft.) Bottom (of initial area) elevation = 1121.500(Ft.) Difference in elevation = 16.100(Ft.) Slope = 0.02588 s(percent)= 2.59 TC = k(0.370)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 10.072 min. Rainfall intensity = 2.348(In/Hr) for a 10.0 year storm CONDOMINIUM subarea type Runoff Coefficient = 0.850 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.350; Impervious fraction = 0.650 Initial subarea runoff = 3.592(CFS) Total initial stream area = 1.800(Ac.) Pervious area fraction = 0.350 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 59.000 to Point/Station 60.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1121.50(Ft.) Downstream point/station elevation = 1109.00(Ft.) Pipe length = 25.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 3.592(CFS) Nearest computed pipe diameter = 6.00(In.) Calculated individual pipe flow = 3.592(CFS) Normal flow depth in pipe = 4.47(In.) Flow top width inside pipe = 5.23(In.) Critical depth could not be calculated. Pipe flow velocity = 22.88(Ft/s) Travel time through pipe = 0.02 min. Time of concentration (TC) = 10.09 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 59.000 to Point/Station 60.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 1.800(Ac.) Runoff from this stream = 3.592(CFS) Time of concentration = 10.09 min. Rainfall intensity = 2.346(In/Hr) Page 40 ProlO. out . Process from Point/Station 55.000 to Point/Station 65.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 400.000(Ft.) Top (of initial area) elevation = 1134.800(Ft.) Bottom (of initial area) elevation = 1122.000(Ft.) Difference in elevation = 12.800(Ft.) Slope = 0.03200 s(percent)= 3.20 TC = k(0.370)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 8.091 min. Rainfall intensity = 2.649(In/Hr) for a 10.0 year storm CONDOMINIUM subarea type Runoff Coefficient = 0.855 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.350; Impervious fraction = 0.650 Initial subarea runoff = 0.679(CFS) Total initial stream area = 0.300(Ac.) Pervious area fraction = 0.350 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ . Process from P9int/Station 65.000 to Point/Station 60.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1122.00(Ft.) Downstream point/station elevation = 1109.00(Ft.) Pipe lei,gth = 25.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.679(CFS) Nearest computed pipe diameter = 6.00(In.) Calculated individual pipe flow = 0.679(CFS) Normal flow depth in pipe = 1.66(In.) Flow top width inside pipe = 5.37(In.) Critical Depth = 5.00(In.) Pipe flow velocity = 15.31(Ft/s) Travel time through pipe = 0.03 min. Time of concentration (TC) = 8.12 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 65.000 to Point/Station 60.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: Stream flow area = 0. Runoff from this stream = Time of concentration = . Rainfall intensity = 2 1 in normal stream number 3 300(Ac.) 0.679(CFS) 8.12 min. .644(In/Hr) Page 41 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 67.000 to Point/Station 68.000 **** INI"TIAL AREA EVALUATION **** Initial area flow distance = 550.000(Ft.) Top (of initial area) elevation = 1193.800(Ft.) Bottom (of initial area) elevation = 1111.500(Ft.) Difference in elevation = 82.300(Ft.) Slope = 0.14964 s(percent)= 14.96 TC = k(0.530)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 9.670 min. Rainfall intensity = 2.402(In/Hr) for a 10. UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.842 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 89.00 0 year storm Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 9.304(CFS) Total initial stream area = 4.600(Ac.) • Pervious area fraction = 1.000 Page 42 ProlO.out Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 32.023 22.72 1.501 2 3.592 10.09 2.346 3 0.679 8.12 2.644 Largest stream flow has longer time of concentration Qp = 32.023 + sum of Qb Ia/Ib 3.592 * 0.640 = 2.299- Qb Ia/Ib - 0.679 * 0.568 = 0.386 Qp = 34.707 Total of 3 streams to confluence: Flow rates before confluence point: 32.023 3.592 0.679 Area of streams before confluence: 23.500 1.800 0.300 Results of confluence: Total flow rate = 34.707(CFS) Time of concentration = 22.725 min. • Effective stream area after confluence = 25.600(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 67.000 to Point/Station 68.000 **** INI"TIAL AREA EVALUATION **** Initial area flow distance = 550.000(Ft.) Top (of initial area) elevation = 1193.800(Ft.) Bottom (of initial area) elevation = 1111.500(Ft.) Difference in elevation = 82.300(Ft.) Slope = 0.14964 s(percent)= 14.96 TC = k(0.530)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 9.670 min. Rainfall intensity = 2.402(In/Hr) for a 10. UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.842 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 89.00 0 year storm Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 9.304(CFS) Total initial stream area = 4.600(Ac.) • Pervious area fraction = 1.000 Page 42 E ProlO. out ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 80.000 to Point/Station 81.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 1414.000(Ft.) Top (of initial area) elevation = 1268.700(Ft.) Bottom (of initial area) elevation = 1212.500(Ft.) Difference in elevation = 56.200(Ft.) Slope = 0.03975 s(percent)= 3.97 TC = k(0.300)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 10.410 min. Rainfall intensity = 2.306(In/Hr) for a 10.0 year storm COMMERCIAL 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 = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 3.471(CFS) Total initial stream area = 1.700(Ac.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 37.000 to Point/Station 85.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 470.000(Ft.) Top (of initial area) elevation = 1162.500(Ft.) Bottom (of initial area) elevation = 1159.900(Ft.) Difference in elevation = 2.600(Ft.) Slope = 0.00553 s(percent)= 0.55 TC = k(0.370)*[(length^3)/(e1evation change)] -0.2 Initial area time of concentration = 12.259 min. Rainfall intensity = 2.108(In/Hr) for a 10.0 year storm CONDOMINIUM subarea type Runoff Coefficient = 0.845 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.350; Impervious fraction = 0.650 Initial subarea runoff = 4.453(CFS) Total initial stream area = 2.500(Ac.) Pervious area fraction = 0.350 • Page 43 ProlO.out Process from Point/Station 85.000 to Point/Station 86.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1159.900(Ft.) End of street segment elevation = 1157.500(Ft.) Length of street segment = 370.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.000 Slope from grade break to crown (v/hz) _ 0.017 Street flow is on [1] side(s) of the street - Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0010 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.2000 Estimated mean flow rate at midpoint of street = 6.324(CFS) Depth of flow = 0.857(Ft.), Average velocity = 0.459(Ft/s) Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = 17.84(Ft.) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 20.000(Ft.) Flow velocity = 0.46(Ft/s) Travel time = 13.44 min. TC = 25.70 min. Adding area flow to street CONDOMINIUM subarea type Runoff Coefficient = 0.824 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.350; Impervious fraction = 0.650 Rainfall intensity = 1.403(In/Hr) for a 10.0 year storm Subarea runoff = 2.428(CFS) for 2.100(Ac.) Total runoff = 6.881(CFS) Total area = 4.600(Ac.) Street flow at end of street = 6.881(CFS) Half street flow at end of street = 6.881(CFS) Depth of flow = 0.881(Ft.), Average velocity = 0.474(Ft/s) Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = 19.04(Ft.) Flow width (from curb towards crown)= 20.000(Ft.) • Page 44 ProlO. out Process from Point/Station 85.000 to Point/Station 86.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 4.600(Ac.) Runoff from this stream = 6.881(CFS) Time of concentration = 25.70 min. Rainfall intensity = 1.403(In/Hr) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 38.000 to Point/Station 86.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 993.000(Ft.) Top (of initial area) elevation = 1162.400(Ft.) Bottom (of initial area) elevation = 1157.500(Ft. Difference in elevation = 4.900(Ft.) Slope = 0.00493 s(percent)= 0.49 TC = k(0.370)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 16.917 min. Rainfall intensity = 1.766(In/Hr) for a 10 CONDOMINIUM subarea type Runoff Coefficient = 0.837 • Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 0 year storm Pervious,area fraction = 0.350; Impervious fraction = 0.650 Initial subarea runoff = 4.727(CFS) Total initial stream area = 3.200(Ac.) Pervious area fraction = 0.350 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 38.000 to Point/Station 86.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: Stream flow area = 3 Runoff from this stream = Time of concentration = Rainfall intensity = Summary of stream data: 1 in normal stream number 2 .200(Ac.) 4.727(CFS) 16.92 min. 1.766(In/Hr) Stream Flow rate TC No. (CFS) (min) 0 Page 45 Rainfall Intensity (In/Hr) ProlO. out . 1 6.881 25.70 1.403 2 4.727 16.92 1.766 Largest stream flow has longer time of concentration Qp = 6.881 + sum of Qb Ia/Ib 4.727 * 0.794 = 3.756 Qp = 10.637 Total of 2 streams to confluence: Flow rates before confluence point: 6.881 4.727 Area of streams before confluence: 4.600 3.200 Results of confluence: Total flow rate = 10.637(CFS) Time of concentration = 25.703 min. Effective stream area after confluence = 7.800(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 86.000 to Point/Station 87.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1157.50(Ft.) Downstream point/station elevation = 1121.20(Ft.) • Pipe length = 345.00(Ft.) Manning=s N = 0.013 No. of pipes = 1 Required pipe flow 10.637(CFS) Nearest computed pipe diameter = 12.00(In.) Calculated individual pipe flow = 10.637(CFS) Normal flow depth in pipe = 9.07(In.) Flow top width inside pipe = 10.31(In.) Critical depth could not be calculated. Pipe flow velocity = 16.70(Ft/s) Travel time through pipe = 0.34 min. Time of concentration (TC) = 26.05 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 90.000 to Point/Station 93.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 2232.000(Ft.) Top (of initial area) elevation = 1262.500(Ft.) Bottom (of initial area) elevation = 1180.900(Ft.) Difference in elevation = 81.600(Ft.) Slope = 0.03656 s(percent)= 3.66 TC = k(0.370)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 15.670 min. Rainfall intensity = 1.842(In/Hr) for a 10.0 year storm CONDOMINIUM subarea type • Runoff Coefficient = 0.839 Page 46 Prol0.out • Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.350; Impervious fraction = 0.650 Initial subarea runoff = 4.943(CFS) Total initial stream area = 3.200(Ac.) Pervious area fraction = 0.350 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 93.000 to Point/Station 94.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1180.90(Ft.) Downstream point/station elevation = 1174.50(Ft.) Pipe length = 25.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 4.943(CFS) Nearest computed pipe diameter = 9.00(In.) Calculated individual pipe flow = 4.943(CFS) Normal flow depth in pipe = 4.97(In.) Flow top width inside pipe = 8.95(In.) Critical depth could not be calculated. Pipe flow velocity = 19.73(Ft/s) • Travel time though pipe = 0.02 min. Time of concentration (TC) = 15.69 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process -from Point/Station 93.000 to Point/Station 94.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 3.200(Ac.) Runoff from this stream = 4.943(CFS) Time of concentration = 15.69 min. Rainfall intensity = 1.840(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 91.000 to Point/Station 92.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 2185.000(Ft.) Top (of initial area) elevation = 1256.600(Ft.) Bottom (of initial area) elevation = 1181.300(Ft.) Difference in elevation = 75.300(Ft.) Slope = 0.03446 s(percent)= 3.45 TC = k(0.370)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 15.722 min. • Page 47 �i Prol0.out • Rainfall intensity = 1.838(In/Hr) for a 10.0 year storm CONDOMINIUM subarea type Runoff Coefficient = 0.839 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.350; Impervious fraction = 0.650 Initial subarea runoff = 9.712(CFS) Total initial stream area = 6.300(Ac.) Pervious area fraction = 0.350 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 92.000 to Point/Station 94.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1181.30(Ft.) Downstream point/station elevation = 1174.50(Ft.) Pipe length = 25.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 9.712(CFS) Nearest computed pipe diameter = 12.00(In.) Calculated individual pipe flow = 9.712(CFS) Normal flow depth in pipe = 6.16(In.) • Flow top width inside pipe = 12.00(In.) Critical depth could not be calculated. Pipe flow velocity = 23.92(Ft/s) Travel time through pipe = 0.02 min. Time of concentration (TC) = 15.74 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 92.000 to Point/Station 94.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 6.300(Ac.) Runoff from this stream = 9.712(CFS) Time of concentration = 15.74 min. Rainfall intensity = 1.837(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 4.943 15.69 1.840 2 9.712 15.74 1.837 Largest stream flow has longer time of concentration • Qp = 9.712 + sum of Page 48 • • Pro10.out Qb Ia/Ib 4.943 * 0.998 = 4.934 Qp = 14.646 Total of 2 streams to confluence: Flow rates before confluence point: 4.943 9.712 Area of streams before confluence: 3.200 6.300 Results of confluence: Total flow rate = 14.646(CFS) Time of concentration = 15.740 min. Effective stream area after confluence 9.500(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 94.000 to Point/Station 97.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1174.50(Ft.) Downstream point/station elevation = 1161.00(Ft.) Pipe length = 345.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 14.646(CFS) Nearest computed pipe diameter = 18.00(In.) Calculated individual pipe flow = 14.646(CFS) Normal flow depth in pipe = 11.14(In.) Flow top width inside pipe = 17.48(In.) Critical Depth = 16.78(In.) Pipe flow velocity = 12.74(Ft/s) Travel time through pipe = 0.45 min. Time of concentration (TC) = 16.19 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 94.000 to Point/Station 97.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 9.500(Ac.) Runoff from this stream = 14.646(CFS) Time of concentration = 16.19 min. Rainfall intensity = 1.809(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 95.000 to Point/Station 96.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 1935.000(Ft.) Top (of initial area) elevation = 1268.700(Ft.) Bottom (of initial area) elevation = 1171.300(Ft.) • Page 49 ProlO.out • Difference in elevation = 97.400(Ft.) Slope = 0.05034 s(percent)= 5.03 TC = k(0.300)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 11.257 min. Rainfall intensity = 2.209(In/Hr) for a 10 COMMERCIAL 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 = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 0 year storm Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 7.624(CFS)-' - Total initial stream area = 3.900(Ac.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 96.000 to Point/Station 97.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1171.30(Ft.) Downstream point/station elevation = 1161.00(Ft.) Pipe length = 25.00(Ft.) Manning's N = 0.013 is No. of pipes =,1 Required pipe flow = 7.624(CFS) Nearest computed pipe diameter 9.00(In.) Calculated individual pipe flow = 7.624(CFS) Normal flow depth in pipe = 5.64(In.) Flow top width inside pipe = 8.71(In.) Critical depth could not be calculated. Pipe flow velocity = 26.14(Ft/s) Travel time through pipe = 0.02 min. Time of concentration (TC) = 11.27 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 96.000 to Point/Station 97.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 3.900(Ac.) Runoff from this stream = 7.624(CFS) Time of concentration = 11.27 min. Rainfall intensity = 2.207(In/Hr) Summary of stream data: Stream Flow rate TC No. (CFS) (min) 0 Page 50 Rainfall Intensity (In/Hr) ProlO. out • 1 14.646 16.19 1.809 2 7.624 11.27 2.207 Largest stream flow has longer time of concentration Qp = 14.646 + sum of Qb Ia/Ib 7.624 0.819 = 6.247 Qp = 20.893 Total of 2 streams to confluence: Flow rates before confluence point: 14.646 7.624 Area of streams before confluence: 9.500 3.900 Results of confluence: Total flow rate = 20.893(CFS) Time of concentration = 16.191 min. Effective stream area after confluence = 13.400(Ac.) End of computations, total study area = 183.00 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.605 Area averaged RI index number = 80.7 • • Page 51 0 100 -YEAR PROPOSED r, 11 E Cl Pro100.out Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1992 Version 3.3 Rational Hydrology Study Date: 02/22/01 ------------------------------------------------------------------------ 100 YEAR HYDROLOGY STUDY REDHAWK TRACT 23066-1, 23066-2 & 23066-3 PROPOSED CONDITIONS ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** Hunsaker & Associates Irvine, Inc. - SIN 647 ------------------------------------------------------------------------ Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 100.00 Antecedent Moisture Condition = 3 Standard intensity -duration curves For the [ Murrieta,Tmc,Rnch Callorco 10 year storm 10 minute intensity = 10 year storm 60 minute intensity = 100 year storm 10 minute intensity 100 year storm 60 minute intensity Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.300 (in./hr.) Slope of intensity duration curve = data (Plate D-4.1) ] area used. 2.360 (in./hr.) 0.880 (in./hr.) 3.480 (in./hr.) 1.300 (in./hr.) 0.5500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 10.000 to Point/Station 11.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 483.000(Ft.) Top (of initial area) elevation = 1260.000(Ft.) Bottom (of initial area) elevation = 1231.200(Ft.) Difference in elevation = 28.800(Ft.) Slope = 0.05963 s(percent)= 5.96 TC = k(0.530)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 11.035 min. Rainfall intensity = 3.299(In/Hr) for a 100.0 year storm • Page 1 Pro100.out UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.884 • Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 3) = 95.60 Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 11.952(CFS) Total initial stream area = 4.100(Ac.) Pervious area fraction = 1.000 • • Process from Point/Station 11.000 to Point/Station 12.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** Top of natural channel elevation = 1231.200(Ft.) End of natural channel elevation = 1221.800(Ft.) Length of natural channel = 419.000(Ft.) Estimated mean flow rate at midpoint of channel = 23.029(CFS) Natural valley channel type used L.A. County flood control district formula for channel velocity: Velocity = (7 + 8(q^.352)(slope^0.5) Velocity using mean channel flow = 4.66(Ft/s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0224 Corrected/adjusted channel slope = 0.0224 Travel time = 1.50 min. TC = 12.53 min. Adding area flow to channel UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.882 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 3) = 95.60 Pervious area fraction = 1.000; Impervious fraction = 0.000 Rainfall intensity = 3.076(In/Hr) for a 100.0 year storm Subarea runoff = 20.629(CFS) for 7.600(Ac.) Total runoff = 32.581(CFS) Total area = 11.700(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 12.000 to Point/Station 13.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** Page 2 Prol00.out Top of natural channel elevation = 1221.800(Ft.) • End of natural channel elevation = 1174.500(Ft.) Length of natural channel = 518.000(Ft.) Estimated mean flow rate at midpoint of channel = 36.897(CFS) Natural valley channel type used L.A. County flood control district formula for channel velocity: Velocity = (7 + 8(q^.352)(slope^0.5) Velocity using mean channel flow = 10.72(Ft/s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0913 =- Corrected/adjusted channel slope = 0.0913 Travel time = 0.81 min. TC = 13.34 min. Adding area flow to channel UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.882 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 3) = 95.60 Pervious area fraction = 1.000; Impervious fraction • Rainfall intensity = 2.973(In/Hr) for a 100.0 Subarea runoff = 8.126(CFS) for 3.100(Ac.) Total runoff = 40.707(CFS) Total area = 14 0.000 year storm ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 12.000 to Point/Station 13.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 14.800(Ac.) Runoff from this stream = 40.707(CFS) Time of concentration = 13.34 min. Rainfall intensity = 2.973(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 14.000 to Point/Station 13.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 1103.000(Ft.) Top (of initial area) elevation = 1212.800(Ft.) Bottom (of initial area) elevation = 1174.500(Ft.) Difference in elevation = 38.300(Ft.) Page 3 Prol00.out Slope = 0.03472 s(percent)= 3.47 TC = k(0.530)*[(length^3)/(elevation change)]^0.2 is Initial area time of concentration = 17.107 min. Rainfall intensity = 2.592(In/Hr) for a 100 • 0 UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.879 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 3) = 95.60 Pervious area fraction = 1.000; Impervious Initial subarea runoff = 9.116(CFS) Total initial stream area = 4.000 -{Ac Pervious area fraction = 1.000 0 year storm fraction = 0.000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 14.000 to Point/Station 13.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 4.000(Ac.) Runoff from this stream = 9.116(CFS) Time of concentration = 17.11 min. Rainfall intensity = 2.592(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 40.707 13.34 2.973 2 9.116 17.11 2.592 Largest stream flow has longer or shorter time of concentration Qp = 40.707 + sum of Qa Tb/Ta 9.116 * 0.780 = 7.107 Qp = 47.814 Total of 2 streams to confluence: Flow rates before confluence point: 40.707 9.116 Area of streams before confluence: 14.800 4.000 Results of confluence: Total flow rate = 47.814(CFS) Time of concentration = 13.337 min. Effective stream area after confluence = 18.800(Ac.) Page 4 Prol00.out ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 70.000 to Point/Station 71.000 • **** INITIAL AREA EVALUATION **** Initial area flow distance = 1687.000(Ft.) Top (of initial area) elevation = 1261.300(Ft.) Bottom (of initial area) elevation = 1213.600(Ft. Difference in elevation = 47.700(Ft.) Slope = 0.02828 s(percent)= 2.83 TC = k(0.370)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 14.749 min. Rainfall intensity = 2.813(In/Hr) for a 100 CONDOMINIUM subarea type Runoff Coefficient = 0.881 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 3) = 88.00 0 year storm Pervious area fraction = 0.350; Impervious fraction = 0.650 Initial subarea runoff = 2.725(CFS) Total initial stream area = 1.100(Ac.) Pervious area fraction = 0.350 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 71.000 to Point/Station 72.000 • **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1213.600(Ft.) End of street segment elevation = 1208.600(Ft.) Length of street segment = 574.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.000 Slope from grade break to crown (v/hz) = 0.017 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 5.079(CFS) Depth of flow = 0.391(Ft.), Average velocity = 2.425(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 15.192(Ft.) Flow velocity = 2.43(Ft/s) Travel time = 3.94 min. TC = 18.69 min. Page 5 • Prol00.out Adding area flow to street CONDOMINIUM subarea type • Runoff Coefficient = 0.878 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 3) = 88.00 Pervious area fraction = 0.350; Impervious fraction Rainfall intensity = 2.469(In/Hr) for a 100.0 Subarea runoff = 4.120(CFS) for 1.900(Ac.) Total runoff = 6.846(CFS) Total area = 3 Street flow at end of street = 6.846(CFS) Half street flow at end of street ==.6.846(CFS) Depth of flow = 0.424(Ft.), Average velocity = 2 Flow width (from curb towards crown)= 17.132(Ft.) • = 0.650 year storm 000(Ac.) 605(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 71.000 to Point/Station 72.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 3.000(Ac.) Runoff from this stream = 6.846(CFS) Time of concentration = 18.69 min. Rainfall intensity = 2.469(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 75.000 to Point/Station 72.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 597.000(Ft.) Top (of initial area) elevation = 1215.300(Ft.) Bottom (of initial area) elevation = 1208.600(Ft. Difference in elevation = 6.700(Ft.) Slope = 0.01122 s(percent)= 1.12 TC = k(0.370)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 11.710 min. Rainfall intensity = 3.193(In/Hr) for a 100 CONDOMINIUM 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 = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 3) = 88.00 0 year storm Pervious area fraction = 0.350; Impervious fraction = 0.650 Initial subarea runoff = 5.075(CFS) Total initial stream area = 1.800(Ac.) Page 6 • Pro100.out Pervious area fraction = 0.350 •++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 75.000 to Point/Station 72.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: Stream flow area = 1 Runoff from this stream = Time of concentration = Rainfall intensity = Summary of stream data: 1 in normal stream number 2 .800(Ac.) 5.075(CFS) 11.71 min. 3.193(In/Hr) Stream Flow rate TC No. (CFS) (min) 1 6.846 18.69 2 5.075 11.71 Largest stream flow has longer Qp = 6.846 + sum of Qb Ia/Ib 5.075 * 0.773 = Qp = 10.770 Rainfall Intensity (In/Hr) 2.469 3.193 time of concentration 3.924 Total of 2 streams to confluence: • Flow rates before confluence point: 6.846 5.075 Area of streams before confluence: 3.000 1.800 Results of confluence: Total flow rate = 10.770(CFS) Time of concentration = 18.694 min. Effective stream area after confluence = 4.800(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 72.000 to Point/Station 73.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1208.60(Ft.) Downstream point/station elevation = 1206.00(Ft.) Pipe length = 172.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 10.770(CFS) Nearest computed pipe diameter = 18.00(In.) Calculated individual pipe flow = 10.770(CFS) Normal flow depth in pipe = 12.56(In.) Flow top width inside pipe = 16.53(In.) Critical Depth = 15.10(In.) Pipe flow velocity = 8.18(Ft/s) Page 7 • E Prol00.out Travel time through pipe = 0.35 min. Time of concentration (TC) = 19.04 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 73.000 to Point/Station 74.