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HomeMy WebLinkAboutSouth Fontana Master Drainage Plan Vol 2CITY OF FONTANA SOUTH FONTANA MASTER DRAINAGE PLAN MASTER PLAN DRAINAGE STUDY FOR EMPIRE CENTER AREA FACILITIES: P1, P2, P3, DZ -1, DZ -2, DZ -2A, DZ -3, DZ -4, DZ -5, DZ -6, & DZ -7 VOLUME NO.2 PREPARED FOR: THE CITY OF FONTANA STEVEN NAWAR, P.E. - PROJECT MANAGER PREPARED BY: HALL & FOREMAN, INC. 43513 RIDGE PARK DRIVE TEMECULA, CA 92590 (951) 676-6726 GERALD. J. BARIL, P.E. - PROJECT MANAGER HERMAN HOVAGIMYAN, P.E. - PROJECT ENGINEER JANUARY 2005 JN 04339 mfm ,ii✓ 3/zz /'.5r TABLE OF CONTENTS VOLUME NO. I ❑ INTRODUCTION ❑ OVERVIEW AND DISCUSSION ❑ FINDINGS ❑ RECOMMENDATIONS APPENDICES 1. 100 — YEAR AMC 3 HYDROLOGY ❑ HYDROLOGIC DATA ❑ Q-100 SUMMARY W/O DETENTION ❑ Q-100 SUMMARY W/DETENTION ❑ HYDROLOGY CALCULATIONS ❑ HYDRAULIC CALCULATIONS • DECLEZ CHANNEL W/O DETENTION • JURUPA RCB W/O DETENTION • DECLEZ CHANNEL W/DETENTION • JURUPA RCB W/DETENTION 2. 100 -YEAR AMC 2 HYDROLOGY ❑ Q-100 SUMMARY W/O DETENTION ❑ HYDROLOGY CALCULATIONS ❑ HYDRAULIC CALCULATIONS • DECLEZ CHANNEL • JURUPA RCB VOLUME NO.2 APPENDICIES 3. 25 - YEAR AMC 2 HYDROLOGY ❑ Q-25 SUMMARY W/O DETENTION ❑ HYDROLOGY CALCULATIONS ❑ HYDRAULIC CALCULATIONS • DECLEZ CHANNEL • JURUPA RCB • SIERRA AVENUE LINE DZ -3 (REACHES A, B, C, & D • JURUPA RCB 4. MASTER DRAINAGE PLAN UPDATES a SUMMARY ❑ HYDRAULIC CALCULATIONS Q95 SUMMA !r55 _ 73.3+00 /Z5+. 57 73 7% 04 /25+03,40 S P �? �eZi3a N 00 o 48 ( /08NR'rP 728 ( 907� /1010 j47 D�-5 1►���0\ `/0 2" n c E�aNDEK � N a S24 C58�) -P /032.77 - 247+ 4Z 12 w /030,02 /0o5.5e Q� 0104 S 4 " 389 /012.93 77a -70 c►, 3� a 28 �' $ w 0 DZ -411 n Ali3,o 9 ?7; 9e _ 300 bow n 1 O \� P3 1 s w w 410 J N � w n I SSI c 24' t4'x9' Qe� 1,523 S (Cr (Z CA t4(IC-. 6Ulo fo u-rr4N A 7 ( rn eo ►M� ��� ` le � m, V � of 0 cr' 3� N_ 00 Cf"' a v 5 04 464 07- 1 102M Rcr (307) P-1 1C 2c P 747 C 3 07� Pesennc 300 �u}�ueuPed JNat337 1552 A JOB No. 04139 BY DATE d 2 .SHT. . /49 OF ♦ LAND PLANNING ♦ CIVIL ENGINEERING ♦ SURVEYING 25 YEAR W/ dq.m Z /5c m Iii 1st San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2001 Version 6.4 Rational Hydrology Study Date: 01/13/05 ------------------------------------------------------------------------ FONTANA / LINE DZ -2A HYDROLOGY 25 YEAR STORM JN 04339 ------------------------------------------------------------------------ Hall & Forman, Inc. - SIN 950 ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** ------------------------------------------------------------------------ Rational hydrology study storm event year is 25.0 10 Year storm 1 hour rainfall = 0.930(In.) 100 Year storm 1 hour rainfall = 1.350(In.) Computed rainfall intensity: Storm year = 25.00 1 hour rainfall = 1.097 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 112.000 to Point/Station 113.000 .,, **** INITIAL AREA EVALUATION **** SCHOOL subarea Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.440(In/Hr) Initial subarea data: Initial area flow distance = 800.000(Ft.) Top (of initial area) elevation = 1085.300(Ft.) Bottom (of initial area) elevation = 1080.300(Ft.) Difference in elevation = 5.000(Ft.) Slope = 0.00625 s(%)= 0.63 TC = k(0.412)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 16.480 min. Rainfall intensity = 2.382(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.734 Subarea runoff = 9.612(CFS) Total initial stream area = 5.500(Ac.) Pervious area fraction = 0.600 Initial area Fm value = 0.440(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 113.000 to Point/Station 116.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1080.300(Ft.) End of street segment elevation = 1076.600(Ft.) Length of street segment = 730.000(Ft.) 152 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 116.000 to Point/Station 116.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 16.500(Ac.) Runoff from this stream = 27.194(CFS) Time of concentration = 21.57 min. Rainfall intensity = 2.027(In/Hr) Area averaged loss rate (Fm) = 0.1957(In/Hr) Area averaged Pervious ratio (Ap) = 0.2667 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 114.000 to Point/Station 115.000 **** INITIAL AREA EVALUATION **** 0U" , COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) rw' Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [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 = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 19.224(CFS) Depth of flow = 0.492(Ft.), Average velocity = 2.391(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 19.873(Ft.) Flow velocity = 2.39(Ft/s) Travel time = 5.09 min. TC = 21.57 min. Adding area flow to street COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.073(In/Hr) Rainfall intensity = 2.027(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.813 s Subarea runoff = 17.582(CFS) for 11.000(Ac.) 