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** Top of natural channel elevation = 1206.000(Ft.) End of natural channel elevation = 1166.500(Ft.) Length of natural channel = 606.000(Ft.) Estimated mean flow rate at midpoint of channel = 12.565(CFS) Natural valley channel type used L.A. County flood control district formula for channel velocity: Velocity = (7 + 8(q^.352)(slope^0.5) Velocity using mean channel flow = 6.77(Ft/s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0652 Corrected/adjusted channel slope = 0.0652 Travel time = 1.49 min. TC = 20.54 min. Adding area flow to channel UNDEVELOPED (poor cover) subarea • Runoff Coefficient = 0.877 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 3) = 95.60 Pervious area fraction = 1.000; Impervious fraction = 0.000 Rainfall intensity = 2.344(In/Hr) for a 100.0 year storm Subarea runoff = 3.290(CFS) for 1.600(Ac.) Total runoff = 14.059(CFS) Total area = 6.400(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 73.000 to Point/Station 74.000 **** SUBAREA FLOW ADDITION **** UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.877 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 3) = 95.60 Pervious area fraction = 1.000; Impervious fraction = 0.000 Page 8 • Prol00.out Time of concentration = 20.54 min. Rainfall intensity = 2.344(In/Hr) for a 100.0 year storm • Subarea runoff = 0.617(CFS) for 0.300(Ac.) Total runoff = 14.676(CFS) Total area = 6.700(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 20.000 to Point/Station 21.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 792.000(Ft.) Top (of initial area) elevation = 1224.200(Ft.) Bottom (of initial area) elevation = 1209.500(Ft.) Difference in elevation = 14.700(Ft.)--. Slope = 0.01856 s(percent)= 1.86 TC = k(0.370)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 11.857 min. Rainfall intensity = 3.171(In/Hr) for a 100. CONDOMINIUM 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 = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 3) = 88.00 0 year storm Pervious area fraction = 0.350; Impervious fraction = 0.650 Initial subarea runoff = 8.960(CFS) . Total initial stream area = 3.200(Ac.) Pervious area fraction = 0.350 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 21.000 to Point/Station 22.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1209.500(Ft.) End of street segment elevation = 1196.800(Ft.) Length of street segment = 792.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.000(Ft Slope from gutter to grade break (v/hz) = 0.000 Slope from grade break to crown (v/hz) = 0.017 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Page 9 • Prol00.out Estimated mean flow rate at midpoint of street = 13.300(CFS) Depth of flow = 0.468(Ft.), Average velocity = 3.857(Ft/s) • Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 19.751(Ft.) Flow velocity = 3.86(Ft/s) Travel time = 3.42 min. TC = 15.28 min. Adding area flow to street CONDOMINIUM subarea type Runoff Coefficient = 0.881 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 3) = 88.00 Pervious area fraction = 0.350; Impervious fraction = 0.650 Rainfall intensity = 2.758(In/Hr) for a 100.0 year storm Subarea runoff = 7.530(CFS) for 3.100(Ac.) Total runoff = 16.490(CFS) Total area = 6.300(Ac.) Street flow at end of street = 16.490(CFS) Half street flow at end of street = 16.490(CFS) Depth of flow = 0.493(Ft.), Average velocity = 4.181(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 20.000(Ft.) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 22.000 to Point/Station 23.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** U Top of street segment elevation = 1196.800(Ft.) End of street segment elevation = 1187.000(Ft.) Length of street segment = 245.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.000(Ft Slope from gutter to grade break (v/hz) = 0.000 Slope from grade break to crown (v/hz) = 0.017 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 18.714(CFS) Depth of flow = 0.453(Ft.), Average velocity = 5.923(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 18.872(Ft.) Flow velocity = 5.92(Ft/s) Travel time = 0.69 min. TC = 15.97 min. Page 10 Cl Pro100.out Adding area flow to street CONDOMINIUM subarea type • Runoff Coefficient = 0.880 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 3) = 88.00 Pervious area fraction = 0.350; Impervious fraction Rainfall intensity = 2.692(In/Hr) for a 100.0 Subarea runoff = 4.028(CFS) for 1.700(Ac.) Total runoff = 20.518(CFS) Total area = 8 Street flow at end of street = 20.518(CFS) Half street flow at end of street = 20.518(CFS) Depth of flow = 0.465(Ft.), Average velocity = 6 Flow width (from curb towards crown)= 19.569(Ft.) 0.650 year storm 000(Ac.) 057(Ft/s) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 23.000 to Point/Station 26.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1187.00(Ft.) Downstream point/station elevation = 1180.00(Ft.) Pipe length = 25.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 20.518(CFS) Nearest computed pipe diameter = 15.00(In.) • Calculated individual pipe flow = 20.518(CFS) Normal flow depth in pipe = 8.38(In.) Flow top width inside pipe = 14.90(In.) Critical depth could not be calculated. Pipe flow velocity = 29.12(Ft/s) Travel time through pipe = 0.01 min. Time of concentration (TC) = 15.98 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 23.000 to Point/Station 26.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 8.000(Ac.) Runoff from this stream = 20.518(CFS) Time of concentration = 15.98 min. Rainfall intensity = 2.691(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 75.000 to Point/Station 24.000 **** INITIAL AREA EVALUATION **** Page 11 • T,�#I3 0� �, -00� -J, ---I Prol00.out Initial area flow distance = 1202.000(Ft.) Top (of initial area) elevation = 1215.300(Ft.) • Bottom (of initial area) elevation = 1198.300(Ft. Difference in elevation = 17.000(Ft.) Slope = 0.01414 s(percent)= 1.41 TC = k(0.370)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 14.793 min. Rainfall intensity = 2.808(In/Hr) for a 100 CONDOMINIUM subarea type Runoff Coefficient = 0.881 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 = RI index for soil(AMC 3) = 88.00 0 year storm Pervious area fraction = 0.350; Impervious fraction = 0.650 Initial subarea runoff = 10.141(CFS) Total initial stream area = 4.100(Ac.) Pervious area fraction = 0.350 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 24.000 to Point/Station 25.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1198.300(Ft.) End of street segment elevation = 1188.400(Ft.) • Length of street segment = 295.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.000(Ft Slope from gutter to grade break (v/hz) = 0.000 Slope from grade break to crown (v/hz) = 0.017 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = Depth of flow = 0.417(Ft.), Average velocity = Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 16.704(Ft.) Flow velocity = 5.04(Ft/s) Travel time = 0.98 min. TC = 15.77 min. Adding area flow to street CONDOMINIUM subarea type Runoff Coefficient = 0.880 Decimal fraction soil group A = 0.000 Page 12 12.614(CFS) 5.037(Ft/s) Prol00.out Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 • Decimal fraction soil group D = 1.000 RI index for soil(AMC 3) = 88.00 Pervious area fraction = 0.350; Impervious fraction = 0.650 Rainfall intensity = 2.711(In/Hr) for a 100.0 year storm Subarea runoff = 4.772(CFS) for 2.000(Ac.) Total runoff = 14.913(CFS) Total area = 6.100(Ac.) Street flow at end of street = 14.913(CFS) Half street flow at end of street = 14.913(CFS) Depth of flow = 0.436(Ft.), Average velocity = 5.245(Ft/s) Flow width (from curb towards crown)= 17.859(Ft.) Process from Point/Station 25.000 to Point/Station 26.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1188.40(Ft.) Downstream point/station elevation = 1181.00(Ft.) Pipe length = 30.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 14.913(CFS) Nearest computed pipe diameter = 12.00(In.) Calculated individual pipe flow = 14.913(CFS) Normal flow depth in pipe = 8.44(In.) Flow top width inside pipe = 10.97(In.) Critical depth -could not be calculated. . Pipe flow velocity = 25.25(Ft/s) Travel time through pipe = 0.02 min. Time of concentration (TC) = 15.79 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 25.000 to Point/Station 26.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 6.100(Ac.) Runoff from this stream = 14.913(CFS) Time of concentration = 15.79 min. Rainfall intensity = 2.709(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 20.518 15.98 2.691 2 14.913 15.79 2.709 Largest stream flow has longer time of concentration Qp = 20.518 + sum of Page 13 • Prol00.out Qb Ia/Ib 14.913 * 0.993 = 14.813 • Qp = 35.331 Total of 2 streams to confluence: Flow rates before confluence point: 20.518 14.913 Area of streams before confluence: 8.000 6.100 Results of confluence: Total flow rate = 35.331(CFS) Time of concentration = 15.983 min. Effective stream area after confluence = 14.100(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 26.000 to Point/Station 28.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1181.00(Ft.) Downstream point/station elevation = 1174.00(Ft.) Pipe length = 245.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 35.331(CFS) Nearest computed pipe diameter = 24.00(In.) Calculated individual pipe flow = 35.331(CFS) Normal flow depth in pipe = 18.21(In.) Flow top width -inside pipe = 20.54(In.) • Critical depth could not be calculated. Pipe flow velocity = 13.82(Ft/s) Travel time through pipe = 0.30 min. Time of concentration (TC) = 16.28 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 26.000 to Point/Station 28.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 14.100(Ac.) Runoff from this stream = 35.331(CFS) Time of concentration = 16.28 min. Rainfall intensity = 2.664(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 31.000 to Point/Station 27.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 371.000(Ft.) Top (of initial area) elevation = 1184.500(Ft.) Bottom (of initial area) elevation = 1179.800(Ft.) Page 14 • Prol00.out Difference in elevation = 4.700(Ft.) Slope = 0.01267 s(percent)= 1.27 • TC = k(0.370)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 9.449 min. Rainfall intensity = 3.593(In/Hr) for a 100 CONDOMINIUM 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 = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 3) = 88.00 Pervious area fraction = 0.350; Impervious Initial subarea runoff = 6.358(CFS�-. Total initial stream area = 2.000(Ac Pervious area fraction = 0.350 0 year storm fraction = 0.650 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 27.000 to Point/Station 28.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1179.80(Ft.) Downstream point/station elevation = 1174.00(Ft.) Pipe length = 10.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 6.358(CFS) Nearest computed pipe diameter = 9.00(In.) • Calculated individual pipe flow = 6.358(CFS) Normal flow depth in pipe = 4.52(In.) Flow top width inside pipe = 9.00(In.) Critical depth could not be calculated. Pipe flow velocity = 28.58(Ft/s) Travel time through pipe = 0.01 min. Time of concentration (TC) = 9.46 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 27.000 to Point/Station 28.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 2.000(Ac.) Runoff from this stream = 6.358(CFS) Time of concentration = 9.46 min. Rainfall intensity = 3.592(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) Page 15 • PrO100.out 1 35.331 16.28 2.664 2 6.358 9.46 3.592 • Largest stream flow has longer time of concentration QP = 35.331 + sum of Qb Ia/Ib 6.358 * 0.742 = 4.716 Qp = 40.047 Total of 2 streams to confluence: Flow rates before confluence point: 35.331 6.358 Area of streams before confluence: 14.100 2.000 Results of confluence: Total flow rate = 40.047(CFS) Time of concentration = 16.279 min. Effective stream area after confluence = 16.100(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 28.000 to Point/Station 29.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1174.00(Ft.) Downstream point/station elevation = 1172.50(Ft.) Pipe length = 136.00(Ft.) Manning's N = 0.013 No. of pipes =-1 Required pipe flow = 40.047(CFS) • Nearest computed pipe diameter 30.00(In.) Calculated individual pipe flow 40.047(CFS) Normal flow depth in pipe = 22.88(In.) Flow top width inside pipe = 25.53(In.) Critical Depth = 25.57(In.) Pipe flow velocity = 9.97(Ft/s) Travel time through pipe = 0.23 min. Time of concentration (TC) = 16.51 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 29.000 to Point/Station 30.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** Top of natural channel elevation = 1172.500(Ft.) End of natural channel elevation = 1158.600(Ft.) Length of natural channel = 379.000(Ft.) Estimated mean flow rate at midpoint of channel = 45.146(CFS) Natural valley channel type used L.A. County flood control district formula for channel velocity: Velocity = (7 + 8(q^.352)(slope^0.5) Velocity using mean channel flow = 7.20(Ft/s) Page 16 • PrO100.out Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) • Normal channel slope = 0.0367 Corrected/adjusted channel slope = 0.0367 Travel time = 0.88 min. TC = 17.38 min. Adding area flow to channel UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.879 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 - RI index for soil(AMC 3) = 95.60 Pervious area fraction = 1.000; Impervious fraction = 0.000 Rainfall intensity = 2.569(In/Hr) for a 100.0 year storm Subarea runoff = 9.260(CFS) for 4.100(Ac.) Total runoff = 49.307(CFS) Total area = 20.200(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 30.000 to Point/Station 33.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** Top of natural channel elevation = 1158.600(Ft.) End of natural -channel elevation = 1116.000(Ft.) • Length of natural channel = 779.000(Ft.) Estimated mean flow rate at midpoint of channel = 51.382(CFS) Natural valley channel type used L.A. County flood control district formula for channel velocity: Velocity = (7 + 8(q-.352)(slope^0.5) Velocity using mean channel flow = 9.12(Ft/s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0547 Corrected/adjusted channel slope = 0.0547 Travel time = 1.42 min. TC = 18.81 Adding area flow to channel UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.878 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 3) = 95.60 Pervious area fraction = 1.000; Impervious Page 17 • min. fraction = 0.000 Prol00.out Rainfall intensity = 2.461(In/Hr) for a 100.0 year storm Subarea runoff = 3.673(CFS) for 1.700(Ac.) • Total runoff = 52.981(CFS) Total area = 21.900(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 30.000 to Point/Station 33.000 **** SUBAREA FLOW ADDITION **** UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.878 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 3) = 95.60 Pervious area fraction = 1.000; Impervious fraction = 0.000 Time of concentration = 18.81 min. Rainfall intensity = 2.461(In/Hr) for a 100.0 year storm Subarea runoff = 4.321(CFS) for 2.000(Ac.) Total runoff = 57.302(CFS) Total area = 23.900(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 35.000 to Point/Station 36.000 **** INITIAL AREA EVALUATION **** • Initial area flow distance = 982.000(Ft.) Top (of initial area) elevation = 1257.400(Ft.) Bottom (of initial area) elevation = 1208.700(Ft. Difference in elevation = 48.700(Ft.) Slope 0.04959 s(percent)= 4.96 TC = k(0.370)*[(length^3)/(elevation change)] -0.2 Initial area time of concentration = 10.616 min. Rainfall intensity = 3.370(In/Hr) for a 100 CONDOMINIUM 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 = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 3) = 88.00 0 year storm Pervious area fraction = 0.350; Impervious fraction = 0.650 Initial subarea runoff = 10.426(CFS) Total initial stream area = 3.500(Ac.) Pervious area fraction = 0.350 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 36.000 to Point/Station **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Page 18 • 37.000 PrOlOO.out Top of street segment elevation = 1208.700(Ft.) • End of street segment elevation = 1162.500(Ft.) Length of street segment = 1205.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.000(Ft Slope from gutter to grade break (v/hz) = 0.000 Slope from grade break to crown (v/hz) = 0.017 Street flow is on [2] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(In.)= Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = Depth of flow = 0.383(Ft.), Average velocity = Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 14.701(Ft.) Flow velocity = 4.99(Ft/s) Travel time = 4.02 min. TC = 14.64 min. Adding area flow to street CONDOMINIUM subarea type Runoff Coefficient = 0.881 Decimal fraction soil group A = 0.000 • Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 3) = 88.00 19.660(CFS) 4.991(Ft/s) Pervious area fraction = 0.350; Impervious fraction = 0.650 Rainfall intensity = 2.824(In/Hr) for a 100.0 year storm Subarea runoff = 15.425(CFS) for 6.200(Ac.) Total runoff = 25.850(CFS) Total area = 9.700(Ac.) Street flow at end of street = 25.850(CFS) Half street flow at end of street = 12.925(CFS) Depth of flow = 0.412(Ft.), Average velocity = 5.329(Ft/s) Flow width (from curb towards crown)= 16.424(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 36.000 to Point/Station 37.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 9.700(Ac.) Runoff from this stream = 25.850(CFS) Time of concentration = 14.64 min. Rainfall intensity = 2.824(In/Hr) Page 19 • Prol00.out Process from Point/Station 42.000 to Point/Station 43.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 620.000(Ft.) Top (of initial area) elevation = 1224.200(Ft.) Bottom (of initial area) elevation = 1183.800(Ft. Difference in elevation = 40.400(Ft.) Slope = 0.06516 s(percent)= 6.52 TC = k(0.530)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 11.979 min. Rainfall intensity = 3.153(In/Hr) for a 100 UNDEVELOPED (poor cover) subarea -- Runoff Coefficient = 0.883 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 3) = 95.60 0 year storm Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 8.909(CFS) Total initial stream area = 3.200(Ac.) Pervious area fraction = 1.000 Process from Point/Station 43.000 to Point/Station 37.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** Top of natural channel elevation = 1183.800(Ft.) End of natural channel elevation = 1162.500(Ft.) Length of natural channel = 889.000(Ft.) Estimated mean flow rate at midpoint of channel = 16.982(CFS) Natural valley channel type used L.A. County flood control district formula for channel velocity: Velocity = (7 + 8(q^.352)(slope^0.5) Velocity using mean channel flow = 4.44(Ft/s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0240 Corrected/adjusted channel slope = 0.0240 Travel time = 3.34 min. TC = 15.32 min. Adding area flow to channel UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.880 Decimal fraction soil group A = 0.000 • Page 20 Prol00.out Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 • Decimal fraction soil group D = 1.000 RI index for soil(AMC 3) = 95.60 Pervious area fraction = 1.000; Impervious fraction = 0.000 Rainfall intensity = 2.755(In/Hr) for a 100.0 year storm Subarea runoff = 14.066(CFS) for 5.800(Ac.) Total runoff = 22.975(CFS) Total area = 9.000(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 43.000 to Point/Station 37.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 9.000(Ac.) Runoff from this stream = 22.975(CFS) Time of concentration = 15.32 min. Rainfall intensity = 2.755(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 25.850 14.64 2 22.975- 15.32 Largest stream flow has longer Qp = 25.850 + sum of Qa Tb/Ta 22.975 0.956 = QP = 47.810 2.824 2.755 or shorter time 21.960 of concentration Total of 2 streams to confluence: Flow rates before confluence point: 25.850 22.975 Area of streams before confluence: 9.700 9.000 Results of confluence: Total flow rate = 47.810(CFS) Time of concentration = 14.640 min. Effective stream area after confluence = 18.700(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 37.000 to Point/Station 38.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1162.50(Ft.) Downstream point/station elevation = 1162.40(Ft.) Pipe length = 42.00(Ft.) Manning's N = 0.013 Page 21 9 PrO100.Out No, of pipes = 1 Required pipe flow = 47.810(CFS) Nearest computed pipe diameter = 42.00(In.) Calculated individual pipe flow = 47.810(CFS) Normal flow depth in pipe = 33.47(In.) Flow top width inside pipe = 33.80(In.) Critical Depth = 25.89(In.) Pipe flow velocity = 5.81(Ft/s) Travel time through pipe = 0.12 min. Time of concentration (TC) = 14.76 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 37.000 to Point/Station 3.8.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 18.700(Ac.) Runoff from this stream = 47.810(CFS) Time of concentration = 14.76 min. Rainfall intensity = 2.811(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 40.000 to Point/Station 41.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 840.000(Ft.) • Top (of initial area) elevation = 1194.500(Ft.) Bottom (of initial area) elevation = 1187.800(Ft.) Difference in elevation = 6.700(Ft.) Slope = 0.00798 s(percent)= 0.80 TC = k(0.370)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 14.373 min. Rainfall intensity = 2.853(In/Hr) for a 100.0 year storm CONDOMINIUM subarea type Runoff Coefficient = 0.881 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 3) = 88.00 Pervious area fraction = 0.350; Impervious fraction = 0.650 Initial subarea runoff = 6.536(CFS) Total initial stream area = 2.600(Ac.) Pervious area fraction = 0.350 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 41.000 to Point/Station 38.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Page 22 • PrOl00.Out Top of street segment elevation = 1187.800(Ft.) End of street segment elevation = 1162.400(Ft.) • Length of street segment = 900.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.000 Slope from grade break to crown (v/hz) = 0.017 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 = Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 9.301(CFS) Depth of flow = 0.393(Ft.), Average velocity = 4.383(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 15.298(Ft.) Flow velocity = 4.38(Ft/s) Travel time = 3.42 min. TC = 17.80 min. Adding area flow to street CONDOMINIUM subarea type Runoff Coefficient = 0.879 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 • Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 3) = 88.00 Pervious area fraction = 0.350; Impervious fraction = 0.650 Rainfall intensity = 2.537(In/Hr) for a 100.0 year storm Subarea runoff = 4.905(CFS) for 2.200(Ac.) Total runoff = 11.441(CFS) Total area = 4.800(Ac.) Street flow at end of street = 11.441(CFS) Half street flow at end of street = 11.441(CFS) Depth of flow = 0.415(Ft.), Average velocity = 4.606(Ft/s) Flow width (from curb towards crown)= 16.631(Ft_) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 41.000 to Point/Station 38.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: Stream flow area = 4. Runoff from this stream = Time of concentration = Rainfall intensity = 2 Summary of stream data: 11 1 in normal stream number 2 800(Ac.) 11.441(CFS) 17.80 min. .537(In/Hr) Page 23 • U Prol00.out Stream Flow rate TC No. (CFS) (min) 1 47.810 14.76 2 11.441 17.80 Largest stream flow has longer Qp = 47.810 + sum of Qa Tb/Ta 11.441 * 0.829 = Qp = 57.299 Rainfall Intensity (In/Hr) 2.811 2.537 or shorter time of concentration Blown Total of 2 streams to confluence: Flow rates before confluence point: 47.810 11.441 Area of streams before confluence: 18.700 4.800 Results of confluence: Total flow rate = 57.299(CFS) Time of concentration = 14.760 min. Effective stream area after confluence = 23.500(Ac.) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 38.000 to Point/Station 39.000 **** PIPEFLOW TRAVEL TIME (Program estimated size)-**** Upstream point/station elevation = 1162.40(Ft.) Downstream point/station elevation = 1150.00(Ft.) Pipe length = 35.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 57.299(CFS) Nearest computed pipe diameter = 18.00(In.) Calculated individual pipe flow = 57.299(CFS) Normal flow depth in pipe = 13.55(In.) Flow top width inside pipe = 15.53(In.) Critical depth could not be calculated. Pipe flow velocity = 40.12(Ft/s) Travel time through pipe_= 0.01 min. Time of concentration (TCS = 14.78 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 38.000 to Point/Station 39.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 23.500(Ac.) Runoff from this stream = 57.299(CFS) Time of concentration = 14.78 min. Rainfall intensity = 2.810(In/Hr) • Page 24 PrOl00.Out ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ • Process from Point/Station 45.000 to Point/Station 46.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 570.000(Ft.) Top (of initial area) elevation = 1255.600(Ft.) Bottom (of initial area) elevation = 1198.000(Ft.) Difference in elevation = 57.600(Ft.) Slope = 0.10105 s(percent)= 10.11 TC = k(0.370)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 7.407 min. Rainfall intensity = 4.108(In/Hr) for a 100.0 year storm CONDOMINIUM 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 = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 3) = 88.00 Pervious area fraction = 0.350; Impervious fraction = 0.650 Initial subarea runoff = 13.112(CFS) Total initial stream area = 3.600(Ac.) Pervious area fraction = 0.350 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ • Process from Point/Station 46.000 to Point/Station 47.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** Top of natural channel elevation = 1198.000(Ft.) End of natural channel elevation = 1178.000(Ft.) Length of natural channel = 680.000(Ft.) Estimated mean flow rate at midpoint of channel = 23.311(CFS) Natural valley channel type used L.A. County flood control district formula for channel velocity: Velocity = (7 + 8(q^.352)(slope^0.5) Velocity using mean channel flow = 5.36(Ft/s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0294 Corrected/adjusted channel slope = 0.0294 Travel time = 2.12 min. TC = 9.52 min. Adding area flow to channel CONDOMINIUM subarea type Runoff Coefficient = 0.885 Decimal fraction soil group A = 0.000 Page 25 • • • 0.650 year storm 200(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 47.000 to Point/Station 48.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** Top of natural channel elevation = 1178.000(Ft.) End of natural channel elevation = 1161.900(Ft.) Length of natural channel = 476.000(Ft.) Estimated mean flow rate at midpoint of channel = 36.537(CFS) Natural valley channel type used L.A. County flood control district formula for channel velocity: Velocity = (7 + 8(q^.352)(slope^0.5) Velocity using mean channel flow = 6.51(Ft/s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0338 Corrected/adjusted channel slope = 0.0338 Travel time = 1.22 min. TC = 10.74 min. Adding area flow to channel Prol00.out CONDOMINIUM subarea type Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group • Decimal fraction soil group D = 1.000 0.000 RI index for soil(AMC 3) = 88.00 RI index for soil(AMC 3) = Pervious area fraction = 0.350; Pervious area fraction = 0.350; Impervious fraction Rainfall intensity = 3.578(In/Hr) for a for a 100.0 Subarea runoff = 17.727(CFS) Total runoff = 40.900(CFS) for 5.600(Ac.) Total area = Total runoff = 30.839(CFS) Total area = 9 • • 0.650 year storm 200(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 47.000 to Point/Station 48.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** Top of natural channel elevation = 1178.000(Ft.) End of natural channel elevation = 1161.900(Ft.) Length of natural channel = 476.000(Ft.) Estimated mean flow rate at midpoint of channel = 36.537(CFS) Natural valley channel type used L.A. County flood control district formula for channel velocity: Velocity = (7 + 8(q^.352)(slope^0.5) Velocity using mean channel flow = 6.51(Ft/s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0338 Corrected/adjusted channel slope = 0.0338 Travel time = 1.22 min. TC = 10.74 min. Adding area flow to channel CONDOMINIUM 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 = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 3) = 88.00 Pervious area fraction = 0.350; Impervious fraction Rainfall intensity = 3.348(In/Hr) for a 100.0 Subarea runoff = 10.061(CFS) for 3.400(Ac.) Total runoff = 40.900(CFS) Total area = 12 0.650 year storm 600(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 48.000 to Point/Station 39.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1161.90(Ft.) Downstream point/station elevation = 1150.00(Ft Page 26 Pro100.out Pipe length = 213.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 40.900(CFS) • Nearest computed pipe diameter = 24.00(In.) Calculated individual pipe flow - 40.900(CFS) Normal flow depth in pipe = 15.73(In.) Flow top width inside pipe = 22.81(In.) Critical depth could not be calculated. Pipe flow velocity = 18.75(Ft/s) Travel time through pipe = 0.19 min. Time of concentration (TC) = 10.93 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 48.000_to Point/Station 39.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: Stream flow area = 12 Runoff from this stream = Time of concentration = Rainfall intensity = Summary of stream data: 1 in normal stream number 2 .600(Ac.) 40.900(CFS) 10.93 min. 3.316(In/Hr) Stream Flow rate TC No. (CFS) (min) Rainfall Intensity (In/Hr) • 1 57.299 14.78 2.810 2 40.900 10.93 3.316 Largest stream flow has longer time of concentration Qp = 57.299 + sum of Qb Ia/Ib 40.900 * 0.847 = 34.653 Qp = 91.953 Total of 2 streams to confluence: Flow rates before confluence point: 57.299 40.900 Area of streams before confluence: 23.500 12.600 Results of confluence: Total flow rate = 91.953(CFS) Time of concentration = 14.775 min. Effective stream area after confluence = 36.100(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 39.000 to Point/Station 33.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 1150.00(Ft.) • Page 27 Pro100.out Downstream point elevation = 1116.00(Ft.) Channel length thru subarea = 1181.00(Ft.) • Channel base width = 3.000(Ft.) Slope or 'Z' of left channel bank = 1.000 Slope or 'Z' of right channel bank = 1.000 Estimated mean flow rate at midpoint of channel = 95.264(CFS) Manning's 'N' = 0.030 Maximum depth of channel = 3.000(Ft.) Flow(q) thru subarea = 95.264(CFS) Depth of flow = 2.031(Ft.), Average velocity = 9.324(Ft/s) Channel flow top width = 7.062(Ft.) Flow Velocity = 9.32(Ft/s) Travel time = 2.11 min. Time of concentration = 16.89 min. Critical depth = 2.406(Ft.) Adding area flow to channel CONDOMINIUM subarea type Runoff Coefficient = 0.879 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 3) = 88.00 Pervious area fraction = 0.350; Impervious fraction = 0.650 Rainfall intensity = 2.611(In/Hr) for a 100.0 year storm Subarea runoff = 5.970(CFS) for 2.600(Ac.) Total runoff = 97.923(CFS) Total area = 38.700(Ac.) r� U ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 39.000 to Point/Station 33.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 38.700(Ac.) Runoff from this stream = 97.923(CFS) Time of concentration = 16.89 min. Rainfall intensity = 2.611(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 44.000 to Point/Station 33.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 1357.000(Ft.) Top (of initial area) elevation = 1190.000(Ft.) Bottom (of initial area) elevation = 1116.000(Ft. Difference in elevation = 74.000(Ft.) Slope = 0.05453 s(percent)= 5.45 TC = k(0.530)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 16.982 min. Page 28 • Pro100.out Rainfall intensity = 2.603(In/Hr) for a • UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.879 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 3) = 95.60 Pervious area fraction = 1.000; Impervious Initial subarea runoff = 18.308(CFS) Total initial stream area = 8.000(Ac. Pervious area fraction = 1.000 100.0 year storm fraction = 0.000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 44.000 to Point/Station 33.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 8.000(Ac.) Runoff from this stream = 18.308(CFS) Time of concentration = 16.98 min. Rainfall intensity = 2.603(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 30.000 to Point/Station 33.000 • **** USER DEFINED FLOW INFORMATION AT A POINT **** Rainfall intensity = 2.460(In/Hr) for a 100.0 year storm UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.878 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 3) = 95.60 Pervious area fraction = 1.000; Impervious fraction = 0.000 User specified values are as follows: TC = 18.81 min. Rain intensity = 2.46(In/Hr) Total area = 23.90(Ac.) Total runoff = 57.30(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 30.000 to Point/Station 33.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 3 Stream flow area = 23.900(Ac.) Runoff from this stream = 57.300(CFS) Time of concentration = 18.81 min. • Page 29 • • Rainfall intensity = Summary of stream data: Stream Flow rate No. (CFS) Prol00.out 2.460(In/Hr) TC (min) Rainfall Intensity (In/Hr) 1 97.923 16.89 2.611 2 18.308 16.98 2.603 3 57.300 18.81 2.460 Largest stream flow has longer or shorter time of concentration Qp = 97.923 + sum of Qa Tb/Ta 18.308 * 0.994 = 18.206-_ Qa Tb/Ta 57.300 * 0.898 = 51.439 Qp = 167.568 Total of 3 streams to confluence: Flow rates before confluence point: 97.923 18.308 57.300 Area of streams before confluence: 38.700 8.000 23.900 Results of confluence: Total flow rate = 167.568(CFS) Time of concentration = 16.886 min. Effective stream area after confluence = 70.600(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 61.000 to Point/Station 64.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 1454.000(Ft.) Top (of initial area) elevation = 1181.800(Ft.) Bottom (of initial area) elevation = 1134.900(Ft.) Difference in elevation = 46.900(Ft.) Slope = 0.03226 s(percent)= 3.23 TC = k(0.370)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 13.536 min. Rainfall intensity = 2.948(In/Hr) for a 100. CONDOMINIUM 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 = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 3) = 88.00 0 year storm Pervious area fraction = 0.350; Impervious fraction = 0.650 Initial subarea runoff = 10.399(CFS) Total initial stream area = 4.000(Ac.) Page 30 • Prol00.out Pervious area fraction = 0.350 Process from Point/Station 64.000 to Point/Station 32.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1134.90(Ft.) Downstream point/station elevation = 1127.50(Ft.) Pipe length = 25.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 10.399(CFS) Nearest computed pipe diameter = 12.00(In.) Calculated individual pipe flow = 10.399(CFS) Normal flow depth in pipe = 6.26(In.)__ Flow top width inside pipe = 11.99(In.) Critical depth could not be calculated. Pipe flow velocity = 25.12(Ft/s) Travel time through pipe = 0.02 min. Time of concentration (TC) = 13.55 min. +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 64.000 to Point/Station 32.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number Stream flow area = • Runoff from this stream Time of concentration = Rainfall intensity = : 1 in normal stream number 1 4.000(Ac.) 10.399(CFS) 13.55 min. 2.946(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 62.000 to Point/Station 63.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 1529.000(Ft.) Top (of initial area) elevation = 1190.400(Ft.) Bottom (of initial area) elevation = 1134.500(Ft. Difference in elevation = 55.900(Ft.) Slope = 0.03656 s(percent)= 3.66 TC = k(0.370)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 13.470 min. Rainfall intensity = 2.956(In/Hr) for a 100 CONDOMINIUM 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 = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 3) = 88.00 Page 31 • 0 year storm Prol00.out Pervious area fraction = 0.350; Impervious fraction = 0.650 Initial subarea runoff = 15.381(CFS) • Total initial stream area = 5.900(Ac.) Pervious area fraction = 0.350 • F-1 L ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 63.000 to Point/Station 32.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1134.50(Ft.) Downstream point/station elevation = 1127.50(Ft.) Pipe length = 25.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 15.381(CFS) Nearest computed pipe diameter = 12-'00IIn.) Calculated individual pipe flow = 15.381(CFS) Normal flow depth in pipe = 8.24(In.) Flow top width inside pipe = 11.13(In.) Critical depth could not be calculated. Pipe flow velocity = 26.76(Ft/s) Travel time through pipe = 0.02 min. Time of concentration (TC) = 13.49 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 63.000 to Point/Station 32.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 5.900(Ac.) Runoff from this stream = 15.381(CFS) Time of -'concentration = 13.49 min. Rainfall intensity = 2.955(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 10.399 13.55 2.946 2 15.381 13.49 2.955 Largest stream flow has longer or shorter time of concentration Qp = 15.381 + sum of Qa Tb/Ta 10.399 * 0.995 = 10.347 Qp = 25.727 Total of 2 streams to confluence: Flow rates before confluence point: 10.399 15.381 Area of streams before confluence: Page 32 4.000 5 Results of confluence: • Total flow rate = Time of concentration Effective stream area • • Prol00.out 9 M 25.727(CFS) 13.485 min. after confluence = 9.900(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 32.000 to Point/Station 57.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1127.50(Ft.) Downstream point/station elevation = 1126.00(Ft.) Pipe length = 44.00(Ft.) Manning's-_N = 0.013 No. of pipes = 1 Required pipe flow = 25.727(CFS) Nearest computed pipe diameter = 21.00(In.) Calculated individual pipe flow = 25.727(CFS) Normal flow depth in pipe = 15.28(In.) Flow top width inside pipe = 18.70(In.) Critical depth could not be calculated. Pipe flow velocity = 13.72(Ft/s) Travel time through pipe = 0.05 min. Time of concentration (TC) = 13.54 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 50.000 to Point/Station 52.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 1304.000(Ft.) Top (of initial area) elevation = 1194.000(Ft.) Bottom (of initial area) elevation = 1173.600(Ft. Difference in elevation = 20.400(Ft.) Slope = 0.01564 s(percent)= 1.56 TC = k(0.370)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 14.978 min. Rainfall intensity = 2.789(In/Hr) for a 100 CONDOMINIUM subarea type Runoff Coefficient = 0.881 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 3) = 88.00 0 year storm Pervious area fraction = 0.350; Impervious fraction = 0.650 Initial subarea runoff = 9.579(CFS) Total initial stream area = 3.900(Ac.) Pervious area fraction = 0.350 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Page 33 r i LJ 40 Prol00.out Process from Point/Station 52.000 to Point/Station 55.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1173.600(Ft.) End of street segment elevation = 1134.800(Ft.) Length of street segment = 1745.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18. Slope from gutter to grade break (v/hz) = 0.000 Slope from grade break to crown (v/hz) = 0.017 Street flow is on [1] side(s) of the street Distance from curb to property line = 2.500(Ft.) Slope from curb to property line (v/hz)= 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = Depth of flow = 0.452(Ft.), Average velocity = 4 Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 18.765(Ft.) Flow velocity = 4.40(Ft/s) Travel time = 6.61 min. TC = 21.59 min. Adding area flow to street CONDOMINIUM subarea type Runoff Coefficient = 0.877 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 3) = 88.00 Pervious area fraction = 0.350; Impervious fraction Rainfall intensity = 2.281(In/Hr) for a 100.0 Subarea runoff = 6.799(CFS) for 3.400(Ac.) Total runoff = 16.379(CFS) Total area = 7 Street flow at end of street = 16.379(CFS) Half street flow at end of street = 16.379(CFS) Depth of flow = 0.474(Ft.), Average velocity = 4 Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 20.000(Ft.) 000 (Ft 13.755(CFS) 400(Ft/s) 0.650 year storm 300(Ac.) 601(Ft/s) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 55.000 to Point/Station 56.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1134.80(Ft.) Downstream point/station elevation = 1127.50(Ft.) Pipe length = 25.00(Ft.) Manning's N = 0.013 Page 34 Prol00.out No. of pipes = 1 Required pipe flow = 16.379(CFS) Nearest computed pipe diameter = 12.00(In.) • Calculated individual pipe flow = 16.379(CFS) Normal flow depth in pipe = 8.51(In.) Flow top width inside pipe = 10.90(In.) Critical depth could not be calculated. Pipe flow velocity = 27.52(Ft/s) Travel time through pipe = 0.02 min. Time of concentration (TC) = 21.60 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 55.000 to Point/Station 5.6.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 7.300(Ac.) Runoff from this stream = 16.379(CFS) Time of concentration = 21.60 min. Rainfall intensity = 2.280(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 51.000 to Point/Station 53.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 955.000(Ft.) • Top (of initial area) elevation = 1187.000(Ft.) Bottom (of initial area) elevation = 1151.300(Ft. Difference in elevation = 35.700(Ft.) Slope = 0.03738 s(percent)= 3.74 TC = k(0.370)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 11.109 min. Rainfall intensity = 3.287(In/Hr) for a 100 CONDOMINIUM 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 = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 3) = 88.00 0 year storm Pervious area fraction = 0.350; Impervious fraction = 0.650 Initial subarea runoff = 8.131(CFS) Total initial stream area = 2.800(Ac.) Pervious area fraction = 0.350 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 53.000 to Point/Station 54.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Page 35 • Prol00.out Top of street segment elevation = 1151.300(Ft.) End of street segment elevation = 1134.800(Ft.) . Length of street segment = 1194.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.000 Slope from grade break to crown (v/hz) = 0.017 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 =- Manning's N from gutter to grade break 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 13.214(CFS) Depth of flow = 0.477(Ft.), Average velocity = 3.660(Ft/s) Note: depth of flow exceeds top of street crown. Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 20.000(Ft.) Flow velocity = 3.66(Ft/s) Travel time = 5.44 min. TC = 16.55 min. Adding area flow to street CONDOMINIUM subarea type Runoff Coefficient = 0.880 Decimal fraction soil group A = 0.000 • Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 3) = 88.00 Pervious area fraction = 0.350; Impervious fraction = 0.650 Rainfall intensity = 2.640(In/Hr) for a 100.0 year storm Subarea runoff = 8.129(CFS) for 3.500(Ac.) Total runoff = 16.261(CFS) Total area = 6.300(Ac.) Street flow at end of street = 16.261(CFS) Half street flow at end of street = 16.261(CFS) Depth of flow = 0.501(Ft.), Average velocity = 3.973(Ft/s) Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = 0.03(Ft.) Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 54.000 to Point/Station 56.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1134.80(Ft.) Downstream point/station elevation = 1127.50(Ft.) Pipe length = 25.00(Ft.) Manning's N = 0.013 • Page 36 Prol00.out • No. of pipes = 1 Required pipe flow = 16.261(CFS) Nearest computed pipe diameter 12.00(In.) Calculated individual pipe flow = 16.261(CFS) Normal flow depth in pipe = 8.46(In.) Flow top width inside pipe = 10.94(In.) Critical depth could not be calculated. Pipe flow velocity = 27.49(Ft/s) Travel time through pipe = 0.02 min. Time of concentration (TC) = 16.56 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 54.000 to Point/Station 56.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 6.300(Ac.) Runoff from this stream = 16.261(CFS) Time of concentration = 16.56 min. Rainfall intensity = 2.639(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 10 1 16.379 21.60 2.280 2 16.261 16.56 2.639 Largest stream flow has longer time of concentration Qp = 16.379 + sum of Qb Ia/Ib 16.261 * 0.864 = 14.050 Qp = 30.428 Total of 2 streams to confluence: Flow rates before confluence point: 16.379 16.261 Area of streams before confluence: 7.300 6.3b-0 Results of confluence: Total flow rate = 30.428(CFS) Time of concentration = 21.602 min. Effective stream area after confluence = 13.600(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 56.000 to Point/Station 57.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1127.50(Ft.) Downstream point/station elevation = 1126.00(Ft • Page 37 Prol00.out Pipe length = 42.00(Ft.) Manning's N = 0.013 • No. of pipes = 1 Required pipe flow = 30.428(CFS) Nearest computed pipe diameter 21.00(In.) Calculated individual pipe flow = 30.428(CFS) Normal flow depth in pipe = 17.53(In.) Flow top width inside pipe = 15.60(In.) Critical depth could not be calculated. Pipe flow velocity = 14.18(Ft/s) Travel time through pipe = 0.05 min. Time of concentration (TC) = 21.65 min. ++++++++++++++++++++++++++++++++++++++++ ++++++++++++++++++++++++++++++ Process from Point/Station 56.000 to Point/Station 57.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 13.600(Ac.) Runoff from this stream = 30.428(CFS) Time of concentration = 21.65 min. Rainfall intensity = 2.277(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 32.000 to Point/Station 57.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** Rainfall intensity = 2.948(In/Hr) for a CONDOMINIUM 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 = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 3) = 88.00 Pervious area fraction = 0.350; Impervious User specified values are as follows: 100.0 year storm fraction = 0.650 TC = 13.54 min. Rain intensity = 2.95(In/Hr) Total area = 9.90(Ac.) Total runoff = 25.73(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 32.000 to Point/Station 57.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: Stream flow area = 9 Runoff from this stream = Time of concentration = Rainfall intensity = Summary of stream data: 1 in normal stream number 2 .900(Ac.) 25.730(CFS) 13.54 min. 2.948(In/Hr) 40 Page 38 PrO100.Out • Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 30.428 21.65 2.277 2 25.730 13.54 2.948 Largest stream flow has longer time of concentration Qp = 30.428 + sum of Qb Ia/Ib 25.730 * 0.772 = 19.875 Qp = 50.304 Total of 2 streams to confluence: Flow rates before confluence point: 30.428 25.730 Area of streams before confluence: 13.600 9.900 Results of confluence: Total flow rate = 50.304(CFS) Time of concentration = 21.651 min. Effective stream area after confluence = 23.500(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 57.000 to Point/Station 60.000 • **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1126.00(Ft.) Downstream point/station elevation = 1109.00(Ft.) Pipe length = 333.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 50.304(CFS) Nearest computed pipe diameter = 24.00(In.) Calculated individual pipe flow = 50.304(CFS) Normal flow depth in pipe = 19.34(In.) Flow top width inside pipe = 18.99(In.) Critical depth could not be calculated. Pipe flow velocity = 18.55(Ft/s) Travel time through pipe = 0.30 min. Time of concentration (TC) = 21.95 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 57.000 to Point/Station 60.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 23.500(Ac.) Runoff from this stream = 50.304(CFS) Time of concentration = 21.95 min. Rainfall intensity = 2.260(In/Hr) 0 Page 39 Prol00.out Process from Point/Station 58.000 to Point/Station 59.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 622.000(Ft.) Top (of initial area) elevation = 1137.600(Ft.) Bottom (of initial area) elevation = 1121.500(Ft. Difference in elevation = 16.100(Ft.) Slope = 0.02588 s(percent)= 2.59 TC = k(0.370)*[(length^3)/(elevation change))^0.2 Initial area time of concentration = 10.072 min. Rainfall intensity = 3.469(In/Hr) f6r a 100 CONDOMINIUM 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 = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 3) = 88.00 0 year storm Pervious area fraction = 0.350; Impervious fraction = 0.650 Initial subarea runoff = 5.522(CFS) Total initial stream area = 1.800(Ac.) Pervious area fraction = 0.350 Process from Point/Station 59.000 to Point/Station **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1121.50(Ft.) Downstream point/station elevation = 1109.00(Ft.) Pipe length = 25.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 5.522(CFS) Nearest computed pipe diameter = 9.00(In.) Calculated individual pipe flow = 5.522(CFS) Normal flow depth in pipe = 4.35(In.) Flow top width inside pipe = 9.00(In.) Critical depth could not be calculated. Pipe flow velocity = 26.10(Ft/s) Travel time through pipe = 0.02 min. Time of concentration (TC) = 10.09 min. .1 111 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 59.000 to Point/Station 60.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 1.800(Ac.) • Page 40 Pro100.out Runoff from this stream = 5.522(CFS) • Time of concentration = 10.09 min. Rainfall intensity = 3.466(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 55.000 to Point/Station 65.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 400.000(Ft.) Top (of initial area) elevation = 1134.800(Ft.) Bottom (of initial area) elevation = 1122.000(Ft. Difference in elevation = 12.800(Ft.)_ Slope = 0.03200 s(percent)= 3"20 - TC = k(0.370)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 8.091 min. Rainfall intensity = 3.913(In/Hr) for a 100 CONDOMINIUM 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 = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 3) = 88.00 0 year storm Pervious area fraction = 0.350; Impervious fraction = 0.650 Initial subarea runoff = 1.040(CFS) • Total initial stream area = 0.300(Ac.) Pervious area fraction = 0.350 Process from Point/Station 65.000 to Point/Station **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1122.00(Ft.) Downstream point/station elevation = 1109.00(Ft.) Pipe length = 25.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 1.040(CFS) Nearest computed pipe diameter = 6.00(In.) Calculated individual pipe flow = 1.040(CFS) Normal flow depth in pipe = 2.08(In.) Flow top width inside pipe = 5.71(In.) Critical depth could not be calculated. Pipe flow velocity = 17.27(Ft/s) Travel time through pipe = 0.02 min. Time of concentration (TC) = 8.12 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 65.000 to Point/Station 60.000 **** CONFLUENCE OF MINOR STREAMS **** 40 Page 41 Is Along Main Stream number Stream flow area = Runoff from this stream Time of concentration = Rainfall intensity = Summary of stream data: Prol00.out : 1 in normal stream number 3 0.300(Ac.) 1.040(CFS) 8.12 min. 3.907(In/Hr) Stream Flow rate TC No. (CFS) (min) Rainfall Intensity (In/Hr) 1 50.304 21.95 2.260 2 5.522 10.09 ---3.466 3 1.040 8.12 3.907 Largest stream flow has longer time of concentration QP = 50.304 + sum of Qb Ia/ib 5.522 * 0.652 = 3.601 Qb Ia/Ib 1.040 * 0.579 = 0.602 Qp = 54.506 Total of 3 streams to confluence: Flow rates before confluence point: 50.304 5.522 1.040 Area of streams before confluence: • 23.500 1.800 0.300 Results of confluence: Total flow rate = 54.506(CFS) Time of -concentration = 21.951 min. Effective stream area after confluence = 25.600(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 67.000 to Point/Station 68.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 550.000(Ft.) Top (of initial area) elevation = 1193.800(Ft.) Bottom (of initial area) elevation = 1111.500(Ft. Difference in elevation = 82.300(Ft.) Slope = 0.14964 s(percent)= 14.96 TC = k(0.530)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 9.670 min. Rainfall intensity = 3.548(In/Hr) for a 100 UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.885 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 9 Page 42 0 year storm Prol00.out Decimal fraction soil group D = 1.000 • RI index for soil(AMC 3) = 95.60 Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 14.438(CFS) Total initial stream area = 4.600(Ac.) Pervious area fraction = 1.000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 80.000 to Point/Station 81.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 1414.000(Ft.) Top (of initial area) elevation = 1268.700{Ft.) Bottom (of initial area) elevation = 1212.500(Ft.) Difference in elevation = 56.200(Ft.) Slope = 0.03975 s(percent)= 3.97 TC = k(0.300)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 10.410 min. Rainfall intensity = 3.407(In/Hr) for a 100.0 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 = 0.000 Decimal fraction soil group D = 1.000 • RI index for soil(AMC 3) = 88.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 5.186(CFS) Total initial stream area = 1.700(Ac.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 37.000 to Point/Station 85.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 470.000(Ft.) Top (of initial area) elevation = 1162.500(Ft.) Bottom (of initial area) elevation = 1159.900(Ft. Difference in elevation = 2.600(Ft.) Slope = 0.00553 s(percent)= 0.55 TC = k(0.370)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 12.259 min. Rainfall intensity = 3.114(In/Hr) for a 100 CONDOMINIUM 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 = 0.000 Decimal fraction soil group D = 1.000 • Page 43 T 0 year storm RI index for soil(AMC 3) • Pervious area fraction = Initial subarea runoff = Total initial stream area Pervious area fraction = 0 Prol00.out 88.00 0.350; Impervious 6.870(CFS) 2.500(Ac .350 fraction = 0.650 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 85.000 to Point/Station 86.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1159.900(Ft.) End of street segment elevation = 1157_500(Ft.) Length of street segment = 370.000(Ft:) - Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.000 Slope from grade break to crown (v/hz) = 0.017 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0010 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.2000 • Estimated mean flow rate at midpoint of street = 9.756(CFS) Depth of flow = 0.993(Ft.), Average velocity = 0.546(Ft/s) Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = 24.67(Ft.) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 20.000(Ft.) Flow velocity = 0.55(Ft/s) Travel time = 11.30 min. TC = 23.56 min. Adding area flow to street CONDOMINIUM subarea type Runoff Coefficient = 0.876 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 3) = 88.00 Pervious area fraction = 0.350; Impervious fraction = 0.650 Rainfall intensity = 2.174(In/Hr) for a 100.0 year storm Subarea runoff = 3.997(CFS) for 2.100(Ac.) Total runoff = 10.868(CFS) Total area = 4.600(Ac.) Street flow at end of street = 10.868(CFS) Half street flow at end of street = 10.868(CFS) Depth of flow = 1.033(Ft.), Average velocity = 0.570(Ft/s) • Page 44 Prol00.out Warning: depth of flow exceeds top of curb • Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = 26.66(Ft.) Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 85.000 to Point/Station 86.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number Stream flow area = Runoff from this stream Time of concentration = Rainfall intensity = 1 in normal stream number 1 .600(Ac.) 10.868(CFS) 23.56 min. 2.174(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 38.000 to Point/Station 86.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 993.000(Ft.) Top (of initial area) elevation = 1162.400(Ft.) Bottom (of initial area) elevation = 1157.500(Ft. Difference in elevation = 4.900(Ft.) Slope = 0.00493 s(percent)= 0.49 • TC = k(0.370)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 16.917 min. Rainfall intensity = 2.608(In/Hr) for a 100 CONDOMINIUM subarea type Runoff Coefficient = 0.879 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 3) = 88.00 0 year storm Pervious area fraction = 0.350; Impervious fraction = 0.650 Initial subarea runoff = 7.340(CFS) Total initial stream area = 3.200(Ac.) Pervious area fraction = 0.350 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 38.000 to Point/Station 86.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 3.200(Ac.) Runoff from this stream = 7.340(CFS) Time of concentration = 16.92 min. Rainfall intensity = 2.608(In/Hr) • Page 45 Prol00.out Summary of stream data: • Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 10.868 23.56 2.174 2 7.340 16.92 2.608 Largest stream flow has longer time of concentration Qp = 10.868 + sum of Qb Ia/Ib 7.340 * 0.833 = 6.118 Qp = 16.985 Total of 2 streams to confluence: Flow rates before confluence point: 10.868 7.340 Area of streams before confluence: 4.600 3.200 Results of confluence: Total flow rate = 16.985(CFS) Time of concentration = 23.562 min. Effective stream area after confluence = 7.800(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ • Process from Point/Station 86.000 to Point/Station 87.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1157.50(Ft.) Downstream point/station elevation = 1121.20(Ft.) Pipe length = 345.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 16.985(CFS) Nearest computed pipe diameter = 15.00(In.) Calculated individual pipe flow = 16.985(CFS) Normal flow depth in pipe = 10.24(In.) Flow top width inside pipe = 13.96(In.) Critical depth could not be calculated. Pipe flow velocity = 19.01(Ft/s) Travel time through pipe = 0.30 min. Time of concentration (TC) = 23.86 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 90.000 to Point/Station 93.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 2232.000(Ft.) Top (of initial area) elevation = 1262.500(Ft.) Bottom (of initial area) elevation = 1180.900(Ft.) Difference in elevation = 81.600(Ft.) 0 Page 46 Prol00.out Slope = 0.03656 s(percent)= 3.66 Is TC = k(0.370)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 15.670 min. Rainfall intensity = 2.720(In/Hr) for a 100 CONDOMINIUM subarea type Runoff Coefficient = 0.880 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 3) = 88.00 0 year storm Pervious area fraction = 0.350; Impervious fraction = 0.650 Initial subarea runoff = 7.663(CFS) Total initial stream area = 3.200-�Ac_) Pervious area fraction = 0.350 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 93.000 to Point/Station 94.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1180.90(Ft.) Downstream point/station elevation = 1174.50(Ft.) Pipe length = 25.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 7.663(CFS) Nearest computed pipe diameter = 9.00(In.) • Calculated individual pipe flow = 7.663(CFS) Normal flow depth in pipe = 6.77(In.) Flow top width inside pipe = 7.77(In.) Critical depth could not be calculated. Pipe flcw velocity = 21.49(Ft/s) Travel time through pipe = 0.02 min. Time of concentration (TC) = 15.69 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 93.000 to Point/Station 94.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 3.200(Ac.) Runoff from this stream = 7.663(CFS) Time of concentration = 15.69 min. Rainfall intensity = 2.719(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 91.000 to Point/Station 92.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 2185.000(Ft.) 0 Page 47 Prol00.out Top (of initial area) elevation = 1256.600(Ft.) • Bottom (of initial area) elevation = 1181.300(Ft.) Difference in elevation = 75.300(Ft.) Slope = 0.03446 s(percent)= 3.45 TC = k(0.370)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 15.722 min. Rainfall intensity = 2.715(In/Hr) for a 100.0 year storm CONDOMINIUM subarea type Runoff Coefficient = 0.880 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 3) = 88.00 Pervious area fraction = 0.350; Impervious fraction = 0.650 Initial subarea runoff = 15.059(CFS) Total initial stream area = 6.300(Ac.) Pervious area fraction = 0.350 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 92.000 to Point/Station 94.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1181.30(Ft.) Downstream point/station elevation = 1174.50(Ft.) • Pipe length = 25.00(Ft.) Mannings N = 0.013 No. of pipes = 1 Required pipe flow = 15.059(CFS) Nearest computed pipe diameter = 12.00(In.) Calculated individual pipe flow = 15.059(CFS) Normal flow depth in pipe = 8.19(In.) Flow top width inside pipe = 11.17(In.) Critical depth could not be calculated. Pipe flow velocity = 26.34(Ft/s) Travel time through pipe = 0.02 min. Time of concentration (TC) = 15.74 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 92.000 to Point/Station 94.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 6.300(Ac.) Runoff from this stream = 15.059(CFS) Time of concentration = 15.74 min. Rainfall intensity = 2.714(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 0 Page 48 Pro100.out • 1 7.663 15.69 2.719 2 15.059 15.74 2.714 Largest stream flow has longer time of concentration Qp = 15.059 + sum of Qb Ia/Ib 7.663 * 0.998 = 7.650 Qp = 22.709 Total of 2 streams to confluence: Flow rates before confluence point: 7.663 15.059 Area of streams before confluence: 3.200 6.300 Results of confluence: Total flow rate = 22.709(CFS) Time of concentration = 15.738 min. Effective stream area after confluence = 9.500(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 94.000 to Point/Station 97.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1174.50(Ft.) • Downstream point/station elevation = 1161.00(Ft.) Pipe length = 345.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 22.709(CFS) Nearest computed pipe diameter = 21.00(In.) Calculated individual pipe flow = 22.709(CFS) Normal flow depth in pipe = 13.24(In.) Flow top width inside pipe = 20.27(In.) Critical Depth = 19.80(In.) Pipe flow velocity = 14.20(Ft/s) Travel time through pipe = 0.40 min. Time of concentration (TC) = 16.14 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 94.000 to Point/Station 97.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 9.500(Ac.) Runoff from this stream = 22.709(CFS) Time of concentration = 16.14 min. Rainfall intensity = 2.676(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ • Page 49 • • Prol00.out Process from Point/Station 95.000 to Point/Station 96.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 1935.000(Ft.) Top (of initial area) elevation = 1268.700(Ft.) Bottom (of initial area) elevation = 1171.300(Ft. Difference in elevation = 97.400(Ft.) Slope = 0.05034 s(percent)= 5.03 TC = k(0.300)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 11.257 min. Rainfall intensity = 3.263(In/Hr) for a 100 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 = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 3) = 88.00 0 year storm Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 11.393(CFS) Total initial stream area = 3.900(Ac.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 96.000 to Point/Station 97.000 **** PIPEFLOW tRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1171.30(Ft.) Downstream point/station elevation = 1161.00(Ft.) Pipe length = 25.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 11.393(CFS) Nearest computed pipe diameter = 12.00(In.) Calculated individual pipe flow = 11.393(CFS) Normal flow depth in pipe = 5.99(In.) Flow top width inside pipe = 12.00(In.) Critical depth could not be calculated. Pipe flow velocity = 29.09(Ft/s) Travel time through pipe = 0.01 min. Time of concentration (TC) = 11.27 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 96.000 to Point/Station 97.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: Stream flow area = 3 Runoff from this stream = Time of concentration = Rainfall intensity = 1 in normal stream number 2 .900(Ac.) 11.393(CFS) 11.27 min. 3.261(In/Hr) • Page 50 ProlOO.out Summary of stream data: • Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 22.709 16.14 2.676 2 11.393 11.27 3.261 Largest stream flow has longer time of concentration Qp = 22.709 + sum of Qb Ia/Ib 11.393 * 0.821 = 9.351 Qp = 32.059 Total of 2 streams to confluence: Flow rates before confluence point: 22.709 11.393 Area of streams before confluence: 9.500 3.900 Results of confluence: Total flow rate = 32.059(CFS) Time of concentration = 16.143 min. Effective stream area after confluence = 13.400(Ac.) End of computations, total study area = 183.00 (Ac.) The following figures may be used for a unit hydrograph study of the same area. • Area averaged pervious area fraction(Ap) = 0.605 Area averaged RI index number = 80.7 • Page 51 �a HYDRAULIC CALCULATIONS STORM DRAIN LINE `A' 11 FILE: LINEA-1.WSW W S P G W - EDIT LISTING - Version 12.9 Date: 2-26-2001 Time: 9: 9:13 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CNN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIER/PIP WIDTH DIAMETER WIDTH DROP CD 1 4 1 3.000 CD 2 4 1 1.500 1 CD 3 4 1 1.500 CD 4 4 1 3.000 CD 5 4 1 2.500 CD 6 4 1 2.000 CD 7 4 1 2.000 CD 8 4 1 1.500 CD 9 4 1 1.500 CD 10 4 1 2.000 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - LINE 'A-1' HEADING LINE NO 2 IS - 100 -YEAR STORM HEADING LINE NO 3 IS - REDHAWR TRACT 23066-1 W S P G W PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT W S ELEV 109.500 1100.830 1 1108.600 ELEMENT NO 2 IS A REACH ' U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 117.880 1102.670 1 .014 .000 .000 .000 0 ELEMENT NO 3 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 141.230 1107.780 1 .014 22.500 59.460 .000 0 ELEMENT NO 4 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 149.030 1109.490 4 2 3 .014 5.800 7.100 1109.810 1109.810 -75.000 60.000 RADIUS ANGLE .000 .000 ELEMENT NO 5 IS A REACH ' U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 176.810 1115.580 4 .014 .000 .000 000 0 ELEMENT NO 6 IS A REACH ` U/S DATA STATION INVERT SECT N RADIUS ANGLE AMC PT MAN H 178.270 1115.900 4 .014 90.045 .929 .000 0 ELEMENT NO 7 IS A JUNCTION ' + U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 182.270 1116.640 5 0 0 .014 .000 .000 .000 .000 .000 .000 RADIUS ANGLE .000 .000 ELEMENT NO 8 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 204.450 1117.340 5 .014 ELEMENT NO 9 IS A REACH U/S DATA STATION INVERT SECT N 418.520 1124.110 5 .014 ELEMENT NO 10 IS A REACH ' U/S DATA STATION INVERT SECT N 482.150 1126.120 5 .014 W S P G W WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 11 IS A JUNCTION ' U/S DATA STATION INVERT SECT LAT -1 LAT -2 N 486.150 1226.470 7 6 0 .014 Q3 17 500 ELEMENT NO 12 IS A REACH I' U/S DATA STATION INVERT SECT N 526.090 1127.330 7 .014 ELEMENT NO 13 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 530.090 1127.420 10 8 9 .014 13.000 ELEMENT NO 14 IS A SYSTEM HEADWORKS " U/S DATA STATION INVERT SECT 530.090 1127.420 10 0 90.001 14.120 .000 0 RADIUS ANGLE AMC IT MAN H .000 .000 .000 0 RADIUS ANGLE ANG PT MAN H 1004.887 3.628 .000 0 PAGE NO 3 Q4 TNVERT-3 INVERT -4 PHI.3 PHI 4 .000 1126.430 .000 60.000 .000 RADIUS ANGLE 1005.189 .228 RADIUS ANGLE ANG PT MAN H 1005.005 2.277 .000 0 Q4 INVERT -3 INVERT -4 PHI*3 PHI 4 11.100 1127.620 1127.620 -60.800 34.400 RADIUS ANGLE 1005.189 .228 W S ELEV 1129.420 0 0 0 FILE: LINEA-I.WSW W S P G W- CIVILDESIGN Version 12.9 PAGE 1 For: Hunsacker & Associates, Riverside, California - SIN 721 WATER SURFACE PROFILE LISTING Date: 2-26-2001 Time: 9: 9:17 LINE 'A-1' 100 -YEAR STORM REDHAWR TRACT 23066-1 Invert Depth Water Q Vol Vel I Energy I Super ICriticallFlow ToplHeight/Mase Wtj No Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.E1.I Elev I Depth I Width IDia.-FTIor L D.1 ZL IPrs/Pip L/Elem ICh Slope I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X -Fall ZR (Type Ch 109.500 1100.830 7.770 1108.600 59.50 7.71 .92 1109.52 .00 2.40 .00 3.000 .000 .00 1 .0 8.380 .2196 .0077 .06 7.77 .00 .88 .014 .00 .00 PIPE 117.880 1102.670 5.995 1108.665 59.50 7.71 .92 1109.59 .00 2.90 .00 3.000 .000 .00 1 .0 2.814 .2188 .0077 .02 .00 .00 .88 .014 .00 .00 PIPE 120.699 1103.286 5.923 1108.709 54.50 7.71 .92 1109.63 .00 2.90 .00 3.000 .000 .00 1 .0 HYDRAULIC JUMP 120.699 1103.286 1.088 1109.379 59.50 23.56 8.62 1112.99 3.00 2.90 2.88 3.000 .000 .00 1 .0 4 834 .2188 .0927 .45 3.00 4.64 .88 .014 .00 .00 PIPE 125.528 1109.399 1.122 1105.966 54.50 22.59 7.92 1113.39 3.00 2.90 2.90 3.000 .000 .00 1 .0 4.965 .2188 .0819 .41 3.00 4.37 .88 .014 .00 .00 PIPE 130.493 1105.430 1.163 1106.593 54.50 21.53 7.20 1113.79 3.00 2.40 2.92 3.000 .000 .00 1 .0 4.168 .2188 .0719 .30 3.00 4.08 .88 .014 .00 .00 PIPE ]39.661 1106.393 1.205 1107.597 54.50 20.53 6.55 1119.09 1.71 2.90 2.99 3.000 .000 .00 1 .0 3.539 .2188 .0631 .22 2.92 3.81 .88 .014 .00 .00 PIPE 138.200 1107.117 1.299 1108.366 59.50 19.58 5.95 1119.32 1.56 2.90 2.96 3.000 .000 .00 1 .0 3.030 .2188 .0554 .17 2.81 3.56 .88 .014 .00 .00 PIPE 191.230 1107.780 1.295 1109.075 59.50 18.67 5.91 1119.98 .00 2.40 2.97 3.000 .000 .00 1 .0 JUNCT STA .2192 .0842 .66 1.29 3.32 .014 .00 .00 PIPE 0 0 0 FILE: LINEA-l.WSW W S P G W- CIVILDESIGN Version 12.9 PAGE 2 For: Hunsacker s Associates, Riverside, California - SIN 721 WATER SURFACE PROFILE LISTING Date: 2-26-2001 Time: 9: 9:17 LINE 'A-1' 100 -YEAR STORM REDHAWK TRACT +++++++...++++.+.++++++.+...+++.+..++++++++.+..+.+..++++++++.+..:,.++.+++. 23066-1 Invert Depth Water Q Vel Vel I Energy I Super CriticalIFIOW ToplHeight/IBase WtI No Wth Station Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.l Elev I Depth I Width IDia.-FTIor I.D.I ZL IPrs/Pip L/Elem ICh Slope I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X -Fall) ZR IType Ch 199.030 1109.990 .902 1110.392 91.60 23.29 8.39 1118.78 .00 2.10 2.75 3.000 .000 .00 1 0 5.536 .2192 .1105 .61 .90 5.08 .77 .014 .00 .00 PIPE 159.566 1110.703 .928 1111.631 41.60 22.36 7.76 1119.39 .00 2.10 2.77 3.000 .000 .00 1 .0 5.553 .2192 I_ .0980 .54 .93 4.81 .77 .014 .00 .00 I_ PIPE 160.119 1111.921 I _I_ .961 1112.881 91.60 21.32 7.06 1119.99 .00 2.10 2.80 3.000 I .000 .00 1 .0 4.555 .2192 .0859 .39 .96 4.50 .77 .014 .00 .00 PIPE 169.674 1112.919 .999 1113.919 41.60 20.32 6.91 1120.33 .00 2.10 2.82 3.000 .000 .00 1 .0 3.805 .2192 .0752 .29 .99 4.21 .77 .014 .00 .00 PIPE 168.979 1113.759 1.030 1119.783 91.60 19.38 5.83 1120.61 .00 2.10 2.65 3.000 .000 .00 1 .0 3.218 .2192 .0659 .21 1.03 3.93 .77 .014 .00 .00 PIPE 171.697 1114.459 1.066 1115.525 41.60 18.48 5.30 1120.83 I .00 2.10 2.87 3.000 .000 .00 1 .0 2.749 .2192 .0578 .16 1.07 3.68 .77 .014 .00 .00 PIPE 179.996 1115.062 1.109 1116.166 91.60 17.62 9.82 1120.99 .00 2.10 2.89 3.000 .000 .00 1 .0 2.364 .2192 .0507 .12 1.10 3.44 .77 .014 .00 .00 PIPE 176.810 1115.580 1.144 1116.729 91.60 16.80 9.38 1131.10 .28 2.10 2.91 3.000 .000 .00 1 .0 1.460 .2192 .0453 .07 1.43 3.21 .77 .014 .00 .00 PIPE 178.270 1115.900 1.172 1117.073 91.60 16.25 9.10 1121.17 .00 2.10 2.93 3.000 .000 .00 1 .0 JUNCT STR .1850 .0374 .15 1.44 3.06 .014 .00 .00 PIPE 0 0 0 FILE: LINEA-I.WSW W S P G W- CIVILDESIGN Version 12.9 PAGE 3 For: Hunsacker & Associates, Riverside, California - SIN 721 WATER SURFACE PROFILE LISTING Date: 2-26-2001 Time: 9: 9:17 LINE 'A-1' 100 -YEAR STORM REDHAWK TRACT 23066-1 Invert Depth Water Q Vel Vel I Energy I Super CriticallFlow TOPIHeight/ Base Wtj No Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.l Elev I Depth I Width Dia.-FTIor I.D.1 ZL IPrS/Pip L/Elem SCh Slope I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch 182.270 1116.690 1.916 1118.056 91.60 19.50 3.27 1121.32 .18 2.16 2.48 2.500 .000 .00 1 .0 22.180 .0316 .0316 .70 1.60 2.37 1.42 .014 .00 .00 PIPE 209.950 1117.390 1.916 1118.756 91.60 19.50 3.27 1122.02 .00 2.16 2.98 2.500 .000 .00 1 .0 42.942 .0316 .0316 1.36 1.42 2.37 1.42 .014 .00 .00 PIPE 297.392 1118.698 1.416 1120.114 91.60 19 50 3.27 1123.38 .00 2.16 2.98 2.500 .000 .00 1 .0 130.855 .0316 .0298 3.90 1.42 2.37 1.42 .014 .00 .00 PIPE 378.297 1122.836 1.472 1129.308 91.60 13.84 2.97 1127.28 .00 2.16 2.96 2.500 .000 .00 1 .0 40.273 .0316 .0264 1.06 1.47 2.21 1.42 .014 .00 .00 PIPE 918.520 1124.110 1.532 1125.692 91.60 13.19 2.70 1128.39 .01 2.16 2.49 2.500 .000 .00 1 .0 12.812 .0316 .0241 .31 1.55 2.04 1.42 .014 .00 .00 PIPE 431.332 1124.515 1.564 1126.078 41.60 12.88 2.57 1128.65 .01 2.16 2.42 2.500 .000 .00 1 .0 17.559 .0316 ,0220 .39 1.58 1.96 1.42 .014 .00 .00 PIPE 998.885 1125.069 1.630 1126.699 91.60 12.28 2.39 1129.09 .01 2.16 2.38 2.500 .000 .00 1 .0 11.842 .0316 .0195 .23 1.64 1.81 1.42 .014 .00 .00 PIPE 960.738 1125.493 1.700 1127.193 91.60 11.71 2.13 1129.27 .01 2.16 2.33 2.500 .000 .00 1 .0 8.319 .0316 .0174 .14 1.71 1.67 1.92 .014 .00 .00 PTFE 969.097 1125.706 1.775 1127.981 41.60 11.16 1.93 1129.92 .01 2.16 2.27 2.500 .000 .00 1 .0 5.874 .0316 .0155 .09 1.78 1.53 1.42 .014 .00 .00 PIPE • • i FILE: LINEA-I.WSW W S P G W- CIVILDESIGN Version 12.9 PAGE 4 For: Hunsacker & Associates, Riverside, California - S/N 721 WATER SURFACE PROFILE LISTING Date: 2-26-2001 Time: 9: 9:17 LINE 'A-1' 100 -YEAR STORM REDHAWR TRACT 23066-1 Invert Depth Water Q Vel Y Vel Energy I Super ICriticallFlOW ToplHeight/IBase WtI No Wth Station I Elev (FT) Elev (CFS) (FPS) Head Grd.El.I Elev I Depth I Width IDia.-FTIor I.D.I ZL IPrs/Pip L/Elem ICh Slope I SF Avel HF ISE DpthlFroude NINorm DP I "N" I X-FaIll ZR (Type Ch 979.921 1125.892 1.857 1127.748 91.60 10.69 1.76 1129.51 .01 2.16 2.19 2.500 .000 .00 1 .0 3.988 .0316 .0139 .06 1.86 1.40 1.42 .014 .00 .00 PIPE 978.908 1126.018 1.946 1127 964 91.60 10.15 1.60 1129.56 .01 2.16 2.08 2.500 .000 .00 1 .0 2.396 .0316 .0126 .03 1.95 1.27 1.42 .014 .00 .00 PIPE 981.309 1126.093 2.096 1128.139 91.60 9 67 1.95 1129.59 .01 2.16 1.93 2.500 .000 .00 1 .0 .846 .0316 .0115 .01 2.05 1 14 1.42 .014 .00 .00 PIPE 482.150 1126.120 2.162 1128.282 91.60 9.22 1.32 1129.60 .00 2.16 1.71 2.500 .000 .00 1 .0 JUNCT STR .0875 .0121 .05 2.17 1.00 .014 .00 .00 I- PIPE 486 150 1126.970 3.077 1129.547 24.10 7.67 .91 1130.46 .00 1.79 .00 2.000 .000 .00 1 .0 39.940 .0215 .0132 .53 .00 .00 1.33 .014 .00 .00 1- PIPE 526.090 1127.330 2.772 1130.102 24.10 7.67 .91 1131.02 .00 1.79 .00 2.000 .000 .00 1 .0 JUNCT STR .0225 .0066 .03 .00 .00 .014 .00 .00 PIPE ------ WARNING - Junction Analysis - Large Lateral Flow(s)------------------ -----------------530.090 530. 090 _I_ 1127.920 _I_ 3.622 _I_ 1131.092 _I_ .00 .00 .00 _I_ 1131.04 .00 I_ _I_ .O1 _I_ .00 _I_ 2.000 I_ .000 _I_ .00 1 .0 I_ 0 FILE: LINEA-1C.WSW W S P G W - EDIT LISTING - Version 12.9 Date: 2-26-2001 Time: 9:29:20 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIER/PIP WIDTH DIAMETER WIDTH DROP CD 1 4 1 2.000 CD 2 4 1 1.500 , CD 3 4 1 1.500 CD 4 4 1 2.000 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - LINE 'A -le' HEADING LINE NO 2 IS - 100 -YEAR STORM ^\!\\V HEhDING LINE NO 3 IS - REDHAWK TRACT 23066-1 W S P G W PAGE NO 2 o _ WATER SURFACE PROFILE +- ELEMENT CARD LISTING V ELEMENT NO 1 IS A SYSTEM OUTLET WU/S DATA STATION+ INVERT+ SECT+ W S ELEV 102.020 1126.430 1 1129.550 Q ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 108.110 1126.530+ 1 .014 .000 .000 .000 0 o\ ELEMENT NO 3 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 131.900 1126.930 1 .014 45.001 30.290 .000 0 ELEMENT NO 4 IS A REACH + + U/S DATA STATION INVERT SECT N RADIUS ANGLE _ ANG PT MAN H 143.280 1127.120 1 .014 .000 .000 .000 0 ' ELEMENT NO 5 IS A JUNCTION + + U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 147.280 1127.190 4 2 3 .014 9.400 8.100 1127.400 1127.410 -61.500 45.000 RADIUS ANGLE .000 .000 ELEMENT NO 6 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 1 147.280 1127.190 4 1129.190 0 0 11 FILE: LINEA-1c.WSW W S P G W- CIVILDESIGN Version 12.9 PAGE 1 For: Hunsacker & Associates, Riverside, California - S/N 721 WATER SURFACE PROFILE LISTING Date: 2-26-2001 Time: 9:29:28 LINE 'A -1c' 100 -YEAR STORM REDHAWK TRACT 23066-1 Invert Depth Water Q Vel Vol I Energy I Super CriticallFlow ToplHeight/ Base Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width Dia.-FTIor I.D.1 ZL IPrs/Pip L/Elem SCh Slope I SF Avel IF ISE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch 102.020 1126.930 3.120 1129.550 17.50 5.57 .98 1130.03 .00 1.51 .00 2.000 .000 .00 1 .0 6.090 .0169 .0069 .09 3.12 .00 1.17 .019 .00 .00 PIPE 108.110 1126.530 3.062 1129.592 17.50 5.57 .98 1130.07 .00 1.51 .00 2.000 .000 .00 1 .0 23.790 .0168 .0069 .17 .00 .00 1.17 .019 .00 .00 PIPE 131.900 1126.930 2.883 1129.813 17.50 5.57 .98 1130.30 .00 1.51 .00 2.000 .000 .00 1 .0 11.380 .0167 .0069 .08 2.88 .00 1.17 .019 .00 .00 PIPE 193.280 1127.120 2.772 1129.892 17.50 5.57 .98 1130.37 .00 1.51 .00 2.000 .000 .00 1 .0 JUNCT STR .0175 .0035 .01 2.77 .00 .019 .00 .00 PIPE --------- WARNING - Junction Analysis - Large Lateral Flow(S) ------------------ 197.280 1127.190 3.185 1130.375 .00 .00 .00 1130.37 .00 .01 .00 2.000 I .000 .00 1 .0 FILE: LINEA-3.WSW W S P G W - EDIT LISTING - Version 14.01 Date: 4- 3-2001 Time: 2:15:26 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIER/PIP WIDTH DIAMETER WIDTH DROP CD 1 4 1 2.000 CD 2 4 1 2.000 CD 3 4 1 2.000 W S P G W PAGE NO I WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - LINE 'A-3' HEADING LINE NO 2 IS - 100 -YEAR STORM HEADING LINE NO 3 IS - REDHAWK TRACT 23066-3 W S P G W PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT W S ELEV 108.000 1121.090 1 1123.200 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 123.000 1121.240 1 .014 .000 .000 .000 0 ELEMENT NO 3 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 189.080 1137.420 1 .014 .000 .000 .000 0 ELEMENT NO 4 IS A JUNCTION ` * * • .. U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 193.080 1138.150 2 0 0 .014 .000 .000 .000 .000 .000 .000 RADIUS ANGLE .000 .000 ELEMENT NO 5 IS A REACH * ` U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 401.680 1155.840 2 .014 .000 .000 .000 0 ELEMENT NO 6 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 405.660 1156.080 3 0 0 .014 .000 .000 .000 .000 .000 .000 RADIUS ANGLE .000 .000 ELEMENT NO 7 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE AMC PT MAN H 523.630 1158.440 3 .014 .000 .000 .000 0 ELEMENT NO 8 IS A SYSTEM HEADWORKS ` U/S DATA STATION INVERT SECT W S ELEV 52.3.630 1158.440 3 1163.440 FILE: LINEA-3.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 1 Program Package Serial Number: 1269 WATER SURFACE PROFILE LISTING Date: 4- 3-2001 Time: 2:15:34 LINE 'A-3' 100 -YEAR STORM REDHAWK TRACT 23066-3 Invert Depth Water Q Vel Vel Energy I Super CriticallFlow TOPIHerght/ Base WtI No Wth Station I Elev (FT) Elev (CFS) (FPS) Head I Grd.El.1 Elev I Depth I Width Dia.-FTIor I.D.I ZL lPrs/Pip L/Elem x....+.x+,+...x......+.++...+«..++..x.....x.«.+....x.....+..x..+..,+...x.....x++.+«,.,..«x.........x.x.+.+.«, SCh Slope I SF Avel HE ISE DpthIFroude NINorm Dp I "N" I X -Fall) ZR IType Ch .x+.x.. 108.000 1121.090 .690 1121.730 17.50 20.20 6.34 1128.07 .00 1.51 1.87 2.000 .000 .00 1 .0 2.871 .0100 .1479 .42 .64 5.23 1.39 .014 .00 .00 PIPE 110.871 1121.119 .625 1121.799 17.50 20.86 6.76 1128.50 .00 1.51 1.85 2.000 .000 .00 1 .0 4.207 .0100 .1654 .70 .63 5.47 1.39 .014 .00 .00 PIPE 115.078 1121.161 .603 1121.769 17.50 21.86 7.93 1129.20 .00 1.51 1.89 2.000 .000 .00 1 .0 4.044 .0100 .1889 .76 .60 5.84 1.39 .014 .00 .00 PIPE 119.122 1121.201 .583 1121.784 17.50 22.95 8.18 1129.96 .00 1.51 1.82 2.000 .000 .00 1 .0 3.878 .0100 .2159 .84 .58 6.24 1.39 .014 .00 .00 PIPE 123.000 1121.290 .569 1121.809 17.50 24.07 8.99 1130.80 .00 1.51 1.80 2.000 .000 .00 1 .0 21.746 .2449 .2209 4.80 .56 6.67 .56 .014 .00 .00 PIPE 199.796 1126.569 .576 1127.141 17.50 23.35 8.47 1135.61 .00 1.51 1.81 2.000 .000 .00 1 .0 16.118 .2449 .1984 3.20 .58 6.40 .S6 .014 .00 .00 PIPE 160.869 1130.511 .596 1131.107 17.50 22.26 7.70 1138.80 .00 1.51 1.83 2.000 .000 .00 1 .0 9.530 .2449 .1736 1.65 .60 5.99 .56 .014 .00 .00 PIPE 170.394 1132.895 .617 1133.462 17.50 21.23 7.00 1140.96 .00 1.51 1.85 2.000 .000 .00 1 .0 6.624 .2999 .1520 1.01 .62 5.60 .56 .014 .00 .00 PIPE 177.018 1139.967 .638 1135.105 17.50 2024. 6.36 1191.96 .00 1.51 1.86 2.000 .000 .00 1 .0 4.969 .2449 .1331 .66 .64 5.24 .56 .014 .00 .00 PIPE 0 0 0 FILE: LINEA-3.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 2 Program Package Serial Number: 1269 WATER SURFACE PROFILE LISTING Date: 4- 3-2001 Time: 2:15:34 LINE 'A-3' 100 -YEAR STORM REDHAWK TRACT 23066-3 ' Invert Depth Water Q Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wtj No Wth Station I Elev (FT) Elev (CFS) (FPS) Head I Grd.El.l Elev I Depth I Width IDia.-FTIor I.D.I ZL IPrs/Pip L/Elem ICh Slope I SF AveI HF ISE DpthlFroude NINorm Dp I "N" I K -Fall) ZR (Type Ch 161.986 1135.683 .661 1136.344 17.50 19.30 5.78 1142.13 .00 1.51 1.88 I 2.000 I .000 I .00 I 1 .0 3 920 .2449 I_ .1166 .46 .66 4.90 .56 .014 .00 .00 I PIPE 185.906 1136.693 .684 1137.327 17.50 18.40 5.26 1192.58 .00 1.51 1.90 2.000 I .000 .00 1 .0 3.174 .2449 .1022 .32 .68 4.58 .56 .014 .00 .00 PIPE 189.080 1137.920 .709 1138.129 17.50 17.59 4.78 1192.91 .00 1.51 1 1.91 2.000 1 .000 .00 1 .0 JUNCT STR .1825 .0902 .36 .71 4.28 .014 .00 .00 PIPE 193.080 1138.150 .732 1138.882 17.50 16.80 9.38 11A3.27 .00 1.51 1.93 2.000 .000 .00 1 .0 69.002 .0848 I .0848 5.85 _I_ .73 4.03 .73 .014 .00 .00 I_ PIPE 262.082 1194.002 .732 1199.739 17.50 16.80 4.38 1149.12 .00 1.51 1.93 2.000 .000 .00 1 .0 71.452 .0848 0798 5.70 .73 4.03 .73 .014 .00 .00 PIPE 1 333.539 1150.061 .757 1150.818 17.50 16.05 9.00 1159.82 .00 1.51 1.99 2.000 .000 .00 1 .0 22.887 .0848 .0701 1.60 .76 3.77 .73 .014 .00 .00 PIPE 356.931 1152.002 .789 1152.786 17.50 15.30 3.63 1156.92 .00 1.51 I 1.95 2.000 I .000 .00 1 .0 12.949 .0848 .0615 .80 .78 3.52 .73 .014 .00 .00 PIPE 369.365 1153.099 .813 1153.913 17.50 19.59 3.30 ]157.22 .00 1 51 1.96 2.000 .000 .00 1 .D 8.784 .0848 I_ .0540 .47 .81 I _I_ 3.29 .73 .014 .00 .00 I_ PIPE 378.199 1153.849 .893 1159.688 17.50 13.91 3.00 1157.69 .00 1.51 1.98 2.000 .000 .00 1 .0 6.481 .0848 .0474 .31 .84 3.07 .73 .014 .00 .00 I PIPE 0 0 0 FILE: LINEA-3.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 3 Program Package Serial Number: 1269 WATER SURFACE PROFILE LISTING Date: 4- 3-2001 Time: 2:15:34 LINE 'A-3' 100 -YEAR STORM REDHAWK TRACT 23066-3 Invert Depth Water Q Vel Vel I Energy I Super ICriticallFlow ToplHeight/ Base Wtl No Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width Dia.-FTIor I.D.1 ZL lPrs/Pip L/Elem ICh Slope I SF Aver HE ISE DpthIFroude NINorm Dp I "N" I X -Fall ZR (Type Ch 384.630 1154.394 .874 1155.268 17.50 13.26 2.73 1158.00 .00 1.51 1.98 2.000 .000 .00 1 .0 5.015 .0848 .0417 .21 .87 2.87 .73 .014 .00 .00 PIPE 389.646 1159.619 .906 1155.725 17.50 12.64 2.98 1158.21 .00 1.51 1.99 2.000 .000 .00 1 .0 3.980 .0898 .0366 .15 .91 2.67 .73 - .014 .00 .00 PIPE 393.626 1155.157 .990 1156.097 17.50 12 06 2.26 1158.35 .00 1.51 2.00 2.000 .000 1 .00 1 .0 3.237 .0848 .0322 .10 .94 2.49 .73 .014 .00 .00 PIPE 396.862 1155.931 .975 1156.906 17.50 11.99 2.05 1158.46 .00 1.51 2.00 2.000 .000 .00 1 .0 2.649 .0848 .0284 .08 .98 2.32 .73 .014 .00 .00 PIPE 399.511 1155.656 1.012 1156.660 17.50 10.96 1.87 1158.53 .00 1.51 2.00 2.000 .000 .00 1 .0 2.169 .0848 .0250 .05 1.01 2.16 .73 .014 .00 .00 PIPE 401.680 1155.890 1.052 1156.892 17.50 10.95 1.70 1158.59 .00 1.51 2.00 2.000 .000 .00 1 .0 JUNCT STR .0600 .0215 .09 1.05 2.01 .014 .00 .00 PIPE 905.680 1156.080 1.110 1157.190 17.50 9.77 1.98 1158.67 .00 1.51 1.99 2.000 .000 .00 1 .0 41.669 .0200 .0193 .80 1.11 1.81 1.10 .014 .00 .00 PIPE 997.399 1156.919 1.129 1158.038 17.50 9.62 1.49 1159.48 .00 1.51 1.98 2.000 .000 .00 1 .0 38.267 .0200 .0178 .68 1.12 1.77 1.10 .014 .00 .00 PIPE 985.616 1157.679 1.169 1158.899 17.50 9.18 1.31 1160.16 .00 1.51 1.97 2.000 .000 1 .00 1 .0 16.714 .0200 .0157 26 1.17 1.64 1.10 .014 .00 .00 PIPE 0 0 0 FILE: LINE A-3.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 4 Program Package Serial Number: 1269 WATER SURFACE PROFILE LISTING Date: 4- 3-2001 Time: 2:15:34 LINE 'A-3' 100 -YEAR STORM REDHAWK TRACT 23066-3 Invert Depth Water Q Vol Vel I Energy I Super CriticallFloW ToplHeight/IBase WtI No Wth Station I Elev (FT) Elev (CPS) I (FPS) Head I Grd.El.l EleV I Depth I Width Dia.-FTIor I.D.I ZL IPrs/Pip , L/Elem ICh Slope I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X-Fa11I ZR (Type Ch 502.330 1158.019 I_ 1.216 1159.230 17.50 8.75 1.19 1160.42 .00 1.51 1.95 2.000 .000 .00 1 .0 9.514 .0200 I_ .0139 .13 1.22 1.52 1.10 .014 .00 .00 I_ PIPE 511.899 1158.309 1.266 1159.970 17.50 8.39 1.08 1160.55 .00 1.51 1.93 2.000 .000 .00 1 .0 5.765 .0200 I_ .0123 .07 1.27 1.41 1.10 .014 .00 .00 I_ PIPE 517.609 1158.320 1.320 1159.690 17.50 7.95 .98 1160.62 .00 1.51 1.89 2.000 .000 .00 1 .0 3.572 .0200 I _I_ .0110 .04 1.32 1.30 1.10 .014 .00 .00 I_ PIPE 521.180 1158.391 1.377 1159.768 17.50 7.58 .89 1160.66 .00 1.51 1.H5 2.000 .000 I .00 1 .0 1.874 .0200 .0098 .02 1.38 1.20 1.10 .014 .00 .00 I_ PIPE 523.059 1158.428 1.939 1159.868 17.50 7.23 .81 1160.68 .00 1.51 1.80 2.000 .000 1 .00 1 .0 .576 .0200 .0087 .01 1.99 1.10 1.10 .014 .00 .00 PIPE 523.630 _I_ 1158.940 _I_ 1.507 _I_ 1159.997 _I_ 17.50 I_ 6.89 _I_ .79 _I_ 1160.68 _I_ .00 _I_ 1.51 1.72 _I_ 2.000 _I_ _I_ .000 I _I_ .00 1 I_ .0 • • HYDRAULIC CALCULATIONS STORM DRAIN LINE `B' FILE: LINE_B.WSW W S P G W - EDIT LISTING - Version 14.01 Date: 4- 3-2001 Time: 2:15:45 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 HASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIER/PIP WIDTH DIAMETER WIDTH DROP CD 1 4 1 2.500 CD 2- 4 1 1.500 CD 3 4 1 2.000 CD 4 4 1 1.500 CD 5 4 1 1.500 CD 6 4 1 1.500 \, W S P G W PAGE NO 1 v\ WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - `^!\\V Line 'B' HEADING LINE NO 2 IS - 100 Year -Storm HEADING LINE NO 3 IS - Redhawk Tract 23066-3 W S P G N] PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING Q ELEMENT NO I IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT W S ELEV (� 27.680 1164.980 1 1164.980 v ` ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 132.160 1173.510 1 .014 146.195 40.947 .000 0 ELEMENT NO 3 IS A REACH + * + U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 221.980 1174.410 1 .014 .000 .000 .000 0 ELEMENT NO 4 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H \� 229.430 1174.480 1 .014 44.998 9.486 .000 0 ELEMENT NO 5 IS A JUNCTION * ' * • + + U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 233.430 1174.560 3 2 0 .014 6.100 .000 1174.760 .000 82.500 .000 1 RADIUS ANGLE 45.000 5.093 ELEMENT NO 6 IS A REACH + U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 296.340 1176.020 3 .014 45.000 80.100 000 0 ELEMENT NO 7 IS A REACH * ' U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H ' 361.810 1177.540 3 * .014 505.002 7.428 .000 0 ELEMENT NO 8 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 455.970 1179.720 3 .014 .000 .000 .000 0 ELEMENT NO 9 IS A JUNCTION * * + U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 460.300 1180.100 6 4 5 .014 14.300 4.000 1180.040 1180.000 -43.200 60.000 RADIUS ANGLE .000 .000 • 0 ELEMENT NO 10 IS A REACH ` U/S DATA STATION INVERT SECT N 498.000 1181.500 6 .014 W S P G W WATER SURFACE PROFILE - ELEMENT CARD LISTING ELE14ENT NO 11 IS A SYSTEM HEADWORRS U/S DATA STATION INVERT SECT 498.000 1181.500 6 RADIUS ANGLE 45.000 48.001 W S ELEV 1188.910 E ANG PT MAN H .000 0 PAGE NO 3 • • • FILE: LINE_B.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 1 Program Package Serial Number: 1269 WATER SURFACE PROFILE LISTING Date: 4- 3-2001 Time: 2:15:50 Line 'B' 100 Year -Storm Redhawk Tract 23066-3 Invert Depth Water Q Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase WtI INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.E1.I Elev I Depth I Width Dia.-FTjor I.D.I ZL IPrs/Pip L/Elem ICh Slope I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X-Fa11I ZR IType Ch 27.680 1164.980 1.097 1166.077 40.00 19.31 5.79 1171.86 .20 2.13 2.98 2.500 .000 .00 1 .0 2.015 .0816 .0694 .14 1.29 3.72 1.05 .014 .00 .00 I_ PIPE 29.695 1165.195 1.098 1166.2A3 40.00 19.26 5.76 1172.00 .20 2.13 2.98 2.500 .000 .00 1 .0 28.954 .0816 .0650 1.88 1.29 3.71 1.05 .014 .00 .00 1- PIPE 58.650 1167.509 1.139 1168.648 90.00 18.37 5.29 1173.89 .18 2.13 2.99 2.500 .000 .00 1 .0 17.700 .0816 .0571 1.01 1.32 3.46 1.05 .014 .00 .00 1- PIPE 76.349 7168.959 1.161 1170.135 90.00 17.51 4.76 1179.90 .16 2.13 2.50 2.500 .000 .00 1 .0 12.351 .0816 .0502 .62 1.34 3.23 1.05 .014 .00 .00 PIPE 88.700 1169.962 1.226 1171.188 90.00 16.70 9.33 1175.52 .15 2.13 2.50 2.500 .000 .00 1 .0 9.263 .0816 .0442 .41 1.37 3.01 1.05 .014 .00 .00 PIPE 97.963 1170.718 1.273 1171.991 90.00 15.92 3.93 1175.93 .13 2.13 2.50 2.500 .000 .00 1 .0 7.236 .0816 .0390 .28 1.41 2.80 1.05 .014 .00 .00 PIPE 105.199 1171.309 1.322 1172.631 90.00 15.18 3.58 1176.21 .12 2.13 2.50 2.500 .000 .00 1 .0 5.779 .0816 .0399 .20 1.44 2.60 1.05 .014 .00 .00 PIPE 110.978 1171.781 1.379 1173.155 90.00 19.97 3.25 1176.41 .11 2.13 2.99 2.500 .000 .00 1 .0 4.710 .0816 .0303 .14 1.48 2.42 1.05 .014 .00 .00 1- PIPE 115.688 1172.165 1.928 1173.593 40.00 13.80 2.96 1176.55 .10 2.13 2.47 2.500 .000 .00 1 .0 3.861 .0816 .0268 .10 1.53 2.25 1.05 .014 .00 .00 1- PIPE s • • FILE: LINE H.WSW W S P G W- CIVILDESIGN Version 19.01 PAGE 2 Program Package Serial Number- 1269 WATER SURFACE PROFILE LISTING Date: 4- 3-2001 Time: 2:15:50 Line 'B' 100 Year -Storm Redhawk Tract 23066-3 Invert Depth Water p Vel Vel Energy I Super ICriticallFlow ToplHeight/l Base Wtl INo Wth Station I Elev (FT) Elev (CFS) (FPS) Head Grd.El.I Elev I Depth I Width Dia.-FTIor I.D.1 ZL lPrs/Pip L/Elem SCh Slope SF Aver HF ISE DpthIFroade NINorm Dp I "N" I X -Fall ZR IType Ch 1]9.599 1172.980 1.485 .� 1173.966 90.00 13.16 2.69 1176.65 .09 2.13 2.96 2.500 .000 .00 1 .0 3.164 .0816 .0237 .08 1.58 2.06 1.05 .014 .00 .00 PIPE 122.713 1172.739 1.596 1179.285 90.00 12.59 2.99 1176.73 .08 2.13 3.93 2.500 .000 .00 1 .0 2.591 .0816 .0210 .05 1.63 1.93 1.05 .014 .00 .00 PIPE 125.305 1173 950 1.611 1174.561 40 .00 11.96 2.22 1176.78 .07 2.13 2.39 2.500 .000 .00 1 .0 2.126 .0816 ,0187 .04 1.68 1.78 1.05 .014 .00 .00 PIPE 127.931 1173.129 7.679 1179.803 90.00 11.90 2.02 1176.82 .06 2.13 2.35 2.500 .000 .00 1 .0 1.684 .0816 .0166 .03 1.74 1.64 1.05 .014 .00 .00 PIPE 129.115 1173.261 1.753 1175.015 90.00 10.87 1.89 1176.85 .06 2.13 2.29 I2.500 .000 .00 1 .0 1.300 .0816 .0148 .02 1.81 1.51 1.05 .014 .00 .00 PIPE 130.915 1173.368 1.833 1175.201 40.00 10.37 1.67 1176.87 .05 2.13 2.21 2.500 .000 .00 1 .0 .946 .0816 .0133 .01 1.88 1.38 1.05 .014 .00 .00 PIPE 131.361 1173.995 1.920 1175.365 90.00 9.88 1.52 1176.88 .04 2.13 2.11 2.500 .000 .00 1 .0 .587 .0816 .0120 .01 1.96 1 26 1.05 .014 .00 .00 PIPE 131.949 1173.993 2.017 1175.510 90.00 9.92 1.38 1176.89 .09 2.13 1.97 1 2.500 .000 I .00 1 .0 .211 .0816 .0109 .00 2.05 1.13 1 05 .014 .00 .00 PIPE 132.160 1173.510 2.129 1175.639 90.00 8.98 1.25 1176.89 .00 2.13 1.78 2.500 .000 .00 1 .0 23.163 .0100 .0102 .24 2.13 1.00 2.18 .014 .00 .00 PIPE 0 0 0 FILE: LINE B.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 3 Program Package Serial Number: 1269 WATER SURFACE PROFILE LISTING Date: 4- 3-2001 Time: 2:15:50 Line 'B' 100 Year -Storm Redhawk Tract 23066-3 Invert Depth Water Q Vel Vel I Energy I Super ICrlticallFlow ToplHeight/ Base Wtj No Wth Station I Elev (FT) Elev (CFS) (FPS) Head I Grd.El.1 Elev I Depth I Width Dia.-FTIor I.D.1 ZL Prs/Pip L/Elem ICh Slope I I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch 155.323 1173.792 2.182 1175.924 40.00 8.80 1.20 1177.13 .00 2.13 1.67 2.500 .000 .00 1 .0 66.657 .0100 .0100 66 2.18 .94 2.18 .014 .00 .00 PIPE 221.980 1179.910 2.182 1175.592 40.00 8.80 1.20 1177.79 .09 2.13 1.67 2.500 .000 .00 1 .0 7.450 .0094 .0099 .07 2.23 .94 2.50 .014 .00 .00 PIPE 229.130 1174.980 2.210 1176.690 40.00 8.71 1.18 1177.87 .08 2.13 1.60 2.500 .000 .00 1 .0 JUNCT STR .0200 .0180 .07 2.29 .91 .014 .00 .00 PIPE 233.930 1174 550 2.091 1176.601 33.90 10.79 1.81 1178.91 .00 1.91 .00 2.000 .000 .00 1 .0 62.910 .0232 .0260 1.64 .00 .00 1.78 .014 .00 .00 PIPE 296.340 1176.020 2.560 1178.580 33.90 10.79 1.81 1180.39 .00 1.91 .00 2.000 .000 .00 1 .0 65.470 .0232 .0260 1.71 .00 .00 1.78 .014 .00 .00 PIPE 361.810 1177.590 2.849 1180.389 33.90 10.79 1.81 1182.20 .00 1.91 .00 2.000 .000 .00 1 .0 94.160 .0232 .0260 2.45 2.85 .00 1.78 .014 .00 .00 PIPE 955.970 1179.720 3 121 1182.891 33.90 10.79 1.81 1184.65 .00 1.91 .00 2.000 .000 .00 1 .0 JUNCT STR .0878 .0258 .11 .00 .00 .014 .00 .00 PIPE 960.300 1180.100 9.615 1189.715 15.60 8.83 1.21 1185.92 .00 1.42 .00 1.500 .000 .00 1 .0 37.700 .0371 .0256 .96 .00 .00 1.04 .014 .00 .00 PIPE 998.000 1181.500 4.356 1185.856 15.60 8.83 1.21 1187.07 .00 1.92 .00 1.500 .000 .00 1 .0 0 HYDRAULIC CALCULATIONS 4 Cl STORM DRAIN LINE `C' 0 FILE: LINE_C-S.WSW W S P G W - EDIT LISTING - Version 12.9 Date: 2-23-2001 Time:11:35:20 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE I CARD SECT CNN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIER/PIP WIDTH DIAMETER WIDTH DROP CD 1 4 1 2.000 CD 2 4 1 1.500 CD 3 4 1 1.500 CD 4 4 1 1.500 CD 5 4 1 1.500 CD 6 4 1 1.500 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - LINE C-5 HEADING LINE NO 2 IS - 100 -YEAR STORM HEADING LINE NO 3 IS - REDHAWK TRACT 23066-2 W S P G W PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET ' U/S DATA STATION INVERT SECT W S ELEV 106.710 1165.310 1 1170.700 ELEMENT NO 2 IS A REACH ' U/S DATA STATION INVERT SECT N RADIUS ANGLE AMC PT MAN H 128.970 1166.360 1 .014 .000 .000 .000 0 ELEMENT NO 3 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 174.910 1168.530 1 .014 .000 .000 .000 0 ELEMENT NO 4 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 211.250 1170.240 1 .014 .':000 .000 .000 0 ELEMENT NO 5 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 298.770 1171.640 1 .014 .000 .000 .000 0 ELEMENT NO 6 IS A REACH ' U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 369.460 1172.770 1 .014 .000 .000 .000 0 ELEMENT NO 7 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 369.790 1172.780 1 .014 .000 .000 .000 0 ELEMENT NO 8 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 04 INVERT -3 INVERT -4 PHI 3 PHI 4 375.520 1173.230 6 4 5 .014 6.300 7.700 1173.080 1173.200 69.300 38.600 RADIUS ANGLE .000 .000 ELEMENT NO 9 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 389.920 1174.110 6 .014 .000 .000 .000 0 ELEMENT NO 10 IS A REACH ' U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 0 0 0 437.170 1177.000 6 .014 .000 .000 .000 0 ELEMENT NO 11 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 437.170 1177.000 6 1182.800 0 0 0 FILE: LINE_C-S.WSW W S P G W- CIVILDESIGN Version 12.9 PAGE 1 For: Hunsacker & Associates, Riverside, California - SIN 721 WATER SURFACE PROFILE LISTING Date: 2-23-2001 Time:11:35:24 LINE C-5 100 -YEAR STORM REDHAWK TRACT 23066-2 .... +++++++++++«............ .+«+««+«+++++++++.+«..++:.+:.+.+.+.+.+.+.+++«++.+««+++.+ Invert Depth Water Q Vel Vel I Energy I Super CriticallFlow ToplHeight/IDase Wt1 INo Wth Station I Elev (FT) Elev (CFS) (FPS) Head I Grd.E1.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I SF Avel HE ISE DpthlFroude NINorm Dp I "N" I X-Fa111 ZR IType Ch 106.710 1165.310 5.390 1170.700 22.50 7.16 .80 1171.50 .00 1.69 .00 2.000 .000 .00 1 .0 22.260 0472 .0115 .26 5.39 .00 .99 .019 .00 .00 PIPE 128.970 1166.360 9.595 1170.955 22.50 7.16 .80 1171.75 .00 1.69 .00 2.000 .000 .00 1 .0 95.990 .0972 .0115 .53 4.60 .00 .99 .014 .00 .00 PIPE C��174.910 1168.530 2.952 1171.982 22.50 7.16 .80 1172.28 .00 1.69 .00 2.000 .000 .00 1 .0 vV, _1_ _I_ _I_ _I_ _1_ 1_ 1_ 18.420 .0471 .0115 .21 2.95 .00 .99 .014 .00 .00 PIPE 193.330 1169.397 2.296 1171.693 22.50 7.16 .80 1172.99 .00 1.69 .00 2.000 .000 .00 1 .0 HYDRAULIC JUMP 193.330 1169.397 1.196 1170.593 22.50 11.48 2.05 1172.69 .00 1.69 1.96 2.000 .000 .00 1 .0 1.183 .0471 .0257 .03 1.20 2.02 .99 .014 .00 .00 PIPE 1 199.513 1169.953 1.196 1170.698 22.50 11.98 2.05 1172.69 .00 1.69 1.96 2.000 .000 .00 1 .0 \� 6.0011 .0471- - - - - - - - - .0242 .15- - 1.201 2.02 .99 .014 .001 .00 (PIPE 200.519 1169.735 1.295 1170.980 22.50 10.95 1.86 1172.84 .00 1.69 1.99 2.000 .000 .00 1 .0 1 I_ _I I_ 4.573 .0471 .0215 .10 1.24 1.87 .99 .014 .00 .00 PIPE \ 205.087 1169.950 1.297 1171.397 22.50 10.94 1.69 1172.99 .00 1.69 1.91 2.000 .000 .00 1 .0 1- 3.503 .0471 .0191 .07 1.30 1.73 .99 .014 .00 .00 PIPE 208.590 1170.115 1.353 1171.968 22.50 9.95 1.59 1173.01 .00 1.69 1.87 2.000 .000 .00 1 .0 1- 2.660 .0471 .0170 .05 1.35 1.60 .99 .014 .00 .00 PIPE n u 0 0 FILE: LINE_C-S.WSW W S P G W- CIVILDESIGN Version 12.9 PAGE 2 For: Hunsacker & Associates, Riverside, California - SIN 721 WATER SURFACE PROFILE LISTING Date: 2-23-2001 Time -11:35:24 LINE C-5 100 -YEAR STORM REDHAWK TRACT 23066-2 Invert Depth Water Q Vel Vel Energy I Super ICriticallFlow TOPIHeight/l Base Wtl INo Wth Station I Elev (FT) Elev (CPS) (FPS) Head Grd.E1.I Elev I Depth I Width Dia.-FTIor I.D.I ZL lPrs/Pip L/Elem ICh Slope I SF Avel HE ISE Dpth Froude NINorm Dp I "N" I X -Fall ZR Type Ch 211.250 1170.290 1.912 1171.652 22.50 9.99 1.40 1173.05 .00 1.69 1.82 2.000 .000 .00 1 .0 9.908 .0160 .0160 .16 1.41 1.47 1.41 .014 .00 .00 PIPE 221.158 1170.398 1.912 1171.811 22.50 9.99 1.40 1173.21 .00 1.69 1.82 2.000 .000 .00 1 .0 77.612 .0160 .0158 1.23 1.41 1.47 1.41 .014 .00 .00 PIPE 298.770 1171.690 1.927 1173.067 22.50 9.38 1.37 1174.93 .00 1.69 1.81 2.000 .000 .00 1 .0 99.909 .0160 .0149 .67 1.43 1.44 1.41 .014 .00 .00 PIPE 343.679 1172.358 1.977 1173.834 22.50 9.05 1.27 1175.11 .00 1.69 1.76 2.000 .000 .00 1 .0 18.721 .0160 .0136 .25 1.48 1.34 1.41 .014 .00 .00 PIPE 362.399 1172.657 1.597 1179.204 22.50 8.63 1.16 1175.36 .00 1.69 1.67 2.000 .000 00 1 .0 7.061 .0160 .0123 .09 1.55 1.22 1.41 .014 .00 .00 PIPE 369.460 1172.770 1.626 1174.396 22.50 8.23 1.05 1175.45 .00 1.69 1.56 2.000 .000 .00 1 0 .330 .0303 .0113 .00 1.63 1.09 1.13 .014 .00 .00 PIPE 369.790 1172.780 1.691 1179.971 22.50 7.99 .98 1175.45 .00 1.69 1.95 2.000 .000 .00 I .0 JUNCT STR .0785 .0092 .05 1.69 1.00 .014 .00 .00 PIPE 375.520 1173.230 2.693 1175.923 8.50 4.81 .36 1176.28 .00 1.13 .00 1.500 .000 .00 1 .0 14.400 .0611 .0076 .11 2.69 .00 .62 .014 .00 .00 PIPE 389.920 1174.110 1.923 1176.033 8.50 4.81 .36 1176.39 .00 1.13 .00 1.500 .000 .00 1 .0 .436 .0612 .0076 .00 1.92 .00 .61 .014 .00 .00 PIPE 0 0 0 FILE- LINE_C-S.WSW W S P G W- CIVILDESIGN Version 12.9 PAGE 3 For: Hunsacker & Associates, Riverside, California - SIN 721 WATER SURFACE PROFILE LISTING Date: 2-23-2001 Time:11:35.24 LINE C-5 100 -YEAR STORM REDHAWK TRACT 23066-2 Invert Depth Water Q Vel Vel I Energy I Super CriticallFloW ToplHeight/IBase WtI No Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.E1.I Elev I Depth I Width IDia.-FTIor I.D.I ZL IPrs/Pip L/Elam ICh Slope I I SF Avel HE ISE DpthlFroude NINorm DP I "N" I X-Fa11I ZR IType Ch 390.356 1174.137 1.923 1176.059 8.50 9.81 .36 1176.92 .00 1.13 .00 1.500 .000 .00 1 .0 HYDRAULIC JUMP 390.356 1179.137 .642 1179.778 8.50 11.78 2.15 1176.93 .00 1.13 1.98 1.500 .000 00 1 .0 4.927 .0612 .0515 .25 .64 2.98 .61 .014 .00 .00 1- PIPE 395.283 1174.938 .648 1175.086 8.50 11.62 2.10 1177.18 .00 1.13 1.49 1.500 I .000 .00 1 .0 12.150 I_ .0612 .0475 .58 .65 2.92 .61 .014 .00 .00 I_ PIPE 407.933 1175.161 .672 1175.859 8.50 11.08 1.91 1177 76 .00 1.13 1.99 1.500 I .000 .00 1 .0 7.621 .0612 .0417 .32 .67 2.72 .61 .014 .00 .00 PIPE 415.053 1175.697 697 1176.344 8.50 10.56 1.73 1178.08 .00 1.13 1.50 1.500 .000 1 .00 1 .0 5.363 .0612 I _I_ .0367 .20 .70 2.54 .61 .014 I_ .00 .00 I_ PIPE 920.917 1175.975 .729 1176.699 8.50 10.07 1.58 1178.27 .00 1.13 I 1.50 1.500 .000 I .00 1 .0 4.005 .0612 .0323 .13 .72 I_ 2.37 .61 .014 .00 .00 PIPE 924.922 1176.220 .751 1176.971 8.50 9.60 1.93 1178.90 .00 1.13 1.50 1.500 .000 .00 1 .0 3.097 .0612 .0284 .09 .75 2.20 .61 .014 .00 .00 PIPE 427.519 1176.910 .780 1177.189 8.50 9.16 1.30 1178.49 .00 1.13 1.50 1.500 .000 .00 1 .0 2.438 .0612 I_ .0251 .06 78 2.05 .61 .014 .00 .00 PIPE 429.957 1176.559 I_ .810 1177.369 I_ 8.50 8.73 1.18 1178.55 .00 1.13 1.50 1.500 .000 .00 1 .0 1.940 .0612 .0221 .04 .81 1.91 .61 .014 I_ .00 .00 I_ PIPE • 0 • FILE: LINE_C-S.WSW W S P G W- CIVILDESIGN Version 12.9 PAGE 4 For: Hunsacker & Associates, Riverside, California - SIN 721 WATER SURFACE PROFILE LISTING Date: 2-23-2001 Tlme:11:35:24 LINE C-5 100 -YEAR STORM +.++...+..++.++.++++++..+..++++...++.++...+.++.:.++.+.+.++++++....:..+.+.+.++.++.++.+++++++++++++++++:+++.+.+..+.+++.+++++ REDHAWK TRACT 23066-2 Invert Depth Water Q Vol Vel Energy I Super ICriticallFlow ToplHeight/IBase Wtl INo Wth Station I Elev (FT) Elev (CFS) (FPS) Head Grd El.I Elev I Depth I Width Dia.-FTIor L D.I ZL IPrs/Pip L/Elem ICh Slope I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X-Fa11I ZR IType Ch 431.897 117fi.677 .842 1177.519 8.50 8.32 1.08 1178.60 .00 1.13 1.99 1.500 .000 .00 1 .0 1.542 .0612 I_ I_ .0195 .03 .84 1.77 .61 I _I_ .014 .00 00 I_ PIPE 933.939 1176.772 .876 1177.647 8.50 7 94 .98 1178.63 .00 1 13 1.48 1.500 .000 .00 1 .0 1.216 .0612 I_ .0173 .02 .88 1.64 .61 .014 .00 .00 I_ PIPE 934.655 1176.896 .911 1177.757 8.50 7.57 .89 1178.65 .00 1.13 1.47 1.500 .000 .00 1 .0 .940 .0612 .0153 .01 .91 1.52 .61 .014 .00 .00 PIPE 935.595 1176.909 .999 1177.852 8.50 7.21 .81 1178.66 .00 1.13 1.45 1.500 .000 I .00 1 .0 .701 .0612 .0136 .01 .95 1.91 .61 .014 .00 .00 PIPE 936.296 1176.947 .989 1177.935 8.50 6.88 .73 1178.67 .00 1.13 1.92 1.500 .000 1 .00 1 .0 .487 I .0612 I I .0121 .01 .99 1.30 .61 .014 .00 .00 1- PIPE 436.783 1176.976 1.032 I 1178.008 8.50 I 6.56 .67 I 1178.68 I .00 I 1.13 I 1.39 I 1.500 I .000 I .00 I 1 .0 .290 .0612 .0107 .00 1.03 1.20 .61 .014 .00 .00 PIPE 937.073 1176.999 1.078 1178 072 8.50 6 25 .61 1178.68 .00 1.13 1.35 1.500 .000 .00 1 .0 .097 .0612 .0096 .00 1.08 1.10 .61 .014 .00 .00 1- PIPE 937.170 -i- 1177.000 -I- 1.129 -I- 1178.129 -I- 8.50 -I- 5.96 -I- .55 -I- 1178.68 .00 -I- -I- 1.13 -I- 1.29 1.500 -I- -I- I .000 -I- .00 1 .0 I- 0 HYDRAULIC CALCULATIONS 0 STORM DRAIN LINE `D' • FILE: LINE_D.WSW W S P G W - EDIT LISTING - Version 14.01 Date: 4- 3-2001 Time: 2:16: 2 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIER/PIP WIDTH DIAMETER WIDTH DROP CD 1 4 1 2.000 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - LINE 'D' HEADING LINE NO 2 IS - 100 YEAR STORM FLOW HEADING LINE NO 3 IS - REDHAWR TRACT 23066-3 W S P G W PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT W S ELEV 52.510 1180.000 1 1180.000 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 130.730 1204.090 1 .014 .000 .000 .000 0 ELEMENT NO 3 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 272.000 1205.500 1 .014 .000 .000 .000 0 ELEMENT NO 4 IS A SYSTEM HEADWORAS U/S DATA STATION INVERT SECT W S ELEV 272.000 1205.500 1 1209.090 0 0 0 FILE: LINE_D.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 1 Program Package Serial Number: 1269 WATER SURFACE PROFILE LISTING Date: 4- 3-2001 Time: 2:16: 5 LINE 'D' 100 YEAR STORM FLOW REDHAWK TRACT 23066-3 Invert Depth Water q Vel Vel I Energy I Super CriticallFlow ToplHeight/IBase WtI No Wth Station Elev (FT) Elev (CFS) (FPS) Head I Grd.El.l Elev I Depth I Width Dia.-FTIor I.D.I ZL IPrs/Pip IL/Elem Ch Slope I SF Avel HF ISE DpthI Froude NINorm Dp I "N" I X -Fall) ZR IType Ch 52.510 1180.000 .912 7180.912 10.80 23.11 8.30 1188.71 .00 1.18 1.62 2.000 .000 .00 1 .0 32.390 .3080 .2872 9.30 .41 7.58 .41 .014 .00 .00 I_ PIPE 84.900 1169.975 .924 1190.399 10.80 22.15 7.62 1198.02 .00 1.18 1.69 2.000 .000 .00 1 .0 12.270 .3080 .2528 3.10 .42 7.15 .41 .014 .00 .00 1- PIPE 97.170 1193.759 .439 1199.193 10.80 21.12 6.92 1201.12 .00 1.18 1.66 2.000 I .000 .00 1 .0 7.070 .3080 .2211 1.56 .44 6.70 .41 .014 .00 .00 1- PIPE 109.240 1195.931 .954 1196.385 10.80 20.13 6.30 1202.68 .00 1.18 1.68 2.000 .000 .00 1 .0 4.855 .3080 .1932 .94 .45 6.27 .41 .014 .00 .00 PIPE 109.099 1197.927 .969 1197.896 10.80 19.20 5.72 1203.62 .00 1.18 1.69 2.000 .000 I .00 1 .0 3.624 .3080 .1688 .61 .47 5.87 .41 .014 .00 .00 PIPE 112.718 1198.593 .985 1199.028 10.80 18.30 5.20 1204.23 .00 1.18 1 .71 I 2.000 I .000 .00 1 .0 2.844 .3080 I_ .1477 .42 .49 5.50 .41 .014 .00 .00 I_ PIPE 115.562 1199.918 .502 1199.921 10.80 17.95 4.73 1204.65 .00 1.16 1.73 2.000 .000 .00 1 .0 2.309 .3060 I_ .1291 .30 .50 5.15 .41 .014 .00 .00 PIPE 117.871 1200.130 .519 1200.699 10.80 16.69 9.30 1204.95 .00 1.18 1.75 2.000 .000 .00 1 .0 1.912 .3080 .1130 .2.2 .52. 4.82 .41 .014 .00 .00 I_ PIPE 119.783 1200.719 .537 1201.256 10.80 15.87 3.91 1205.16 .00 1 .18 1.77 2.000 I .000 .00 1 .0 1.608 .3080 .0989 .16 .54 4.51 .41 .014 .00 .00 I_ PIPE 0 0 0 FILE: LINE_D.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 2 Program Package Serial Number: 1269 WATER SURFACE PROFILE LISTING Date: 4- 3-2001 Time: 2:16: 5 LINE 'D' 100 YEAR STORM FLOW REDHAWK TRACT 23066-3 Invert Depth Water Q Vel Vel I Energy I super ICriticallFlow ToplHeight/ Base Wtl No Wth Station I Elev (FT) Elev (CFS) I (FPSI Head I Grd.El.j Elev I Depth I Width Dia.-FTjor I.D.I ZL jPrs/Pip L/Elem. SCh Slope I I I SF Avel IF (SE DpthIFroude NINorm Up I "N" I X -Fall ZR IType Ch 121.392 1201.214 .556 1201.770 10.60 15.13 3.55 1205.32 .00 1.18 1.79 2.000 .000 .00 1 .0 1.373 .3080 .0865 .12 .56 4.22 .41 .014 .00 .00 PIPE 122.765 1201.637 .575 1202.212 10.80 19.92 3.23 1205.99 .00 1.18 1.81 2.000 .000 .00 1 .0 1.178 .3080 .0757 .09 .58 3.95 .41 .014 .00 .00 PIPE 123.993 1202.000 .595 1202.595 10.80 13.75 2.94 1205.53 .00 1.18 1.83 2.000 .000 .00 1 .0 1.018 .3080 0663 .07 .60 3.70 .41 .014 .00 .00 PIPE 129 960 1202.313 .616 1202.929 10.80 13.11 2.67 1205.60 .00 1.18 1.85 2.000 .000 .00 1 .0 .883 .3080 .0580 .05 .62 3.46 .41 .014 .00 .00 PIPE 125.899 1202.585 .638 1203.223 10.80 12.50 2.93 1205.65 .00 1.18 1.86 2.000 .000 .00 1 .0 .773 .3080 .0508 .04 .64 3.24 .41 .014 .00 .00 PIPE 126.616 1202.823 .660 1203.983 10.80 11.92 2.21 1205.69 .00 1.18 1.88 2.000 .000 .00 1 .0 .670 .3080 .0445 .03 .66 3.03 .41 .014 .00 .00 PIPE 127.286 1203.029 .689 1203.714 10.80 11.37 2.01 1205.72 .00 1.18 1.90 2.000 .000 .00 1 .0 .589 .3080 .0390 .02 .68 2.83 .41 .014 .00 .00 PIPE 127.875 1203.211 .708 1203.919 10.80 10.84 1.82 1205.79 .00 1.18 1.91 2.000 .000 .00 1 .0 .511 .3080 .0342 .02 .71 2.65 .41 .014 .00 .00 PIPE 128.386 1203.368 .739 1204.102 10.80 10.33 1.66 1205.76 .00 1.18 1.93 2.000 .000 .00 1 .0 .449 .3080 .0300 .01 .73 2.47 .41 .014 .00 .00 PIPE 0 0 0 FILE: LINE_D.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 3 Program Package Serial Number: 1269 WATER SURFACE PROFILE LISTING Date: 4- 3-2001 Time: 2:16: 5 LINE 'D' 100 YEAR STORM FLOW REDHAWK TRACT 23066-3 I Invert Depth Water Q Vel Vol I Energy I Super ICriticallFlow ToplHeight/113ase Wtl No Wth Station I Elev (FT) 1 Elev 1 (CFS) I (FPS) Head I Grd.El.l Elev I Depth I Width IDia.-FTIor I.D.1 ZL 1Prs/Pip L/Elem ICh Slope I SF Aver HE ISE DpthlFroude NINorm Up I "N" I X-Fall ZR (Type Ch (� 128.834 1203.506 .760 1204.266 10.80 9.65 1.51 1205.77 .00 1.18 1.94 2.000 .000 .00 1 .0 .391 .3080 .0263 .01 .76 2.31 .91 .019 .00 .00 PIPE 129.225 1203.626 .787 1204.414 10.80 9.39 1.37 1205.78 .00 1.18 1.95 2.000 .000 .00 1 .0 I _1_ I_ .335 .3080 .0231 .01 .79 2.16 .41 .014 .00 .00 PIPE (�_ w 129.560 1203.730 .815 1209.546 10.80 8.96 1.25 1205.79 .00 1.18 1.97 2.000 .000 .00 1 .0 1- 289 .3080 .0203 .01 .82 2.02 .41 .014 .00 .00 PIPE 139.850 1203.819 .896 1204.665 10.80 8.59 1.13 1205.80 .00 1.18 1.98 2.000 .000 .00 1 .0 1- .248 .3080 .0178 .00 .85 1.88 .41 .014 .00 .00 PIPE 130.098 1203.895 .877 1309.772 10.80 8.19 1.03 1205.80 .00 1.18 1.98 2.000 .000 .00 1 .0 1- .207 .3060 .0157 .00 .88 1.76 .41 .014 .00 .00 PIPE 130.305 1203.959 .910 1204.869 10.80 7.76 .99 1205.80 .00 1.16 1.99 2.000 .000 .00 1 .0 .174 .3080 .0138 .00 .91 1.64 .41 .014 .00 .00 PIPE Q � 130.978 1209.012 .949 1209.957 10.80 7.90 .85 1205.81 .00 1.18 2.00 2.000 .000 .00 1 .0 V _I_ I_ 1_ I_ 1_ 1_ 1_ 1_ .193 .3080 .0121 .00 .99 1.53 .91 .014 .00 .00 PIPE 130.621 1204.057 .979 1205.036 10.80 7.06 .77 1205.81 .00 1.18 2.00 2.000 .000 .00 1 .0 1- .109 .3080 .0107 .00 .98 1.42. 41 .014 .00 .00 PIPE 130.730 1204.090 1.017 1205.107 10.80 6.73 .70 1205.81 .00 1.18 2.00 2.000 .000 .00 1 .0 I_ I_ 80.466 .0100 .0100 .80 1.02 1.32 1.02 .014 .00 .00 PIPE i • • FILE: LINE_D.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 4 Program Package Serial Number: 1269 WATER SURFACE PROFILE LISTING Date: 4- 3-2001 Time: 2:16: 5 LINE 'D' 100 YEAR STORM FLOW REDHAWR TRACT 23066-3 Invert Depth Water Q Vel Vel I Energy I Super CriticallFlOW ToplHeight/Mase WtI No Wth Station Elev (FT) Elev (CFS) (FPS) Head I Grd.E1.I Elev I Depth I Width Dia.-FTIor I.D.I ZL IPrs/Pip L/Elem ICh Slope I SF Avel HF ISE DpthlFroude NINorm Up I "N" I X-Fa11I ZR IType Ch 211.196 I 1204.893 I 1.017 I 1205.910 I 10.80 6.73 I .70 1206.61 I .00 I I 1.18 2.00 I 2.000 I I .000 .00 I 1 .0 42.534 .0100 .0095 .40 1.02 1.32 1.02 .014 .00 .00 1- PIPE 253.730 1205.318 1.048 1206.366 10.80 6.98 .65 1207.02 .00 1.18 2.00 2.000 .000 .00 1 .0 12.9801 .0100 .0085 .11 1.05 1.25 1.03 .014 .00 .00 1- PIPE 366.710 1205.497 1.088 1306.535 10.80 6.18 .59 1307.13 .00 1.18 1.99 2.000 .000 .00 1 .0 4.376 .0100 .0075 .03 1.09 1.16 1.02 .014 .00 .00 1- PIPE 271.086 1305.491 1.131 1206.622 10.80 5.89 .54 1307.16 .00 1.18 1.98 3.000 .000 .00 1 .0 .914 .0100 .0066 .01 1.13 1.08 1.02 .014 .00 .00 1- PIPE 272.000 1305.500 1.178 1206.678 10.80 5.61 .49 1207.17 .00 1.18 1.97 2.000 .000 .00 1 .0 I- HYDRAULIC CALCULATIONS 0 STORM DRAIN LINE `E' • FILE: LINE_E.WSW W S P G W - EDIT LISTING - Version 14.01 Date: 4- 3-2001 Time: 2:29:16 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIER/PIP WIDTH DIAMETER WIDTH DROP CD 1 4 1 2.500 CD 2 4 1 1.500 CD 3 4 1 1.500 CD 4 4 1 1.500 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - LINE 'E' HEADING LINE NO 2 IS - TRACT 23066-2 HEADING LINE NO 3 IS - 100 -YEAR STORM W S P G 4! PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO I IS A SYSTEM OUTLET ' ' U/S DATA STATION INVERT SECT W S ELEV 87.200 1152.000 1 1157.500 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 111.020 1154.850 1 .014 .000 .000 .000 0 ELEMENT NO 3 IS A REACH ' U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 157.360 1160.390 1 .014 45.000 59.002 .000 0 ELEMENT NO 4 IS A JUNCTION ' U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 04 INVERT -3 INVERT -4 PHI 3 PHI 4 161.360 1160.920 4 2 3 .014 13.000 13.600 1160.860 1160.860 -74.700 76.600 RADIUS ANGLE .000 .000 ELEMENT NO 5 IS A REACH ' U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 192.270 1161.540 4 .014 45.000 39.356 .000 0 WARNING - ADJACENT SECTIONS ARE NOT IDENTICAL - SEE SECTION NUMBERS AND CHANNEL DEFINITIONS ELEMENT NO 6 IS A SYSTEM HEADWORKS ' U/S DATA STATION INVERT SECT W S ELEV 192.270 1161.540 1 1168.180 FILE: LINE_E.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 1 Program Package Serial Number: 1269 WATER SURFACE PROFILE LISTING Date: 4- 3-2001 Time: 2:29:20 LINE 'E' TRACT 23066-2 100 -YEAR STORM Invert Depth Water Q Vel Vel Energy I Super ICriticallFlow TOPIHeight/ Base Wtj No Wth Station I Elev (FT) EleV (CFS) I (FPS) Head Grd.El.I Elev I Depth I Width Dia.-FTIor I.D.I ZL lPrs/Pip L/Elsm SCh Slope I I SF Avel HF SSE DpthlFroude NINorm Dp I "N" I Y. -Fall ZR IType Ch 87.200 1152.000 5.500 1157.500 33.90 6.91 .79 1158.24 .00 1.98 .00 2.500 .000 .00 1 .0 12.341 .1196 .0079 .10 5.50 .00 .87 .014 .00 .00 PIPE 99.591 1153.977 9.119 1157.596 33.90 6.91 .79 1158.39 .00 1.98 .00 2.500 .000 .00 1 .0 HYDRAULIC JUMP 99.541 1153.477 .954 1159.931 33.90 19 68 6.01 1160.45 .00 1.98 2.93 2.500 .000 .00 1 .0 ,11.479 .1196 .0777 .89 .95 4.12 .87 .014 .00 .00 PIPE 111.020 1159.850 .989 1155.839 33.90 18.75 5.96 1161.30 .59 1.98 2.95 2.500 .000 .00 1 .0 5.029 .1196 .0701 .35 1.58 3.84 .87 .014 .00 .00 PIPE 116.099 1155.951 1.008 1156.459 33.90 16.29 5.20 1161.65 .57 1.98 2.95 2.500 .000 .00 1 .0 7.798 .1196 .0636 .50 1.57 3.71 .87 .014 .00 .00 PIPE 123.897 1156.383 1.099 1157.927 33.90 17.99 9.72 1162.15 .52 1.98 2.97 2.500 .000 .00 1 .0 6.128 .1196 .0558 .34 1.56 3.46 .87 .014 .00 .00 PIPE 129.975 1157.116 1.083 1158.199 33.90 16.63 9.29 1162.99 .47 1.98 2.48 2.500 .000 .00 1 .0 4.971 .1196 .0491 .24 1.56 3.23 .87 .014 .00 .00 PIPE 139.946 1157.710 1.123 1158.833 33.90 15.86 3.90 1162.79 .93 1.98 2.99 2.500 .000 .00 1 .0 4.0991 .1176 .0431 .18 1.55 3.01 .87 .014 .00 .00 PIPE 139.040 1158.200 1.165 1159.365 33.90 15.12 3.55 1162.91 .39 1.98 2.99 2.500 .000 .00 1 .0 3.414 .1196 .0379 .13 1.56 2.81 .87 .014 .00 .00 PIPE FILE: LINE_E.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 2 Program Package Serial Number: 1269 WATER SURFACE PROFILE LISTING Date: 4- 3-2001 Time: 2:29:20 LINE 'E' TRACT 23066-2 100-YEAR STORK Invert Depth Water p Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase WtI No Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.l Elev I Depth I Width IDia.-FTIor I.D.I ZL IPrs/Pip -i- L/Elem Ch Slope I SF Avel HF ISE DpthlFrdude NINorm Dp I "N" I X-Falll ZR IType Ch 192.959 1158.608 1.209 1159.817 33.90 14.91 3.23 1163.09 .36 1.98 2.50 2.500 .000 .00 1 .0 2.881 .1196 .0334 .10 1.57 2.62 .87 .014 .00 .00 PIPE 195.336 1158.952 1.254 1160.207 33.90 13.79 2.93 1163.19 .33 1.98 2.50 2.500 .000 .00 1 .0 2.414 .1196 .0294 .07 1.58 2.44 .87 .014 .00 .00 1- PIPE 197.750 1159.291 1.303 1160.599 33.90 13.10 2 67 1163.21 .30 1.98 2.50 2.500 .000 .00 1 .0 2.055 .1196 .0259 .05 1.60 I _I_ 2.27 .87 .014 .00 .00 I_ PIPE 199.809 1159.487 1.353 1160.890 33.90 12.99 2.92 1163.26 .27 1.98 2.99 2.500 .000 .00 1 .0 1.731 .1196 .0229 .04 1.62 2.11 .87 .014 .00 .00 1- PIPE 151.535 1159.693 1.906 1161.100 33.90 11.91 2.20 1163.30 .29 1.98 2.98 2.500 .000 .00 1 .0 1.442 .1196 .0202 .03 1.65 1.96 .87 .014 .00 .00 PIPE 152.977 I_ 7159.866 1 963 1161.329 33.90 1].36 2.00 1163.33 .22 1.98 2.96 2.500 .000 .00 1 .0 1.211 .1196 .0179 .02 I_ 1.68 1.82 .87 .014 .00 .00 I_ PIPE 159.188 1160.011 1.522 1161.533 33.90 10.83 1.82 1163.35 .20 1.98 2.94 2.500 .000 .00 1 .0 .989 .1196 I_ I _I_ .0158 .02 1.72 I _I_ 1.68 .87 .014 .00 .00 I_ PIPE 155.176 1160.139 1 585 1161.719 33.90 10.33 1.66 1163.37 .16 1.98 2.91 2.500 .000 .00 1 .0 .791 .1196 .0140 .01 1.76 1.56 .67 .014 .00 .00 1- PIPE 155.968 2160.229 1.652 1161 876 33.90 9.84 L 5] 1163.38 .16 1.98 2.37 2.500 .000 .00 1 .0 .605 .1196 .0125 .01 1.81 1.44 .87 .014 .00 .00 1- PIPE 0 0 0 FILE: LINE_E.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 3 Program Package Serial Number: 1269 WATER SURFACE PROFILE LISTING Date: 4- 3-2001 Time: 2:29:20 LINE 'E' TRACT 23066-2 100 -YEAR STORM Invert Depth Water Q Vel Vel I Energy I Super ICriticallFlow ToplHeight/l Base Wtl No Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width Dia.-FTjor I.D.I ZL lPrs/Pip L/Elem SCh Slope I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X-Fa11j ZR IType Ch 156.573 1160.296 1.729 1162.020 33.90 9.39 1.37 1163.39 .19 1.98 2.31 2.500 .000 .00 1 .0 .437 .1196 .0111 .00 1.86 1.32 .87 .014 .00 .00 PIPE 157.010 1160.348 1.801 1162.149 33.90 8.95 1.24 1163.39 .12 1.98 2.24 2.500 .000 .00 1 .0 .265 .1196 .0099 .00 1.93 1.21 .87 .014 .00 .00 PIPE 157.275 1160.380 1.885 1162.265 33.90 8.53 1.13 1163.90 .11 1.98 2.15 2.500 .000 .00 1 .0 .085 .1196 .0089 .00 1.99 1.11 .87 .014 .00 .00 PIPE 157.360 1160.390 1.980 1162.370 33.90 8.13 1.03 1163 90 .00 1.98 2.03 2.500 .000 .00 1 .0 JUNCT SIR .1325 .0070 .03 2.07 1.00 .014 .00 .00 PIPE 161.360 1160.920 3.529 1169.999 7.30 9.13 .26 1169.71 .00 1.05 .00 1.500 .000 .00 1 .0 30.910 .0201 .0056 .17 .00 .00 .78 .014 .00 .00 PIPE 192.270 -I- 1161.590 -I- 3.117 -I- 1169.657 -I- 7.30 _I- 9.13 _I_ .26 1169.92 I_ -I- .00 _I_ 1.05 .00 -I- 1.500 _I_ _I_ .000 _I_ .00 1 .0 _ 0 HYDRAULIC CALCULATIONS • STORM DRAIN LINE `F' • FILE: LINE_F.WSW W S P G W - EDIT LISTING - Version 19.01 Date: 9- 3-2001 Time: 2:16:52 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(9) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIER/PIP WIDTH DIAMETER WIDTH DROP CD 1 9 1 2.500 W S P G l'1 PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - LINE 'F' HEADING LINE NO 2 IS - TRACT 23066-2 HEADING LINE NO 3 IS - 1 100 -YEAR STORM \l\1 W 5 P G W PAGE NO 2 WATER SURFACE PROFILE'- ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET `\\\V U/S DATA STATION INVERT SECT 11 S ELEV 100.000 1151.960 1 1157.500 ELEMENT NO ? IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H ( „ 311.950 1157.120 1 .019 .000 .000 .000 0 ELEMENT NO 3 IS A SYSTEM HEADWORAS U/S DATA STATION INVERT SECT W S ELEV 311.950 1157.120 1 1162.650 `V FILE: LINE_F.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 1 Program Package Serial Number: 1269 WATER SURFACE PROFILE LISTING Date: 4- 3-2001 Time: 2:16:55 LINE 'F' TRACT 23066-2 100 -YEAR STORM Invert Depth Water Q Vel Vel Energy I Super CriticaljFlow ToplHeight/ Base Wtj No Wth Station Elev (FT) Elev (CFS) (FPS) Head Grd.El.1 Elev I Depth I Width Dia.-FTIor I.D.1 ZL IPrs/Pip L/Eleni SCh Slope SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X-Fa11l ZR (Type Ch 100.000 1151.960 5.540 1157.500 40.90 H.33 1.08 1158.58 .00 2.15 .00 2.500 .000 .00 1 .0 211.450 .0244 .0115 2.44 5.54 .00 1.52 .014 .00 .00 PIPE 1 311.450 1157.120 2.818 1159.938 40.90 8.33 1.08 1161.02 .00 2.15 .00 2.500 .000 .00 1 .0 0 HYDRAULIC CALCULATIONS STORM DRAIN LINE `G' • 0 0 0 FILE: LINE_G.WSW W S P G W - EDIT LISTING - Version 14.01 Date: 4- 3-2001 Time: 2:17: 7 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 EASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIER/PIP WIDTH DIAMETER WIDTH DROP CD 1 4 1 2.500 W S P G W WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - LINE 'G' HEADING LINE NO 2 IS - 100 -YEAR STORM HEADING LINE NO 3 IS - REDHAWK TRACT 23066-2 W S P G W WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT 100.000 1151.500 1 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N 356.010 1154.000 1 .014 ELEMENT NO 3 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT 356.010 1154.000 1 PAGE NO 1 PAGE NO 2 W S ELEV 1157.500 RADIUS ANGLE ANG PT MAN H .000 .000 .000 0 W S ELEV 1158.750 0 0 0 FILE: LINE_G.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 1 Program Package Serial Number: 1269 WATER SURFACE PROFILE LISTING Date: 4- 3-2001 Time: 2:17:11 LINE 'G' 100 -YEAR STORM REDHAWK TRACT 23066-2 Invert Depth Water p Vol Vel I Energy I Super ICrita.callFlow ToplHeight/IBase WtI No Wth Station I Elev (FT) EleV(CFS) I (FPS) Head I Grd.E1.I Elev I Depth I Width IDia.-FTIor I.D.I ZL IPrs/Pip L/Elem ICh Slope I SF Avel HE ISE DpthlFroude NINorm Dp I "N" I X-Fa11I ZR IType Ch 100.000 1151.500 6.000 1157.500 23.00 4.69 .34 1157.89 .00 1.63 .00 2.500 .000 .00 1 .0 256.010 .0098 .0036 .93 6.00 .00 1.41 .014 .00 .00 PIPE I I I I I I I I I I I I I 356.010 1154.000 4 .434 1158.434 23.00 4.69 .34 1158.77 .00 1.63 .00 2.500 .000 .00 1 .0 _I_ _I_ I_ _I_ _I_ _I_ _I_ _I_ _I_ _I_ _I_ _I_ -I- I_ 0 0 0 FILE: LINE_H.WSW W S P G W - EDIT LISTING - Version 14.01 Date: 4- 3-2001 Time: 2:17:18 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CNN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIER/PIP WIDTH DIAMETER WIDTH DROP CD 1 4 1 3.000 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - LINE 'H' HEADING LINE NO 2 IS - 100 -YEAR STORM HEADING LINE NO 3 IS - REDHAWK TRACT 23066-2 W S P G W. WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET ` U/S DATA STATION INVERT SECT 100.000 1148.500 1 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N 153.500 1150.910 1 .014 ELEMENT NO 3 IS A SYSTEM HEADWORKS ` HIS DATA STATION INVERT SECT 153.500 1150.910 1 W S ELEV 1151.500 RADIUS .000 W S ELEV 1157.500 ANGLE 000 PAGE NO 2 ANG PT MAN H .000 0 • s • FILE: LINE_H.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 1 Program Package Serial Number: 1269 WATER SURFACE PROFILE LISTING Date: 4- 3-2001 Time: 2:17:21 LINE 'H' 100 -YEAR STORM REDHAWK TRACT 23066-2 Invert Depth {Nater Q Vel Vel I Energy I Super CrnticallFlow ToplHeight/IHase WtI INo Wth Station I EleV (FT) Elev (CFS) (FPS) Head I Grd.El.I Eley I Depth I Width IDia.-FTIor I.D.I ZL IPrs/Pip L/Elem ICh Slope I Sr Avel HF ISE DpthlFroude NINorm Dp I "N" I X-FallI ZR (Type Ch 100.000 1148.500 2.229 1150.729 97.90 17.92 9.71 1155.99 .00 2.89 2.63 3.000 .000 .00 1 .0 12.080 .0450 .0300 .36 2.22 2.10 1.93 .014 .00 .00 PIPE 112.080 1149.049 2.281 1151.325 97.90 16.97 9.47 1155.80 .00 2.89 2.56 3.000 .000 .00 1 .0 16.837 .0450 I_ .0277 .47 2.28 1.99 1.93 .014 .00 .00 I_ PIPE 128.918 1199.803 2.395 1152.198 97.90 16.18 9.07 1156.26 .00 2.89 2.91 3.000 .000 I .00 1 .0 12.103 .0450 .0251 .30 2.40 1.80 1.93 .014 .00 .00 I_ PIPE 141.021 1150.348 2.523 1152.871 97.90 15.43 3.70 1156.57 .00 2.89 2.19 3.000 .000 .00 1 .0 8.362 .0450 .0230 .19 2.52 1.60 1.93 .014 .00 .00 PIPE 199.383 1150.725 2.675 1153.900 97.90 19.71 },36 1156.76 .00 2.85 1.86 3.000 .000 .00 1 .0 4.117 .0450 .0220 .09 2.68 1.37 1.93 .014 .00 .00 1- PIPE 153.500 1150.910 2.887 1153.797 97.90 19.02 3.05 1156.85 .00 2.89 1.19 3.000 .000 .00 1 .0 I- 0 Cl • CATCH BASIN CALCULATIONS VELOCITY CURVES • REDWK TRACT No.'s 23066-1, 23066-2, 23066-3 & 23066 0 Catch Basin Summary Table Catch Basin Length Street Carry Over Total Street Street BVPaSS Street Pick-up Terrace Pick-up Total Remarks Number (feet) Q (cfs) Q (cfs) Q (cfs) Q (cfs) Q (cfs) Q (cfs) Q (cfs) EX. BELOW 1 21 11.40 0.30 11.70 1.90 9.80 0.00 9.80 FLOW BY FROM:CB#1 &2 OFFSITE 1 21 7.70 0.00 7.70 0.00 7.70 0.00 7.70 FLOW BY TO: EX. CB 2 14 0.00 6.60 6.60 0.30 6.30 0.00 6.30 FLOW BY FROM:CB#2A TO: EX. CB 2A 14 15.10 0.00 15.10 6.60 8.50 0.00 8.50 FLOW BY TO: CB#2 3 21 20.90 0.00 20.90 7.30 13.60 0.00 13.60 FLOW BY TO: CB#3A 3A 21 0.00 7.30 7.30 0.00 7.30 0.00 7.30 FLOW BY FROM:CB#3 4 21 11.40 2.10 13.50 0.50 13.00 0.00 13.00 FLOW BY FROM:CB#3 TO: CB#5 5 14 17.00 0.50 17.50 0.00 17.50 0.00 17.50 SUMP FROM:CB#4 6 TYPE X INLET 40.90 SUMP 7 7 6.40 1.30 7.70 0.00 7.70 0.00 7.70 SUMP FROM:CB#8 8 28 14.90 0.00 14.90 1.30 13.60 0.00 13.60 FLOW BY TO:CB#7 2/27/01 F:\23066\REPORTS\HYDRAULICS\CBSUMMARY.XLS • RANK TRACT No.'s 23066-1, 23066-2, 23066-3 & 23066 0 2/27/01 F:\23066\REPORTS\HYDRAULICS\CBSUM MARY. XLS Catch Basin Summary Table Catch Basin I Length I Street I Carr Over I Total Street I Street BVPaSS I Street Pick-up Terrace Pick-up I Total I Remarks Number I (feet) I Q(cfs)l Q (cfs) I Q (cfs) I Q (cfs) 1 Q (cfs) I Q (cfs) I Q (cfs) 9 14 0.00 4.20 4.20 0.00 4.20 0.00 4.20 FLOW BY FROM:CB#9A 9A 28 20.50 0.00 20.50 4.20 16.30 0.00 16.30 FLOW BY TO: CB#9 10 10 10.80 0.00 10.80 0.00 10.80 0.00 10.80 SUMP 11 21 16.30 0.00 16.30 3.10 13.20 0.00 13.20 FLOW BY TO: CB #16 12 28 16.40 0.00 16.40 0.90 15.50 0.00 15.50 FLOW BY TO: CB#15 13 21 10.40 0.00 10.40 0.80 9.60 0.00 9.60 FLOW BY TO: CB #15 14 21 15.40 0.00 15.40 4.20 11.20 0.00 11.20 FLOW BY TO: CB #15 15 21 1.00 5.90 6.90 0.00 6.90 0.00 6.90 FLOW BY FROM CB#12,13814 16 21 5.50 3.10 8.60 0.10 8.50 0.00 8.50 FLOW BY FROM: CB #11 OFFSITE 17 TYPE X INLET 23.00 SUMP 2/27/01 F:\23066\REPORTS\HYDRAULICS\CBSUM MARY. XLS 0 0 0 TRACT NO. 23066-19 23066-2, 23066-3 & 23066 CATCH BASIN H.G.L. CALCULATION H.G.L. C C.B. C.B. _S.D LINE CB INV. INCH C.F.S. AREAV=0/A _Hv VA2/2g 1.2'Hv PIPE Sf FT Hf I FT. MAIN CONTROL INLET OUTLET CONTROLING NOS. ELEV. S.. F. F.P.S. FT. L=FT. -GL H.G.L. @ C.B. 1 2 2A 3 3A 4 5 6 C -5b C -5a C -5a E-2 E E-1 A-3 F 1175.50 1176.00 1177.00 1162.83 1161.54 1161.59 1158.44 1157.12 1 18 1 18 18 18 18 18 24 30 7.70 6.30 8.50 13.60 7.30 13.00 17.50 40.90 1.77 1.77 1.77 1.77 1.77 1 1.77 1 3.14 4.91 1 4.36 3.57 4.81 7.70 I 4.13 7.36 5.57 8.33 1 0.30 0.20 0.360.00 0.92 0.27 0.84 0.48 1 1.08 0.35 0.24 1.11 0.32 1.01 0.58 1.30 1 22.24 1 24.73 26.01 0.00 18.57 0.00 211.45 0.0054 0.0036 0.0065 0.0168 0.0048 0.0153 0.0060 0.0099 0.12 0.09 0.00 0.44 0.00 0.28 0.00 2.10 1175.92 1175.92 1178.01 1164.45 -1 -164.66 1164.45 1154.44 1157.50 1177.35 1177.74 1178.93 1165.44 1163.36 1164.10 1161.02 1160.92 1176.39 1176.25 1178.44 1165.99 1164.98 1165.74 1155.02 1160.90 1177.35 1177.74 1178.93 1165.99 1164.98 1165.74 1161.02 1160.92 7 B-1 1174.95 18 7.70 1.77 4.36 0.30 0.35 20.77 0.0054 0.11 1176.69 1176.80 1177.16 1177.16 8 B-2 1183.40 18 13.60 1.77 7.70 0.92 1.11 1 36.55 0.0168 0.61 1184.72 1186.01 1186.44 1186.44 9 B-3 1181.60 18 4.20 1.77 2.38 0.09 0.11 17.32 0.0016 0.03 1184.72 1183.21 1184.85 1184.85 9A B 1181.50 18 16.30 1.77 9.22 1.32 1.59 0.00 0.0241 0.00 1185.86 1184.59 1187.45 1187.45 10 D 1205.50 24 10.80 1 3.14 3.44 0.18 0.22 172.00 0.0023 0.39 1206.68 1207.72 1207.29 1207.72 11 12 A -le 1 A -1d 1128.60 I 1130.40 18 18 13.20 15.507 1.77 1.77 7.47 8.77 0.87 1.20 1.04 1.44 18.11 1 28.75 0.0158 0.0218 0.29 0.63 1130.10 1130.10 1131.14 1133.341 1131.43 1132.16 1131.43 1133.34 13 14 15 16 17 18� A-1 c2 A -1c1 A -1a A-1 b G H 1128.50 1129.51 1116.99 1114.99 1154.00 1150.91 1 18 18 18 18 30 1 36 9.60 11.20 6.90 8.50 23.00 97.90 1.77 1.77 1.77 1.77 4.91 1 7.07 5.43 6.34 3.90 4.81 4.69 13.85 1 0.46 0.62 0.24 0.36 0.34 1 2.98 0.55 0.75 0.28 0.43 0.41 3.58 21.96 28.03 23.98 19.28 256.01 53.50 0.00841 0.0114 0.0043 0.0065 0.0031 0.0215 0.18 0.32 0.10 0.13 0.80 1.1511151.19 1130.38 1130.38 1110.39 1110.39 1157.50 1130.55 1131.76 1118.77 1116.92 1156.91 1157.49 1131.11 1131.45 1110.78 1110.95 1158.71 -55.92 1131.11 1131.76 1118.77 1116.92 1158.71 1157.49 l I I I I I I I I 'CONTROUING H:G::L.. g CB = USE,WHICH EVER IS BIGGER BETWEEN INLET AND. OUTLET CONTROL Kq.L: 4/2/2001 F:\JERRY\PROJECT\22707\HYDRA\HGL-ELEV.XLS Proposed 6' Concrete V -Ditch behind Lots 50-63 Worksheet for Trapezoidal Channel • I1 L Project Engineer Gary Martin c:\haestad\fmw\pro)ectl fm2 Hunsaker 8 Associates Irvine, Inc. Flow Master v6 0 [614b] 03/26/01 12 41 52 PM 0 Haestad Methods, Inc 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 Project Description Worksheet Trapezoidal Chanm Flow Element Trapezoidal Channr Method Manning's Formula Solve For Channel Depth Input Data Mannings Coeffic 0.015 Slope 020000 ft/ft Left Side Slope 1 00 V : H Right Side Slope 1.00 V : H Bottom Width 0.00 If Discharge 97.90 cfs Results Depth 269 ft Flow Area 72 ft2 Wetted Perim, 7.60 It Top Width 538 If Critical Depth 359 If Critical Slope 0.004283 ft/ft Velocity 13.54 ft/S Velocity Head 2.85 If Specific Ener( 5.54 It Froude Numb 2.06 • Flow Type 3upercntical I1 L Project Engineer Gary Martin c:\haestad\fmw\pro)ectl fm2 Hunsaker 8 Associates Irvine, Inc. Flow Master v6 0 [614b] 03/26/01 12 41 52 PM 0 Haestad Methods, Inc 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 Proposed Emergency Spillway by Lot 50 Worksheet for Trapezoidal Channel • Project Description 0.013 Worksheet Trapezoidal Channi Flow Element Trapezoidal Channi Method Manning's Formula Solve For Channel Depth Input Data 97.90 cfs Mannings Coeffic 0.013 Slope 020000 Wit Left Side Slope 1 00 V: H Right Side Slope 1.00 V : H Bottom Width 200 ft Discharge 97.90 cfs Results Depth 1.71 ft Flow Area 64 ft' Wetted Perim, 6.85 it Top Width 543 ft Critical Depth 275 ft Critical Slope 0.002915 ft/ft Velocity 15.39 his Velocity Head 3.68 ft Specific Enerc 5.39 ft Froude Numb 2.51 • Flow Type supercritical E Project Engineer Gary Martin c:\haestad\fmw\pro)ectt fm2 Hunsaker 8 Associates Irvine, Inc. FlowMaster v6 0 [614b] 03/26/01 10 01'40 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 **************************************************************************** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-94 Advanced Engineering Software (aes) • Ver. 4.2A Release Date: 6/01/94 License ID 1239 Analysis prepared by: HUNSAKER & ASSOCIATES Irvine, Inc. Planning * Engineering * Surveying Three Hughes * Irvine California 92718 * (714) 538-1010 ----------------- ------------------------ TIME/DATE OF STUDY: 9:39 2/21/2001 ************************** DESCRIPTION OF STUDY ************************** * CATCHBASIN#1 * 100 -YEAR DEPTH OF FLOW * TRACT 23066-2 ************************************************************************** **************************************************************************** >>>>STREETFLOW MODEL INPUT INFORMATION<<<< --------------- ----------------------- CONSTANT STREET GRADE(FEET/FEET) _ .033000 CONSTANT STREET FLOW(CFS) = 7.70 • AVERAGE STREETFLOW FRICTION FACTOR(MANNING) _ .015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.00 INTERIOR STREET CROSSFALL(DECIMAL) _ .017000 OUTSIDE STREET CROSSFALL(DECIMAL) _ .017000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) _ .50 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 2.00 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) _ .03125 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) _ .16700 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS STREET FLOW MODEL RESULTS: --------------------- ------------------------------- STREET FLOW DEPTH(FEET) _ .40 HALFSTREET FLOOD WIDTH(FEET) = 13.81 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.24 PRODUCT OF DEPTH&VELOCITY = 1.69 ************************** DESCRIPTION OF STUDY ************************** * CATCH BASIN#1 PICK-UP * 100 -YEAR STORM * TRACT 23066-2- ************************************************************************** ************************************************************************** FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION<< << ------------------------------------------------------------------------ Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. •STREETFLOW(CFS) = 7.70 GUTTER FLOWDEPTH(FEET) _ .40 BASIN LOCAL DEPRESSION(FEET) _ .33 FLOWBY BASIN WIDTH(FEET) = 20.11 >>>>CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 20.1 >> >>CALCULATED ESTIMATED INTERCEPTION(CFS) = 7.7 • **************************************************************************** • HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-94 Advanced Engineering Software (aes) Ver. 4.2A Release Date: 6/01/94 License ID 1239 Analysis prepared by: HUNSAKER & ASSOCIATES Irvine, Inc. Planning * Engineering * Surveying Three Hughes * Irvine California 92718 * (714) 538-1010 ---------------------------- ------------------------------------------ TIME/DATE OF STUDY: 9:53 2/21/2001 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ************************** DESCRIPTION OF STUDY ************************** * CATCH BASIN#2A DEPTH OF FLOW * 100 -YEAR STORM * TRACT 23066-7 ************************************************************************** **************************************************************************** >>>>STREETFLOW MODEL INPUT INFORMATION<<<< ----------------- ------------------------ CONSTANT STREET GRADE(FEET/FEET) = .037000 • CONSTANT STREET FLOW(CFS) = 15.10 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) _ .015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.00 INTERIOR STREET CROSSFALL(DECIMAL) = .017000 OUTSIDE STREET CROSSFALL(DECIMAL) = .017000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = .50 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 2.00 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = .03125 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = .16700 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS ------------------------ = ----------------------------------------------===== ------------- ------------------------- STREET FLOW MODEL RESULTS: ----------------------------_-------------------------------------- STREET FLOW DEPTH(FEET) .46 HALFSTREET FLOOD WIDTH(FEET) = 17.19 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.58 PRODUCT OF DEPTH&VELOCITY = 2.55 ************************** DESCRIPTION OF STUDY ************************** * CATCH BASIN#2A PICK-UP * 100 -YEAR STORM * TRACT 23066-2- ************************************************************************** >>>>FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION<<<< ---------------------------------------------------------------------------- Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. is STREETFLOW(CFS) = 15.10 GUTTER FLOWDEPTH(FEET) _ .46 BASIN LOCAL DEPRESSION(FEET) 3 FLOWBY BASIN WIDTH(FEET) = 1 .0 >>>>CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 34.0 >>>>CALCULATED ESTIMATED INTERCEPTION(CFS) = 8.5 ************************** DESCRIPTION OF STUDY ************************** * CATCH BASIN#2 DEPTH OF FLOW * 100 -YEAR STORM * TRACT 23066-2. ************************************************************************** >>>>STREETFLOW MODEL INPUT INFORMATION<< << ---------------------- --------------- CONSTANT STREET GRADE(FEET/FEET) _ .012000 CONSTANT STREET FLOW(CFS) = 6.60 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) _ .015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.00 •INTERIOR STREET CROSSFALL(DECIMAL) _ .017000 OUTSIDE STREET CROSSFALL(DECIMAL) _ .017000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) _ .50 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 2.00 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) _ .03125 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) _ .16700 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS ----=======---------===------------------------------------------ STREET FLOW MODEL RESULTS: ---------------------- -- ------------------------------ STREET FLOW DEPTH(FEET) _ .44 HALFSTREET FLOOD WIDTH(FEET) = 16.06 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.76 PRODUCT OF DEPTH&VELOCITY = 1.21 ************************** DESCRIPTION OF STUDY ************************** * CATCH BASIN#2 PICK-UP * 100 -YEAR STORM * TRACT 23066-8.. ************************************************************************** **************************************************************************** >>>>FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION<<<< Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 6.60 GUTTER FLOWDEPTH(FEET) _ .44 BASIN LOCAL DEPRESSION(FEET) 3 eFLOWBY BASIN WIDTH(FEET) >>>>CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 15.6 >>>>CALCULATED ESTIMATED INTERCEPTION(CFS) = 6.3 0 **************************************************************************** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE • (C) Copyright 1982-94 Advanced Engineering Software (aes) Ver. 4.2A Release Date: 6/01/94 License ID 1239 Analysis prepared by: HUNSAKER & ASSOCIATES Irvine, Inc. Planning * Engineering * Surveying Three Hughes * Irvine California 92718 * (714) 538-1010 ---------------------------------------------------------------------------- TIME/DATE OF STUDY: 11:15 2/21/2001 ************************** DESCRIPTION OF STUDY ************************** * CATCH BASIN#3 DEPTH OF FLOW * 100 -YEAR STORM * TRACT 23066-2 ************************************************************************** **************************************************************************** >>>>STREETFLOW MODEL INPUT INFORMATION<<<< ---------------------------------------------------------------------------- CONSTANT STREET GRADE(FEET/FEET) _ .032500 CONSTANT STREET FLOW(CFS) = 23.00 .AVERAGE STREETFLOW FRICTION FACTOR(MANNING) _ .015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.00 INTERIOR STREET CROSSFALL(DECIMAL) _ .017000 OUTSIDE STREET CROSSFALL(DECIMAL) _ .017000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) _ .50 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 2.00 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) _ .03125 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) _ .16700 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS ***STREET FLOW SPLITS OVER STREET -CROWN*** FULL DEPTH(FEET) _ .50 FLOOD WIDTH(FEET) = 20.00 FULL HALF -STREET FLOW(CFS) = 20.09 FULL HALF -STREET VELOCITY(FEET/SEC.) = 5.59 SPLIT DEPTH(FEET) _ .30 SPLIT FLOOD WIDTH(FEET) = 8.19 SPLIT FLOW(CFS) = 2.91 SPLIT VELOCITY(FEET/SEC.) = 3.80 ------------------------------------------------------------ STREET FLOW MODEL RESULTS: ---------------------------------------------------------------------------- NOTE: STREET FLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOW DEPTH(FEET) _ .50 • HALFSTREET FLOOD WIDTH(FEET) = 20.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.59 PRODUCT OF DEPTH&VELOCITY = 2.82 ************************** DESCRIPTION OF STUDY ************************** * CATCH BASIN#3 PICK-UP * 100 -YEAR STORM *.�LRACT 23066-2 *********************************************************************** **************************************************************************** >>>>FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION<<<< Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 20.90 GUTTER FLOWDEPTH(FEET) _ .50 BASIN LOCAL DEPRESSION(FEET) 3 FLOWBY BASIN WIDTH(FEET) = 21.00 >>>>CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 43.2 >>>>CALCULATED ESTIMATED INTERCEPTION(CFS) = 13.6 ************************** DESCRIPTION OF STUDY ************************** * CATCH BASIN#3A DEPTH OF FLOW * 100 -YEAR STORM *AMR -ACT 23066-2 *********************************************************************** **************************************************************************** >>>>STREETFLOW MODEL INPUT INFORMATION<<<< ---------------------------------------------------------------------------- CONSTANT STREET GRADE(FEET/FEET) _ .028800 CONSTANT STREET FLOW(CFS) = 7.30 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) _ .015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.00 INTERIOR STREET CROSSFALL(DECIMAL) _ .017000 OUTSIDE STREET CROSSFALL(DECIMAL) _ .017000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 50 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 2.00 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) _ .03125 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) _ .16700 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS -----======------------------------------------------------------ STREET FLOW MODEL RESULTS: ---------------------------------------------------------------------------- STREET FLOW DEPTH(FEET) _ .40 HALFSTREET FLOOD WIDTH(FEET) = 13.81 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.02 PRODUCT OF DEPTH&VELOCITY = 1.60 ************************ DESCRIPTION OF STUDY ************************** * CATCH BASIN#3A PICK-UP * 100 -YEAR STORM * TRACT 23066-2 > FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION<<<< ------------------------------------------------------------------------ Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 7.30 GUTTER FLOWDEPTH(FEET) _ .40 BASIN LOCAL DEPRESSION(FEET) = 33 FLOWBY BASIN WIDTH(FEET) = 19.07 Zl.o >> >>CALCULATED BASIN WIDTH FOR TO ERCEPTION = 19.1 >> >>CALCULATED ESTIMATED INTERCEPTION(CFS) = 7.3 • **************************************************************************** • HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-94 Advanced Engineering Software (aes) Ver. 4.2A Release Date: 6/01/94 License ID 1239 Analysis prepared by: HUNSAKER & ASSOCIATES Irvine, Inc. Planning * Engineering * Surveying Three Hughes * Irvine California 92718 * (714) 538-1010 ---------------------------------------------------------------------------- TIME/DATE OF STUDY: 11:24 2/21/2001 ************************** DESCRIPTION OF STUDY ************************** * CATCH BASIN#4 DEPTH OF FLOW * 100 -YEAR STORM * TRACT 23066-2 ************************************************************************** **************************************************************************** >>>>STREETFLOW MODEL INPUT INFORMATION<<<< ---------------------------------------------------------------------------- CONSTANT STREET GRADE(FEET/FEET) _ .028800 . CONSTANT STREET FLOW(CFS) = 13.50 AVERAGE STREETFLOW FRICTION FACTOR(MANNING)­ .015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.00 INTERIOR STREET CROSSFALL(DECIMAL) _ .017000 OUTSIDE STREET CROSSFALL(DECIMAL) _ .017000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) _ .50 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 2.00 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) _ .03125 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) _ .16700 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS --------------- ------=----- =======------------------------------------------ ---------------------------------------------------------------------------- STREET FLOW MODEL RESULTS: ---------------------------------------------------------------------------- STREET FLOW DEPTH(FEET) _ .46 HALFSTREET FLOOD WIDTH(FEET) = 17.19 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.99 PRODUCT OF DEPTH&VELOCITY = 2.28 ************************** DESCRIPTION OF STUDY ************************** * CATCH BASIN#4 PICK-UP * 100 -YEAR STORM * TRACT 23066-2 ************************************************************************** ************************************************************************ >>>>FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION<<<< Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. 0 STREETFLOW(CFS) = 13.50 GUTTER FLOWDEPTH(FEET) _ .46 BASIN LOCAL DEPRESSI9TC FLOWBY BASIN WIDTH(FEET) 28.00 >>>>CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 30.4 >>>>CALCULATED ESTIMATED INTERCEPTION(CFS) = 13.0 • 9 **************************************************************************** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE O (C) Copyright 1982-94 Advanced Engineering Software (aes) Ver. 4.2A Release Date: 6/01/94 License ID 1239 Analysis prepared by: HUNSAKER & ASSOCIATES Irvine, Inc. Planning * Engineering * Surveying Three Hughes * Irvine California 92718 * (714) 538-1010 ------------------------------------------- TIME/DATE OF STUDY: 10:20 2/26/2001 ------------ ************************** DESCRIPTION OF STUDY ************************** * CATCH BASIN #5 PICK-UP * 100 -YEAR STORM * TRACT 23066-3 ************************************************************************** **************************************************************************** FWWRICO IC WAS ih1l2810lf$a2101.1aVMY[*]ate OCurb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. BASIN INFLOW(CFS) = 17.50 BASIN OPENING(FEET) _ .83 DEPTH OF WATER(FEET) _ .55 _ I >>>>CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 13.9 0 **************************************************************************** • HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-94 Advanced Engineering Software (aes) Ver. 4.2A Release Date: 6/01/94 License ID 1239 Analysis prepared by: HUNSAKER & ASSOCIATES Irvine, Inc. Planning * Engineering * Surveying Three Hughes * Irvine California 92718 * (714) 538-1010 -------------------------------------------- ---- TIME/DATE OF STUDY: 12: 4 2/21/2001 ************************** DESCRIPTION OF STUDY ************************** * CATCH BASIN#7 PICK-UP * 100 -YEAR STORM * TRACT 23066-3 ************************************************************************** **************************************************************************** >>>>SUMP TYPE BASIN INPUT INFORMATION<< << • Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. • BASIN INFLOW(CFS) = 7.70 BASIN OPENING(FEET) _ .83 DEPTH OF WATER(FEET) _ .50 >>>>CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 7.06 TPP 306(0, _/ "�, _�3 HYDRAULIC ELEMENTS - I PROGRAM PACKAGE • (C) Copyright 1982-94 Advanced Engineering Software (aes) Ver. 4.2A Release Date: 6/01/94 License ID 1239 Analysis prepared by: HUNSAKER & ASSOCIATES Irvine, Inc. Planning * Engineering * Surveying Three Hughes * Irvine California 92718 * (714) 538-1010 ---------------------------------------------------------------------------- TIME/DATE OF STUDY: 11:56 2/21/2001 ************************** DESCRIPTION OF STUDY ************************** * CATCH BASIN#8 DEPTH OF FLOW * 100 -YEAR STORM * TRACT 23066-3 ************************************************************************** **************************************************************************** >>>>STREETFLOW MODEL INPUT INFORMATION<<<< ---------------------------------------------------------------------------- CONSTANT STREET GRADE(FEET/FEET) _ .042000 CONSTANT STREET FLOW(CFS) = 14.90 •AVERAGE STREETFLOW FRICTION FACTOR(MANNING) _ .015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.00 INTERIOR STREET CROSSFALL(DECIMAL) _ .017000 OUTSIDE STREET CROSSFALL(DECIMAL) _ .017000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) _ .50 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 2.00 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) _ .03125 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) _ .16700 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS ----------------------------------------------------------------- STREET FLOW MODEL RESULTS: ---------------------------------------------------------------------------- STREET FLOW DEPTH(FEET) _ .46 HALFSTREET FLOOD WIDTH(FEET) = 17.19 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.51 PRODUCT OF DEPTH&VELOCITY = 2.51 ************************** DESCRIPTION OF STUDY ************************** * CATCH BASIN#8 PICK-UP * 100 -YEAR STORM * TRACT 23066-3 ************************************************************************** **************************************************************************** �FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION<<<< ------------------------------------------------------------------------ Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. •STREETFLOW(CFS) = 14.90 GUTTER FLOWDEPTH(FEET) _ .46 BASIN LOCAL DEPRESSION(FEET) - 33 FLOWBY BASIN WIDTH(FEET) = 00 >>>>CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 33.6 >>>>CALCULATED ESTIMATED INTERCEPTION(CFS) = 13.6 C1 0 **************************************************************************** • HYDRAULIC ELEMENTS - IPROGRAM PACKAGE (C) Copyright 1982-94 Advanced Engineering Software (aes) Ver. 4.2A Release Date: 6/01/94 License ID 1239 Analysis prepared by: HUNSAKER & ASSOCIATES Irvine, Inc. Planning * Engineering * Surveying Three Hughes * Irvine California 92718 * (714) 538-1010 -- ------------------------------------------------------------- TIME/DATE OF STUDY: 12: 2 2/21/2001 ************************** DESCRIPTION OF STUDY ************************** * CATCH BASIN#9A DEPTH OF FLOW * 100 -YEAR STORM * TRACT 23066-3 ************************************************************************** **************************************************************************** >>>>STREETFLOW MODEL INPUT INFORMATION<<<< ------------------------------ ------------------------- CONSTANT STREET GRADE(FEET/FEET) _ .042000 • CONSTANT STREET FLOW(CFS) = 20.50 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) _ .015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.00 INTERIOR STREET CROSSFALL(DECIMAL) _ .017000 OUTSIDE STREET CROSSFALL(DECIMAL) _ .017000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) _ .50 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 2.00 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) _ .03125 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) _ .16700 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS ========= ------------------------------------------------------ STREET FLOW MODEL RESULTS: ---------------------------- - - ----------------- STREET FLOW DEPTH(FEET) .49 HALFSTREET FLOOD WIDTH(FEET) = 19.44 AVERAGE FLOW VELOCITY(FEET/SEC.) = 6.02 PRODUCT OF DEPTH&VELOCITY = 2.98 ************************** DESCRIPTION OF STUDY ************************** * CATCH BASIN#9A PICK-UP * 100 -YEAR STORM * TRACT 23066-3 ************************************************************************** ************************************************************************ >>>>FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION<<<< ------------------------------------------------------------------------- -- Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. • STREETFLOW(CFS) = 20.50 GUTTER FLOWDEPTH(FEET) = .49 BASIN LOCAL DEPRESSION(FEET FLOWBY BASIN WIDTH(FEET) 28.0 >> >>CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 43.2 >>>>CALCULATED ESTIMATED INTERCEPTION(CFS) = 16.3 ************************** DESCRIPTION OF STUDY ************************** * CATCH BASIN#9 DEPTH OF FLOW * 100 -YEAR STORM * TRACT 23066-3 ************************************************************************** **************************************************************************** >>>>STREETFLOW MODEL INPUT INFORMATION<<<< --------------- -------------_-------------------------------------- CONSTANT STREET GRADE(FEET/FEET) 042000 CONSTANT STREET FLOW(CFS) = 4.20 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) _ .015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.00 •INTERIOR STREET CROSSFALL(DECIMAL) = .017000 OUTSIDE STREET CROSSFALL(DECIMAL) = .017000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = .50 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 2.00 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = .03125 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = .16700 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS ------------------------------------------------------------ STREET FLOW MODEL RESULTS: ---------------------------------------------------------------------------- STREET FLOW DEPTH(FEET) = .32 HALFSTREET FLOOD WIDTH(FEET) = 9.31 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.50 PRODUCT OF DEPTH&VELOCITY = 1.45 ************************** DESCRIPTION OF STUDY ************************** * CATCH BASIN#9 PICK-UP * 100 -YEAR STORM * TRACT 23066-3 ************************************************************************** >>>>FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION<<<< • Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 4.20 GUTTER FLOWDEPTH(FEET) _ .32 BASIN LOCAL DEPRESSION(FEET) _ .33 D / • FLOWBY BASIN WIDTH(FEET) = 13.88 = C/' >>>>CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 13.9 >>>>CALCULATED ESTIMATED INTERCEPTION(CFS) = 4.2 • 0 **************************************************************************** • HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-94 Advanced Engineering Software (aes) Ver. 4.2A Release Date: 6/01/94 License ID 1239 Analysis prepared by: HUNSAKER & ASSOCIATES Irvine, Inc. Planning * Engineering * Surveying Three Hughes * Irvine California 92718 * (714) 538-1010 ----------------- ----------------------------------------------------- TIME/DATE OF STUDY: 11:40 2/21/2001 ************************** DESCRIPTION OF STUDY ************************** * CATCH BASIN#10 PICK-UP * 100 -YEAR STORM * TRACT 23066-3 ************************************************************************** >>>>SUMP TYPE BASIN INPUT INFORMATION<<<< ---------------------------------------------------------------------------- • Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. BASIN INFLOW(CFS) = 10.80 BASIN OPENING(FEET) _ .83 DEPTH OF WATER(FEET) _ .50 I >>>>CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 9.90 = /�•� ---------------------------------------------------------------------------- • ******************************************************************** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE • (C) Copyright 1982-94 Advanced Engineering Software (aes) Ver. 4.2A Release Date: 6/01/94 License ID 1239 Analysis prepared by: HUNSAKER & ASSOCIATES Irvine, Inc. Planning * Engineering * Surveying Three Hughes * Irvine California 92718 * (714) 538-1010 ---------------------------------------------------------------------------- TIME/DATE OF STUDY: 12:19 2/21/2001 ------------------------ ************************** DESCRIPTION OF STUDY ************************** * CATCH BASIN #11 & #12 DEPTH OF FLOW * 100 -YEAR STORM * TRACT 23066-1 ************************************************************************** **************************************************************************** >>>>STREETFLOW MODEL INPUT INFORMATION<<<< ---------------------------------------------------------------------------- CONSTANT STREET GRADE(FEET/FEET) _ .013600 •CONSTANT STREET FLOW(CFS) = 32.70 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) _ .015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.00 INTERIOR STREET CROSSFALL(DECIMAL) _ .017000 OUTSIDE STREET CROSSFALL(DECIMAL) _ .017000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) _ .50 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 2.00 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) _ .03125 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) _ .16700 FLOW ASSUMED TO FILL STREET EVENLY ON BOTH SIDES ***STREET FLOWING FULL*** ----------=---------------------=---=---------------------------- STREET FLOW MODEL RESULTS: ---------------------------------------------------------------------------- NOTE: STREET FLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOW DEPTH(FEET) _ .53 HALFSTREET FLOOD WIDTH(FEET) = 20.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.91 PRODUCT OF DEPTH&VELOCITY = 2.09 • **************************************************************************** • HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-94 Advanced Engineering Software (aes) Ver. 4.2A Release Date: 6/01/94 License ID 1239 Analysis prepared by: HUNSAKER & ASSOCIATES Irvine, Inc. Planning * Engineering * Surveying Three Hughes * Irvine California 92718 * (714) 538-1010 ---------------------------- ---------------------------------- TIME/DATE OF STUDY: 12:23 2/21/2001 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ************************** DESCRIPTION OF STUDY ************************** * CATCH BASIN#11 PICK-UP * 100 -YEAR STORM * TRACT 23066-1 ************************************************************************** **************************************************************************** >>>>FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION<<<< ---------------------------------------------------------------------------- 0 Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 16.30 GUTTER FLOWDEPTH(FEET) _ .53 BASIN LOCAL DEPRESSION(FEE� FLOWBY BASIN WIDTH(FEET) 21.00 >>>>CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = >> >>CALCULATED ESTIMATED INTERCEPTION(CFS) = 13.2 31.7 -1 ,e"2�a6&, , � 0 __13 **************************************************************************** • HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-94 Advanced Engineering Software (aes) Ver. 4.2A Release Date: 6/01/94 License ID 1239 Analysis prepared by: HUNSAKER & ASSOCIATES Irvine, Inc. Planning * Engineering * Surveying Three Hughes * Irvine California 92718 * (714) 538-1010 ---------------------------------------------------------------------------- TIME/DATE OF STUDY: 12:24 2/21/2001 ************************** DESCRIPTION OF STUDY ************************** * CATCH BASIN#12 PICK-UP * 100 -YEAR STORM * TRACT 23066-1 ************************************************************************** **************************************************************************** >>>>FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION« << • Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 16.40 GUTTER FLOWDEPTH(FEET) _ .53 BASIN LOCAL DEPRESSION(FEET 33 FLOWBY BASIN WIDTH(FEET) .00 >>>>CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION'= 31.9 >> >>CALCULATED ESTIMATED INTERCEPTION(CFS) = 15.5 • HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-94 Advanced Engineering Software (aes) �. Ver. 4.2A Release Date: 6/01/94 License ID 1239 Analysis prepared by: HUNSAKER & ASSOCIATES Irvine, Inc. Planning * Engineering * Surveying Three Hughes * Irvine California 92718 * (714) 538-1010 ---------------------------------------------------------------------------- TIME/DATE OF STUDY: 12:30 2/21/2001 ---------------------------------=------------------------------------------ ---------------------------------------------------------------------------- ************************** DESCRIPTION OF STUDY ************************** * CATCH BASIN#13 DEPTH OF FLOW * 100 -YEAR STORM * TRACT 23066-1 ************************************************************************** **************************************************************************** >>>>STREETFLOW MODEL INPUT INFORMATION<<<< ---------------------- --------------------------- CONSTANT STREET GRADE(FEET/FEET) _ .029600 CONSTANT STREET FLOW(CFS) = 10.40 isAVERAGE STREETFLOW FRICTION FACTOR(MANNING) _ .015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.00 INTERIOR STREET CROSSFALL(DECIMAL) _ .017000 OUTSIDE STREET CROSSFALL(DECIMAL) _ .017000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) _ .50 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 2.00 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) _ .03125 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) _ .16700 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS STREET FLOW MODEL RESULTS: -------- STREET FLOW DEPTH(FEET) _ .44 HALFSTREET FLOOD WIDTH(FEET) = 16.06 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.35 PRODUCT OF DEPTH&VELOCITY = 1.90 ************************** DESCRIPTION OF STUDY ************************** * CATCH BASIN#13 PICK-UP * 100 -YEAR STORM * TRACT 23066-1 **************************************************************************** FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION<<<< ------------------------------------------------------------------------ Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 10.40 • GUTTER FLOWDEPTH(FEET) _ .44 BASIN LOCAL DEPRESSION(FEET) _T FLOWBY BASIN WIDTH(FEET) = 1.0 >>>>CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 24.6 >>>>CALCULATED ESTIMATED INTERCEPTION(CFS) = 9.6 • 0 • HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-94 Advanced Engineering Software (aes) Ver. 4.2A Release Date: 6/01/94 License ID 1239 Analysis prepared by: HUNSAKER & ASSOCIATES Irvine, Inc. Planning * Engineering * Surveying Three Hughes * Irvine California 92718 * (714) 538-1010 ---------------------------------------------------------------------------- TIME/DATE OF STUDY: 12:33 2/21/2001 ************************** DESCRIPTION OF STUDY ************************** * CATCH BASIN#14 DEPTH OF FLOW * 100 -YEAR STORM * TRACT 23066-1 ************************************************************************** **************************************************************************** >>>>STREETFLOW MODEL INPUT INFORMATION<<<< -------------------- ------ CONSTANT STREET GRADE(FEET/FEET) = .052800 •CONSTANT STREET FLOW(CFS) = 15.40 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) _ .015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.00 INTERIOR STREET CROSSFALL(DECIMAL) = .017000 OUTSIDE STREET CROSSFALL(DECIMAL) = .017000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = .50 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 2.00 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = .03125 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = .16700 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS -------------- ----------------------------------- STREET FLOW MODEL RESULTS: ---------------------------------------------------------------------------- STREET FLOW DEPTH(FEET) = .44 HALFSTREET FLOOD WIDTH(FEET) = 16.06 AVERAGE FLOW VELOCITY(FEET/SEC.) = 6.45 PRODUCT OF DEPTH&VELOCITY = 2.82 ************************** DESCRIPTION OF STUDY ************************** * CATCH BASIN#14 PICK-UP * 100 -YEAR STORM * TRACT 23066-1 ************************************************************************** ************************************************************************ » >FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION<< << Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. • STREETFLOW(CFS) = 15.40 GUTTER FLOWDEPTH(FEET) _ .44 BASIN LOCAL DEPRESSION(FEET) - 33 FLOWBY BASIN WIDTH(FEET) _� >>>>CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 36.4 >>>>CALCULATED ESTIMATED INTERCEPTION(CFS) = 11.2 ------ ====--------------------- -------------------------- --------------------------------------------------------- r1 U C1 **************************************************************************** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE • (C) Copyright 1982-94 Advanced Engineering Software (aes) Ver. 4.2A Release Date: 6/01/94 License ID 1239 Analysis prepared by: HUNSAKER & ASSOCIATES Irvine, Inc. Planning * Engineering * Surveying Three Hughes * Irvine California 92718 * (714) 538-1010 ---------------------------------------------------------------------------- TIME/DATE OF STUDY: 12:37 2/21/2001 ************************** DESCRIPTION OF STUDY ************************** * CATCH BASIN#15 DEPTH OF FLOW * 100 -YEAR STORM * TRACT 23066-1 ************************************************************************** **************************************************************************** >>>>STREETFLOW MODEL INPUT INFORMATION<< << ---------------------------------------------------------------------------- CONSTANT STREET GRADE(FEET/FEET) _ .021600 CONSTANT STREET FLOW(CFS) = 6.90 is AVERAGE STREETFLOW FRICTION FACTOR(MANNING) _ .015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.00 INTERIOR STREET CROSSFALL(DECIMAL) _ .017000 OUTSIDE STREET CROSSFALL(DECIMAL) _ .017000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) _ .50 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 2.00 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) _ .03125 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) _ .16700 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS ----- =====----------------- ------------------------------------------------- ---------------------------------------------------------------------------- STREET FLOW MODEL RESULTS: ---------------------------------------------------------------------------- STREET FLOW DEPTH(FEET) _ .40 HALFSTREET FLOOD WIDTH(FEET) = 13.81 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.80 PRODUCT OF DEPTH&VELOCITY = 1.52 ************************** DESCRIPTION OF STUDY ************************** * CATCH BASIN#15 PICK-UP * 100 -YEAR STORM * TRACT 23066-1 ************************************************************************** **************************************************************************** _&FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION<<<< ------------------------------------------------------------------------ Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 6.90 • GUTTER FLOWDEPTH(FEET) _ .40 BASIN LOCAL DEPRESSION(FEET) _ .33 FLOWBY BASIN WIDTH(FEET) = 18.02 >>>>CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 18.0 >>>>CALCULATED ESTIMATED INTERCEPTION(CFS) = 6.9 0 0 **************************************************************************** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE • (C) Copyright 1982-94 Advanced Engineering Software (aes) Ver. 4.2A Release Date: 6/01/94 License ID 1239 Analysis prepared by: HUNSAKER & ASSOCIATES Irvine, Inc. Planning * Engineering * Surveying Three Hughes * Irvine California 92718 * (714) 538-1010 --------------------------------------------------------------------- TIME/DATE OF STUDY: 12:40 2/21/2001 ------------ ************************** DESCRIPTION OF STUDY ************************** * CATCH BASIN#16 DEPTH OF FLOW * 100 -YEAR STORM * TRACT 23066-1 ************************************************************************** **************************************************************************** >>>>STREETFLOW MODEL INPUT INFORMATION<<<< ----------------------- -------------- CONSTANT STREET GRADE(FEET/FEET) = .022400 CONSTANT STREET FLOW(CFS) = 8.60 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) _ .015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.00 INTERIOR STREET CROSSFALL(DECIMAL) = .017000 OUTSIDE STREET CROSSFALL(DECIMAL) = .017000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = .50 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 2.00 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = .03125 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = .16700 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS STREET FLOW MODEL RESULTS: -------------------------- - ------------------------ STREET FLOW DEPTH(FEET) = .42 HALFSTREET FLOOD WIDTH(FEET) = 14.94 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.11 PRODUCT OF DEPTH&VELOCITY = 1.72 ************************** DESCRIPTION OF STUDY ************************** * CATCH BASIN#16 PICK-UP * 100YEAR STORM * TRACT 23066-1 ************************************************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * » >FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION<<<< 7� q. so 6,(o, ---/, -6;� --3 Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. • STREETFLOW(CFS) = 8.60 GUTTER FLOWDEPTH(FEET) _ .42 BASIN LOCAL DEPRESSION(FEE 33 FLOWBY BASIN WIDTH(FEET)_ .00 >>>>CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 21.3 >>>>CALCULATED ESTIMATED INTERCEPTION(CFS) = 8.5 ---------------------------------------------------------------------------- :J • �WZ:) m ---. _ :. a, -T: :,.. _ .. ► .:/'.. '-_ - .. ,. _ ,.,., _ -., .. e - __ , _.scw 1 i . , __. _ « J _, .. Ao : i _,-, .....•�, :i .. ,,:aa ,.. �: \ r et..- ,.. I "' . _ '.oaf_ - _ __.. - r. '!� I / v ,' y IN f ..... _. � 'G ' '• _ . - _ wam, r — -- _ .. .-71 t r , a < Y 121 7 r _ a i , r, w , 1 < ` I } ; :. , _ g/� _ : �. - ..., , 1t M \ i I 11 0 ! t I i \� , i r �, _ , 3161 r I: 1. '., : ''v \ t. r �. 1... .. .. '.._ rop 73 _ _ Art .per .... !// .. ♦ - - ... ., 1 • :: {. ..i_. � E7 r liLot �• _ r . -tom4IL4 N.ZOO= - . 60 ' �--; T ..✓.�►. Ye — F ly + e- ;.✓ ,' - / �:: � /� ;„ 1 � '.�,�� T".5 N - _ NN _ ,/ � . „`.;. . n I TENTATIVE TRACT MAP CITY OF TEMECULA, NUMBER 23066 CALIFORNIA '40 C,.C, 74 S� A I --- --- - 11665 60 -p X, �7 345 35 71 4. 'A� �4 - - - I ' \ , & '4 4. 0 49 Y T I h 48 t 7� Q 1-,' 14,1 N X X" �b N 2 3&' A G-5 0.3 73 1206.0 13 .1,74.5 rA 4 77� 14 '�l 2!112�.l 4C, I cl�x - 2 --- ---- -7 7 k'A k L 5 1 3 % 5 4�/ 9r L v, "lg 2' - L 3, 70 4 77� r LEGEND MAJOR DRAINAGE BOUNDARY MINOR DRAINAGE BOUNDARY /10 NODE NUMBER NODE ELEVATION AREA DESIGNATION AREA ACREAGE (IN ACRES) Qio =6.Ocf Q100=8,ocf: PEAK FLOW RATE f=1 5.0 C.B. #1 TIME OF CONCENTRATION 11"o 12100:11180coIcsfs PEAK CONFLUENCE FLOW RATE f= 15.0 TIME OF CONCENTRATION PROPOSED STORM DRAIN NOTE: ENTIRE SITE IS IN SOIL GROUP D k\q, IS A 4�t Ijj� N 7- 7� r 1A �IAL 'L4 4, "AT 'V� - t �25 7 6 X 4, ""4 1 M- W -A 7 'IT X 3.9 300 �C7 0 50 100 200 400 SCALE: 1"=100' 36 34, z' 32 Z11- oo!�-�; 0� 1268.7/ H 1.7 70 E N G I N E E R/R E P R ES E NTATIVE: HUNSAKER & ASSOCIATES IRVINE, INC. INLAND EMPIRE REGION ATTN: PAUL HUDDLESTON 2900 ADAMS STREET SUITE A-15 RIVERSIDE, CA 92504 (909) 352-7200 PREPARED FOR: PREPARED BY. REDHAWK rff-jfflJNSAXER & ASSOCIATES COMMUNITIES IRVIN , INLAND EMPIRE REGION 11AA 1 2900 ADAMS STREET. SUITE A-15 43529 RIDGE PARK DRIVE I '%-�i RIVERSIDE CA 92504 (9091352-7200 TEMECULA, CALIFORNIA 92592 PLANNING/ENGINEERING/SURVEYING/GOVERNMENT RELATIONS (909) 506-6556 PROPOSED CONDITION HYDROLOGY MAP T1qvq3o&4 10010 "0;1.0 "Ik**3 SCALE: 1"=100' TENTATIVE TRACT MAP CITY OF TEMECULA, NUMBER 23066 CALIFORNIA LEGEND MAJOR DRAINAGE BOUNDARY MINOR DRAINAGE BOUNDARY 10 NODE NUMBER 1150.0 NODE ELEVATION A-1 AREA DESIGNATION N �� — Q,g AREA ACREAGE (IN ACRES) °io=6.0of' PEAK FLOW RATE Qim=S.ocfs C.B. #, TIME OF CONCENTRATION Eoao =8.0cf3 PEAK CONFLUENCE FLOW RATE / I 71 t=15.0 .Ocfs o -o, '=150 TIME OF CONCENTRATION >1.���� / �,.T►��;;.G� x? �'� NOTE: ENTIRE SITE IS IN SOIL GROUP D ENGINEER/REPRESENTATIVE: ENGINEER/REPRESENTATIVE: HUNSAKER & ASSOCIATES IRVINE, INC. INLAND EMPIRE REGION ATTN: PAUL HUDDLESTON 2900 ADAMS STREET SUITE A-15 RIVERSIDE, CA 92504 (909) 352-7200 7&q?430&(pj4 -/, -3. 0 3 -3 CURVE DA TA CURVE NUMJBE DEL TA RAD/US ARC LEVG TH TANGENT LENG rH COUNTY OF RIVERSIDE G ° 00 *09" 25/4.00' 278.00' 139,14' 27447 ENTERPR/SE CIRCLE WEST TEWCULA CALIFORNIA 92390 TEL. r7/4/ 676-7000 ASSESSMENT DISTRICT NO. 159 STORM DRAIN PLANS FOR rr rr rr rr rr •r r. rr rr rr r LHVES A �- Q -I A-2 Q-3 B 6-I /- 25/4.00' 298-60' /49.18' APPROVED BY:,____ -A / 3 89 07'36" 45.00' 70.00' 44,32' DAVERT: ® 60033' 57' 22.50' 2.3,76' /3"/4' O 39° 58' 40" 45.007 31.40' /6, 37' r of - , "' . - . - 0. !O' BO' 120' 15 0' , 0 ! 11 • r. T �[ .. W. 0. 1168-872 ISIONS: SUBMITTED BY:RANPAC ENGINEERIPIG� CORP. COUNTY OF RIVERSIDE BUILT .l N' A sy y a�.,t;�� - ✓ i R GIST RED CIVIL E(pI,GE NO '26457 DATE: 5127/88 'RES 5/31 /92 a r� M ur �c,,- w'.`::::: °"_" ' ' 27447 ENTERPR/SE CIRCLE WEST TEWCULA CALIFORNIA 92390 TEL. r7/4/ 676-7000 ASSESSMENT DISTRICT NO. 159 STORM DRAIN PLANS FOR rr rr rr rr rr •r r. rr rr rr r LHVES A �- Q -I A-2 Q-3 B 6-I �7 OF 23 SHEETS .— - -- --- --- -_ FA APPROVED BY:,____ -A / SCALE: HORIZ: I" = 40'; BENCH MARK:"• --- --- DAVERT: ''` = a' SES SHEET 1 WOLF VALLEY LOOP SOUTH FILE NO - - — IVE B COUNTY, A. --_ DATE: / DATE, ,0. FB. r AND go_ c~n Pr�OP FS� 2> 114' /4' v �xrsT- C7R.o CONSTRUCTION NOTES 61 CONSTRUCT CA TCN BASIN NO. I LOCAL DEPRESSION NO. P CASE 19 " PER RCFCD STD. O!✓CS. NO. C3 /00 & LD POI !'Y✓" d "V" AS SHWIN ON PLANS) 6� CONSTRUCT CATCH BASIN NO. / LOCAL DEPRESSION NO.P CASE "C" PER RCFCD STD. D!✓GS. NO. C3 100 d LD PO/ d "V" AS SHO!IN ON PLANS) 97 CGWSTRUCT TRANS/T/ON STRUCTURE' ND• 3 PER RCF -CD STO. DWG NO. 73303 PLAIN cl i i 0 9 p yIA 00 S7. S7A �y 175 /)o s l y 35,06 E C S.D. CURVE DATA NO. DELTA RAD/US LENGTH TANGENT 1 07OaV'C3 /x.00' 27/02' /35 72' SECT/On/ TNRU STH. 3100.00 SCALE: /"= 20' 354 22' 20 0 20 3 GRAPHIC SCALE.- l"=20' CONSTRUCTION NOTES 61 CONSTRUCT CA TCN BASIN NO. I LOCAL DEPRESSION NO. P CASE 19 " PER RCFCD STD. O!✓CS. NO. C3 /00 & LD POI !'Y✓" d "V" AS SHWIN ON PLANS) 6� CONSTRUCT CATCH BASIN NO. / LOCAL DEPRESSION NO.P CASE "C" PER RCFCD STD. D!✓GS. NO. C3 100 d LD PO/ d "V" AS SHO!IN ON PLANS) 97 CGWSTRUCT TRANS/T/ON STRUCTURE' ND• 3 PER RCF -CD STO. DWG NO. 73303 PLAIN cl i i 0 9 p yIA 00 S7. S7A �y 175 /)o s l y 35,06 E C S.D. CURVE DATA NO. DELTA RAD/US LENGTH TANGENT 1 07OaV'C3 /x.00' 27/02' /35 72' 2 00, 354 22' /7-7. =& 1 3 O/ 055 'S/" / C)o' G<o..'J3' 33.47' a �i 4.500' 7/97' ¢x.20' 5 4,9.-741 2520' © &3'S7'os 22 50' 84 05' 22, on' 7 ,96022'05" 22.50' 22. 2' /2. 5'7 ' B 5!!)01714091" 22.50' 23.28' /2.60' ® -CY& '/,? 1$711 415700, 1 4517"' 'rl;� 05' O' 40' 80' 120' 150' REVISIONS: Ir A C_ a i /// 7 o SUBMITTED BY: — DATE: 5/27/88 APPROVED BY: 7171, DATE. A vvL Y / 01tr RANPAC ENGINEERING CORP.��27447 ENTERPRISE GIRCLE WEST -RED CIVIC G R NOTEMECULA,CALFORN/A 92390 E RES 3. 3I 92 TEL. i7/4I 676-7000 BENCH MARK: HORIZ: I" = 40' ROAD 4,GMMISSIONER;VERT: I" = 4' ,SEE .SHEET I RIVERSIDE COUNTY, CA. S. ST,q W. 0. )Y 68 - 8742 COUNTY OF RIVERSIDE ASSESSMENT DISTRICT NO, 159 18 STORM DRAIN PLANS, FOR LINES "C";'C-1";'C=2","'C-4$ "C-5'OF 23S WOLF VALLEY LOOP SOUTH FILE NO. Li DATE: W. 0. F.B. 3v k- � amp - -3 V 67 BACKING RIP --RAP Z,i5700 END TEMP30"RCP. �., � � RA/NAGE E /� ASEMENT N�8°09%2'E /5ZOD' 82 f If /56.79'^'30"FRCP. L /NE I " / ,v2a°5700"W /t 82,/2 6•0 STA, /6-420,/4 ST. STA. 91 WATE? a ORA/NAGE 15/ t A i /400.00 REGIA � TEMP s0"R.CP rlj X2 TON -� Aw/,�C4o W/ CCWC. S/LL 6� T= 34' .9EC7_10N HEA'EOAl y ` LINE BEV/SE S.0. C 6 TYPICAL SECT/ONS NO SCALE PAVED SURFACE C.A-T. V 2- 2"puCCL 200D.B- 6- ¢°PVC SG•H BOD.B, �/-3"PVCSGH.40 E.B. PAVED SURFACE / C.A. T. V. IkO -0 x m 2-2"PVCCL.200D.B- � ... e 2-4`PVC 5Cf/.BO P.B. O O. O OFULL EhCASEY/E q� CS/ /-.3 "PVC SCH. 40 D„8, 9 � 4 - "PVC SGH. 4 4 0 6_6' CIS _ OO 7 / O - 3"PVC SCH. / 5"PVC 5CN.90,0- 46,., , _QQ T oil E497HCU_'W10N TRENCH 24" TRENCy NOTE: INSTALL ALL SLEEI/ES TO .SAT/SFACT/O/V OF AFFECTED UTILITY DETAIL: -momBAC/rBONE UTILITY TR m#v DETAIL: "DIVISION UT/L/TY TRENCN00 tMy ' ~ NO SC41-E NO SCALE "AS-BU]Lrl wo w 68 - ,8742 p DATE SUBMITTED BY: COUNTY OF RIVERSIDE ..`r �• :: LMWI RANPAC ENG/NEER/NG CORP. _ 27447 ENTERPRISE CIRCLE WEST ASSESSMENT DISTRICT NO. 159 RE4ISTEREO CIVIL EWI NO. 26457 TEMECULA, CALIFORNIA 92390 DATE: 5/27/88 E 3/31 /l 2 TFL. ( CAL ORW A 00 STORM DRAIN PLANS FOR LINE 7' 23 of PROFILES FOR STORM DRAIN , APPROVED BY: / - SCALE: BENCH MARK: LINES 'A-1', 'B-/" 8 'E-2” i"=4o' -' WOLF VALLEY ROAD/WOLF 23 SHEETS IVE E COUNT , LIF. 4' SEE SHEET I VALLEY LOOP SOUTH DATE: 8 FOR Rono cOyN ssl ER DATE: W.,O. FON: F. B. FILE N0. IT (min.) ` ' No. 4 Bart ,Flow CONSTRUCTION NOTES `-777777 6 INSTALL RIPRAP !SIZES AS SHOWN) g �' ;' ••. CONSTRUCT PPECAr✓T C0A1CR'ET4- fZARjF,0awmel : O w ENO SECT/O.V TYPE "A" /SER' Z20.7STt7 RL.Ah($ O- t94 ,M1,fAF-1 ' 700 OR ' ` Tin. ® INSTALL /i'E/NFOEC�27 CONCiPETE P(F�E q� f i a t ' r • a'�''? EQU/V4LENT W/ Pee O/STh'/GT 6PEC/FICQT/ONS. !' �• ' A .; PR07ECT/VE i BLANkET 6' 3111, GIM, 420•C•2000 Conenn 20 or 2w LONGITUDINAL SECTIONCROSS-SECTION TYPICAL L RIP-RAP__DETAIL __...__ . __. BEV/SE S.0. C 6 TYPICAL SECT/ONS NO SCALE PAVED SURFACE C.A-T. V 2- 2"puCCL 200D.B- 6- ¢°PVC SG•H BOD.B, �/-3"PVCSGH.40 E.B. PAVED SURFACE / C.A. T. V. IkO -0 x m 2-2"PVCCL.200D.B- � ... e 2-4`PVC 5Cf/.BO P.B. O O. O OFULL EhCASEY/E q� CS/ /-.3 "PVC SCH. 40 D„8, 9 � 4 - "PVC SGH. 4 4 0 6_6' CIS _ OO 7 / O - 3"PVC SCH. / 5"PVC 5CN.90,0- 46,., , _QQ T oil E497HCU_'W10N TRENCH 24" TRENCy NOTE: INSTALL ALL SLEEI/ES TO .SAT/SFACT/O/V OF AFFECTED UTILITY DETAIL: -momBAC/rBONE UTILITY TR m#v DETAIL: "DIVISION UT/L/TY TRENCN00 tMy ' ~ NO SC41-E NO SCALE "AS-BU]Lrl wo w 68 - ,8742 p DATE SUBMITTED BY: COUNTY OF RIVERSIDE ..`r �• :: LMWI RANPAC ENG/NEER/NG CORP. _ 27447 ENTERPRISE CIRCLE WEST ASSESSMENT DISTRICT NO. 159 RE4ISTEREO CIVIL EWI NO. 26457 TEMECULA, CALIFORNIA 92390 DATE: 5/27/88 E 3/31 /l 2 TFL. ( CAL ORW A 00 STORM DRAIN PLANS FOR LINE 7' 23 of PROFILES FOR STORM DRAIN , APPROVED BY: / - SCALE: BENCH MARK: LINES 'A-1', 'B-/" 8 'E-2” i"=4o' -' WOLF VALLEY ROAD/WOLF 23 SHEETS IVE E COUNT , LIF. 4' SEE SHEET I VALLEY LOOP SOUTH DATE: 8 FOR Rono cOyN ssl ER DATE: W.,O. FON: F. B. FILE N0. / QUANTITY ESTIMATES SHEET NO. ITEMS WAAllT✓ UN/r 94 "CIDP IF450 LF 64'CIPP 7e"CIPP 4x370 31116.0 LF LF YM'CIPP .. ____. 48"17CP ___ 3U"QOP _ . . 90tipCp _ ?950 G90 l.'8.0 .30.0 LF LF LF LF #4'20? M4&1s&E 1:2 PER QCFC 9T aH8 "Off .f0 0 3 LF E4. PROSI ZE MUWe PEY REFI 9/U Muebe 1 E4. M4NI&E #4 PE2 2w 6 . MIS M+fffS4 G EA. T2M. BTM. I13 PE? ROW ®TU. Wk 1!903 JUNo. 91@. M 4 Am ROFC STV. 10w I18ee9 2 3 EA. E4. ,NUT 2 E4. TEMP ENO PLU6 10 Eq. NEaRlF14Ll ➢E& L'C,L'T@4N95TY7 Tlif& U89 1 EA. I/ER0410LL D54 CG.•T24N93RJ.O.T7� I EA. FID f?4P (34'x14'1 1 TVN !110"RCP .B LF I.'Dlau eu4w LINe FEACE P_C!?' 9T'! M801 1 3e LF r Trf.-\(: 2'3174'_j1 \\\> 4"� TRACT 23173-1 RIVERSIDE COUNTY FLOOD CONTROL AND WATER CONSERVATION DISTRICT EL CHIMISAL STORM DRAIN oaf / \ 11 I 00,200 M, atm=1a3.5cFs assesses P ,wYa l INDEX MAP r; r,. AGE: T • 1410' 1;1 ii CIY4, IT WCNTY MAP Aur ro scmx ENGINEERING CORP. BENCH MARK: Enterprise Circle West :-Ia, California 92390 el ( 141 676-7000 SEE Af SUtlM1TTED 8Y: r IN GISIEMIs C1YI DATE:-':.' �_.s.. •_ EXP. /92 TRA r 2�J1J @Ic•IB 4CF9 �`� REVISIO'4b Ruo GENERAL NOTES 1. THE CONTRACTOR SHALL CONSTRUCT THE FLOOD CONTROL IMPROVEMENTS SHOWN ON THE DRAWINGS IN CONFORMANCE WITH THE REQUIr.EMENTS OF THE RIVERSIDE COUNTY FLOOD CONTROL AND WATER CONSERVATION DISTRICT'S MEMORANDUM OF UNDERSTANDING STANDARD SPECIFICATIONS DATED SEPTEMBER 1984, AND DESIGN MANUAL STANDARD DRAWINGS DATED WAY 1971. 2. AN ENCROACHMENT PERMIT IS REQUIRED FROM RIVERSIDE COUNTY FLOOD CONTROL. CONTACT HOWARD DICKERSON 714/787-6668. AFTER THE PERMIT IS ISSUED THE DISTRICT MUST BE NOTIFIED ONE WEEK PRIOR TO CONSRUCTION. 3. CONSTRUCTION INSPECTION WILL BE PERFORMED BY RIVERSIDE COUNTY FLOOD CONTROL. CONTACT LEONARD BONN AT 714/787-1263. THE DISTRICT MUST BE NOTIFIED ONE WEEX PRIOR TO CONSTRUCTION. 4. ALL STATIONING REFERS TO CENTERLINE OF CONSTRUCTION UNLESS OTHERWISE NOTED. S. STATIONING FOR LATERALS AND CONNECTOR PIPE REFER TO THE CENTERLINE- CENTERLINE INTERSECTION STATION. 6. FORTY-EIGHT HOURS BEFORE EXCAVATION, CALL UNERGROUND SERVICE ALERT 1-800-422-4133. 7. ALL ELEVATIONS SHOWN ARE IN FEET AND DECIHI,LS THEREOF BASED ON U.S.C. 6 G.S. DATUM. B. ALL CROSS SECTIONS ARE TAKEN LOOKING DOWNSTREAM. 9. ELEVATIONS OF UTILITIES ARE APPROXIMATE UNLESS OTHERWISE NOTED. 10. OPENINGS RESULTING FROM THE CUTTING CR PARTIAL REMOVAL OF EXISTING CULVERTS, PIPES OR SIMILAR STRUCTURES TO BE ABANDONED SHALL BE SEALED WITH 6- OF CLASS "B" CONCRETE. 11. PIPE CONNECTED TO TF- MAINLINE PIPE SHALL CONFORM TO JUNCTION STRUCTURE NO. 4 (dS 2J9* UNLESS bTHERWISE NOTED. 12. BEDDING PIPE WITH LESS THAN TWO FEET OF COVER SMALL CONFORM TO LOS ANGELES COUNTY FLOOD CONTROL DISTRICT STANDARD DRAWINGS 2-D213.3 AND 2-D177 FOR NHCRETE BACKFILL IN TRENCHES. ALL OTHER PIPE SHALL CONFORM TO RCFC 6 WFCD STD. DWG. M815. 13. BH -1 INDICATES SOIL BORING LOCATIONS BASED ON THE SOILS REPORT DATED DECEMBER 4, 1989 _ LOCATIONS SHOWN ARE APPROXIMATE. 14. "V' IS THE DEPTH OF INLET OF CATCH BASINS MEASURED FROM THE TOP OF CURB TO INVERT OF CONNECTOR PIPE. 15. CA TOM BASINS SHALL BE LOCATED SO THAT LOCAL DEPRESSION SHALT, BEGIN AT EXISING CURB RETURN JOINT, UNLESS OTHERWISE SPECIFI- ED. iS. ALL CURBS, GUTTERS, SIDEWALKS, DRIVEWAYS AND OTHER EXISTING ELEVATION AND LOCATION AS THE EXISTING IMPROVEMENTS UNLESS OTHERWISE NOTED. 17. CAST -IH -PLACE CONCRETE PIPE SHALL HAVE 3' OF EXTRA CONCRETE PLACED ON THE BOTTOM 120' OF THE PIPE. Ia. The following iters are to be inspected and maintained by Riverside County Flood Control and Water Conservation District: a 96' RCP from Station 10+00.00 to Station 19+30.00 as shown on Sheets 2 and 3. b. 84' RCP from Station 19+30.01 to Station 25+00.00 as shown on Sheat 3. c. 72' RCP from Station 25+00.01 to Station 56+71.27 as Shown on Sheets 3, 4, 5 and 6. d. 66' RCP from Station 51+71.28 to Station 59+22.64 as ahown on Sheet 6. INDEX SHEET NO. T'TLE SHEET i MAINLINE & PROFILE SHEETS 2-6 CONNECTOR PIPE PROFILES 7-8 BENCHMARK DESCRIPTION ELEVATION: 1052.514 DATE: 9-13-52 RIVERSIDE COUNTY DESIGNATI-QN: T-2-31 STAI:PED ON 2-1/2c BRASS DISX IN CONCRETE CYLINDER. 3_4 MIIES SOOTHEA-TERN ON NPM. 79 FROM TITS INTERSECTION OF MAIN ST;lFrr AND FRONT STREET IN TEMECULA. AT SOUTHWEST CORNER OF THE I.N'TERSECTION ON WHY. 79 AND REDHAWK PARMWA" 109' SOUTH OF THE STREET CENTER LINE OF YWY. 79. AT THE NORTHEAST FENCE CORNER OF 6' CHAIN LINK FENCE AROUND WELL SITE. 9' SOUTH AND 2' EAST OF NORHEACT FENCE CORNER. SET FIBERGLASS WITNESS POST 1 SOUTH OF MONUMENT. NOTICE THE CONTRACTOR SHALL NOTIFY THE COUNTY (OR DISTRICT, AS AP- PROPRIATE) IN WRITING A MINIMUM OF TWO WEEKS BEFORE BEGINNING CONSTRUCTION, AND SHALL NOT BEGIN CONSTRUCTION BEFORE OBTAINING AUTHORIZATION TO PROCEED. UNDERGROUND STRUCTURES ALL UNDERGROUND UTILITIES OR STRUCTURES REPORTED BY THE OWNER OR OTHERS AND THOSE SHOWN ON THE RECORDS EXAMINED ARE INDICATED WITH THEIR APPROXIMATE LOCATION AND EXTENT. THE OWNER BY ACCEPTING THESE PLANS OR PROCE£DIN.Ti WITH IMPROVEMENTS PPRSUANT THERETO AGREES TO ASSUME LIABILITY AND TO HOLD UNDERSIGNED HARMLESS FOR ANY DAMAGES RESULTING FROM THE EXISTENCE OF UNDERGROUND UTILITIES OR STRUCTURES NOT REPORTED TO THE UNDERSIGNED; NUT INDICATED ON THE PUBLIC RECORDS EXAMINED;'. LOCATED AT VARIANCE WITH T"HAT REPORTED OR SHOWN ON RECORDS EXAMINED. THE CONTRACTOR IS REQUIRED TO TAKE DUE. PRECAUTIONARY MEASURES TIO PROTECT THE UTILITIES OR STRUCTURES SHOWN AND ANY OTHER UTILITIES OR STRUCTURES FOUND AT THE SITE. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO NOTIFY THE OWNERS OF THEE UTILITIES OR STRUCTURES CONCERNED BEFORE STARTING WORK. UNAUTHORIZED CHANGES & USES CAUTION: THE ENGINEER PREPARING THESE PLANS WILL NOT BE RESPON- SIBLE FOR, OR LIABLE FOR, UNAUTHORIZED CHANGES TO OR USES OF THESE PLANS. ALL CHANGES TO THE PLANS MUST BE IN WRITING AND MUST BE APPROVED BY THE PREPARE:R OF THESE PLANS. FLOW CONTROL I ,ON DISTRICT County of Riverside PLANNINe,F.N� IN/EE�N,,M9 11 C.N0.219091EF ENGINEER FOR ROAD COMMISSIONER DATE: DATE: DATE: ED�f6�41i RIVERSIDE COUNTY,CALIF. 0. d TKa3ob�a -1, -a,-3 CALIFORNIA COUCIL OF CIVIL ENGINEERS & LAND SURVEYORS PROJECT NO. LEL CHIM/SAL 7-0-415 STORM DRAIN PLANS DRAWING NO. 7-I5/ TR. 23/73-/ SHEET N0. TITLE SHEET / OF 2- P 0. d TKa3ob�a -1, -a,-3 t" t'9.MY�.L"A _ - .. "' an �... ... ... ........... a :�..... ....��..a� � � o.>3n I" E IR; 3 o & 40 -i, -z. -s is STORM WAIN DATA ��-Olid\•apo \ ������MEN � _ QADIU9 EMISSION, .E• a•., 0 /W4pIhG o p4DIU5 7ANEENT 4 NWi'OS'CJ'kl ?8. co, EJ FEE 12COM, 5 N44•g5 03"1J 45.55' II N7 001'35"E 5613' 6 0•I?'25'39" 108.45' S67Q)' 54 a4' n N21°05'CV"U 8.39 T NS. STR �3 PER RCF4. SW0 ^ )5303 Oi •bD Os• 7 6.26'17'07" 177.07' 50 60' 99.x4' 3 0=59'?659" 23.35' 2?.50' /265" $ 0=11'56'12" WON I MR -1 1207.(0' 125_x5' k N3$1/Se E 37.00' I I I ' M 4 PE¢ U=13°39'20" y i rim Won A� � �(( � 1�_��� --����� N56' '45*E �' 2'05•- 48.50' IS m' n! i pit RIM ' R9B H7A7W4f W � I 9 E 7 PROJECT N0. L000 CONTROL Fa lo 33 map apppIIIIII 96"RCP, C/PP ALTERNATE 20 SEE NOTE /7 S!/T I 0 9/OQM �QAW P!. A]D 1119.91 - J \ � � QJUNCTIO 97YCCR,�E N�� � � T24A491TiON-4v 05 PfQ 20F, 57V vve 7B 503 X0'4 �l�/ .�.-- OF19 J62�� _.ZY r 9EEWAIL 1 911!7 �y `PQ�1(2�Z.�� — T \ \ a gator 3 2oA6z (J� P4Dv12G 1 107 /� \ 2526 SEE V07_,5`/7, 5111-1 27 �^. B SEE /NOJJJ (7, S!!7 7 119 P4a 1153.3 ��� PAU1128.1 / A 8 2�( \ 109 \ p�� 34.3 PAD 36.3 P4�,132.2 \� L/M/Ty/ pc STORM DR i,N �p \ A� 17+70.829T9TA 20°79.Q7 �"PO ©/ I /.p\. ENO POP , IN9T4 TEMB ENO XI . f I a ?S.CD 1 K'a� \ \', OW9RMSC6S74. lC� `- INLET II PEQ S o.OwG AIIW Z c 3DB J pCFC 970 Ok18. C8/08 I , ED 3II92 RcQ4TE 11125 EX/STING GOLF Cf�l'/RSE IN, A 40' may. CMl (� it RANPAC ENGINEERING CORP. BENCH MARK: I 21447 Ent•rprla Ci. C1• Nast Tuacuis, California 92390 OQADgIC gCAIE Tal. (714) 676-7000 SUBMITTED BY: /� 1�/•�- L 0 40 12o - � �alrtrun CIVIL 7M61NEf11 No 5V264' DATE: Sg EXP. 3/31/92 REF. STORM WAIN DATA \ 0 /yfgplhlS LE J : QADIU9 TAN6EtJT -- 0 /W4pIhG LENGTH p4DIU5 7ANEENT 4 NWi'OS'CJ'kl ?8. co, EJ 19487' 12COM, 5 N44•g5 03"1J 45.55' II N7 001'35"E 5613' 6 0•I?'25'39" 108.45' S67Q)' 54 a4' n N21°05'CV"U 8.39 T NS. STR �3 PER RCF4. SW0 ^ )5303 Oi •bD Os• 7 6.26'17'07" 177.07' 50 60' 99.x4' 3 0=59'?659" 23.35' 2?.50' /265" $ 0=11'56'12" 1207.(0' 125_x5' k N3$1/Se E 37.00' H 4T7 �� I I ' M 4 PE¢ U=13°39'20" 2860) i202o7' 14368 3f •. N56' '45*E �' 2'05•- 48.50' IS m' 114 l PAD II42.4- ��� PAU1128.1 / A 8 2�( \ 109 \ p�� 34.3 PAD 36.3 P4�,132.2 \� L/M/Ty/ pc STORM DR i,N �p \ A� 17+70.829T9TA 20°79.Q7 �"PO ©/ I /.p\. ENO POP , IN9T4 TEMB ENO XI . f I a ?S.CD 1 K'a� \ \', OW9RMSC6S74. lC� `- INLET II PEQ S o.OwG AIIW Z c 3DB J pCFC 970 Ok18. C8/08 I , ED 3II92 RcQ4TE 11125 EX/STING GOLF Cf�l'/RSE IN, A 40' may. CMl (� it RANPAC ENGINEERING CORP. BENCH MARK: I 21447 Ent•rprla Ci. C1• Nast Tuacuis, California 92390 OQADgIC gCAIE Tal. (714) 676-7000 SUBMITTED BY: /� 1�/•�- L 0 40 12o - � �alrtrun CIVIL 7M61NEf11 No 5V264' DATE: Sg EXP. 3/31/92 REF. //36 /u26 TR. 23!73-I 118 115 PAD / 3as \ 12 REVISIONS //36 /u26 TR. 23!73-I 118 115 PAD / 3as 12 P4a III -- T NS. STR �3 PER RCF4. SW0 ^ )5303 Oi •bD Os• 1 1 1 ` , \ I � M D¢AiN PI. AL H 4T7 �� I I ' M 4 PE¢ fg.41. 87 'GM•Z/' I RC 9 .77uG. M!r4 EC' //ttf.A4Y •JS• I I i 9E@ IL 4 ' R9B H7A7W4f W � I 9 E 7 PROJECT N0. L000 CONTROL County of Riverside EL CH/M/SAL 7-0-415 MATER Cpnx+•• :COMM DED 0 AP VAL BY. APPROVED BY: APP BY 9r.' f ,.,:j_ lEF ENOIMEEF PLANNING E MEENiN9 \EM0�21609 / '6 1LI- FOR ROAD CommISS,CALI Arc. f�e—�i�j _ DATE. l 7 ' RIVERSIDE COUNTY, CALIF, DATE: STORM DRAW PLANS Tr? 23173-1 STA. 191,00 to 300,00 WING N0. 7-/5/ EET N0. 3 OF 8 B TR A 30G`i WI —I •3 Mm A's Trt Z 3oGG, -i ;2, -a 7Rs3o&G, -i s -3 MEM MOM 0 OEM Is osit il still �MEN "r lYL■111- NOME �aLL`JR _- - OWN_ 11"11 HBO ���=i---��__�?•' 02 � � .120 DAN .•ate NCE MME C-0011 C LM=L��.�—� �— M SEE ERN M ii:�,a I-tiY .nor �■ �� � t—����-- OMI MOM —�li�.�+.�ssrr•"his...sr_r..�..�..��.r—�..—�—�—�■T��ii■T����sia- MEMEMEM ��■s=� . ®�i�il��.r.��i"i-- �r-��ix - - _ -..sza��i� -ren— _ _ T N / 1 it �1 ,1 •i1. - —. I I U r� / r / .II r II y 97 -OEM Q PAIN ZIL . r • i • 424 Of. V9 2 , / • I r E 2CFC . • • f oq r 4FE MR 7,9 T .......... [z7 ff�. .... - - BENCH MARK RANPAC ENGINEERING CORP. !VL —1 County of Riverside �1 EZ CHIMICA L 27447 Enterprise Circle West I WATS CCCOSERVATION DISTRICT • 791. 1714) 676-7000 APPROVED BY: �C77WWDRAIIV Puss !DRAWING NO. —._ 1 ? 0 40 80 leo 160-_-41EF ENGINEEF 1401. 23173-1 7-151 KCIVIElell' CIVIL WINE" W J054 7Rs3o&G, -i s -3 rye g 3 64, -+, -2, -3 ---71--r------ OIDP 2. g. UNE A I 64 "C 1 PP UNE A 45°C0'CU" TRANS/TION STRUCTURE NO 3 PER 2CFC 4747 VUe.. T-9 103 ANGLEA-4.500'X",-36",0=9.92',VIr84 U2=84" ELEV 2.00158 , ELEV9=!102.,!,4 DETA/L / J C4LE- I "-4' 1147 25 INV. INSTALL TEMP ENU PLUS DEQ 2CFC STD. VF/E. M816. INV IN i Ile IG 4-5.Colm., 1145.0 INV IN 34434.01 -5" 72"0,IPP 1, _ 72"CIDP LINE A LINE q \ 11400 INV. It p!•<._70 INV OUT \Y 97021, M41N Pl. SFf 34 + 41.21 Poo ANGLE AI=45Y0'LU" BI=30" Cl = 8.42' UP. 'SC.c DI = 72' Q� D2=72" ELEV. PI = 1144.75 ELEV SI =114$.78 11 MANHOLE NO. 4 IwT r"IJ FEY 2010 BTU WeI MA1254 CEMJ�Xaw DETAIL 5 45'[0'00" L yO�,M .�♦/ry� ANGLE A2=� JtI�'W" et=48" C 2.1342' a1-72" 02=72" ELEV. 712 - 1146.0 FLEV.92 = 1145.35 G CDA= , i,n . JUNCTION STRGCTURE NO. 4 PER RCFC 9TV UU6, JS2?9. CASE 1 DETAIL 2 SC4LE- 1 4' It 0247E 1166 8 45 °CD'M". ELEV 9 TYPE S INLET RET 2CFC 91V. Ut16. CBI08 ✓UNCI/ON STRUCTURE N0. 4 84 "CIDP LINE A ?540.0) PE2 ?CFC STA "OU6..16 P?S, C49E 1 DETA/L 6 "OFp'1 AINTAIN =L FV Trur-¢c E 93 RANPAC ENGINEERING CORP. BENCH MARK: 27447 Enterprise Circle West Temecula. California 92390 Tel. 714) 676-7000 BY SEE ABOVE RIGHT REGISTERED CIVIL ENGINEER ND.J01264 '.fof EXP. 3/31/92 r ,5 s 1uV. 01 INV IN 25,14.47 72 "cIMP LINE q J I' /111.01 INV. IN RB. MANHOLE N0, 4 PEP 2CFC 9717 T7k/6. MN254 4AAE 4 -304X,03", 0: 4e, ", C =13.92', DI =7?", *J2 = 84" FLEV 2=1111.01, ELEV S-1110.18 DETAIL 3 SC4LE-I"=4' 70 INV. L TEMP ENOPGGYG PERRCPC SE -57,q-93173-2 24G/N PGANS FOR , G4N FU?P&Lll l°A0 M. 1119 29 INV. IN 28+070) 5" 5" 72'CIPP 7' 7?"CIDP LIME A \ LINE A B, 1//9, 09 INV. OOT l l2/. Cip INV. IN 4TOPM U241N/ DI. ?B ICD 60 PE/J RCFC STQ OGYG lvel& _MANHOLE NO. 4 PEP 20FC 070 VU6 Mk"x{54 ANB(.F ELEV P=It21.09, ELEV-9°N20.09 DATA/L 4 KANUM M / 45•(7'60" - - 72"C IP r 72"CIDP 7Q'CIPP 72"CI➢➢ LINEA \ LINE q \\ N76.P81+N J'M/K 45%D'CU" 1174.381NV OUT 130\ \� 11b2.5d INV IN Q7OQM WAIN P. /. 1162.34 INV. OOT v\ 42`89.59 52+50.CD f'Sd BT012M V2AIN 7P1. 42+ 8?. 59 144.34 MV. IN �'o '?s. ?oma d'C /\ C MANHOLE N0.�4 ��N6a.a9/Nv/Nv wTau Fier 2CFC 9Ta 17{/6 MF1254 PER R s7oPt* �'� 4NW Ar- 4.r Wa) ..Fr 24 ", p:742',771-72 •,at • 72" owc. /H64 MANHOLE NO. 4 owa. �' ELEV Fir 1104.34, ELEV.Sir 116448 ANOLE4t=4500T0" Bt= ?4" PEP RCFC 9777. DV@ M14254 DETAIL 7 C2•7.42' 4NGLE4.45e0'0",8=,IO;C• ..42�U,•72°,at•72- 01.79" ELEv.2:1176.26, ELEV9=1175.31 SCgLE-1"=4' x2.72" Fay- P2 a 164.,74 DETA/L B ELEV 9t =It63.48 SIONS RIVERSIDE COUNTY FLOOD CONTROL MATER CONSERVATION DISTRICT RECOMMENDED FOR AP VAL BY: APPROVED B Nl pp, PLANNING E NEERINfj RE ND21009 HIEF ENGINEER APPfl DATE DATE: gb DATE'. !GI /L , ICN z County of Riverside FOR ROAD COMMISSIONER RIVERSIDE COUNTY,CALIF. OgTE EL CH/M/SAL STORM DR4/N PLANS TR. 23/73-I DEW/LS /-8 TR;Z30(o�e, +, ee 7-0- 4/5 DRAWING N0. 7-/5/ SHEET NO. 7 of 8 V i '� ! 1 Tit a 3o -i: -Z, -3 ■ aim � �-� � ai.Us » . �>•�-I r1.�.YF +=W r�— wvv N-rYi.0 a��rnr,a.ncrw MM �����:`ra_rn���r�•r•Ys.mr. . . � Slow��.:` �- ---moi e�...,:� Y X1 1 IIIIIIIIIIIIIIIIIIIA- — r-� % .I �.•. !I - all 1 all ionME 3. -� MIN REMMEMEEM I-- IMP 74r-wimm ME MEN S aaaai��-p-C MEN �. /r. I � � ..... BENCH MARK� I FtsiDE c AM FLOOD -P ml C C.`� ,.M "HIEF ENGINEER aasa�■ aaiaaaas Em, , DRAWING NO. 23173-1 SHEE'r No. ,DESCRIPT,,.,®®mil,� frra V i '� ! 1 Tit a 3o -i: -Z, -3