'wwr. Total runoff = 27.194(CFS) Effective area this stream = 16.50(Ac.) Total Study Area (Main Stream No. 1) = 16.50(Ac.) Area averaged Fm value = 0.196(In/Hr) Street flow at end of street = 27.194(CFS) Half street flow at end of street = 13.597(CFS) Depth of flow = 0.540(Ft.), Average velocity = 2.737(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 116.000 to Point/Station 116.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 16.500(Ac.) Runoff from this stream = 27.194(CFS) Time of concentration = 21.57 min. Rainfall intensity = 2.027(In/Hr) Area averaged loss rate (Fm) = 0.1957(In/Hr) Area averaged Pervious ratio (Ap) = 0.2667 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 114.000 to Point/Station 115.000 **** INITIAL AREA EVALUATION **** 0U" , COMMERCIAL subarea type Decimal fraction soil group A = 0.000 153 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 r Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.073(In/Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1093.600(Ft.) Bottom (of initial area) elevation = 1084.400(Ft.) Difference in elevation = 9.200(Ft.) Slope = 0.00920 s(%)= 0.92 TC = k(0.304)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 12.306 min. Rainfall intensity = 2.838(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.877 Subarea runoff = 13.687(CFS) Total initial stream area = 5.500(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.073(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 115.000 to Point/Station 116.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1084.400(Ft.) End of street segment elevation = 1076.600(Ft.) Length of street segment = 600.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [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 = 1.500(Ft.) Gutter hike from flowline = 1.500(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 = 22.397(CFS) Depth of flow = 0.447(Ft.), Average velocity = 3.539(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 17.587(Ft.) Flow velocity = 3.54(Ft/s) Travel time— 2.83 min. TC = 15.13 min. Adding area flow to street COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.073(In/Hr) Rainfall intensity = 2.507(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.874 Subarea runoff = 13.695(CFS) for 7.000(Ac.) Total runoff = 27.382(CFS) Skw Effective area this stream = 12.50(Ac.) 154 Total Study Area (Main Stream No. 1) = 29.00(Ac.) Area averaged Fm value = 0.073(In/Hr) Street flow at end of street = 27.382(CFS) Half street flow at end of street = 13.691(CFS) Depth of flow = 0.475(Ft.), Average velocity = 3.719(Ft/s) Flow width (from curb towards crown)= 19.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 116.000 to Point/Station 116.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 12.500(Ac.) Runoff from this stream = 27.382(CFS) Time of concentration = 15.13 min. Rainfall intensity = 2.507(In/Hr) Area averaged loss rate (Fm) = 0.0734(In/Hr) Area averaged Pervious ratio (Ap) = 0.1000 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 27.194 21.57 2.027 2 27.382 15.13 2.507 Qmax(1) _ 1.000 * 1.000 * 27.194) + 0.803 * 1.000 * 27.382) + = 49.172 Qmax(2) _ 1.262 * 0.702 * 27.194) + 1.000 * 1.000 * 27.382) + = 51.465 Total of 2 streams to confluence: Flow rates before confluence point: 27.194 27.382 Maximum flow rates at confluence using above data: 49.172 51.465 Area of streams before confluence: 16.500 12.500 Effective area values after confluence: 29.000 24.075 Results of confluence: Total flow rate = 51.465(CFS) Time of concentration = 15.132 min. Effective stream area after confluence = 24.075(Ac.) Stream Area average Pervious fraction(Ap) = 0.195 Stream Area average soil loss rate(Fm) = 0.143(In/Hr) Study area (this main stream) = 29.00(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 116.000 to Point/Station 52.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1069.600(Ft.) Downstream point/station elevation = 1061.900(Ft.) Pipe length = 650.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow 51.465(CFS) fir' Given pipe size = 39.00(In.) I55 Calculated individual pipe flow = 51.465(CFS) Normal flow depth in pipe = 21.16(In.) Flow top width inside pipe = 38.86(In.) Critical Depth = 27.48(In.) Pipe flow velocity = 11.20(Ft/s) Travel time through pipe = 0.97 min. Time of concentration (TC) = 16.10 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 52.000 to Point/Station 52.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 24.075(Ac.) Runoff from this stream = 51.465(CFS) Time of concentration = 16.10 min. Rainfall intensity = 2.416(In/Hr) Area averaged loss rate (Fm) = 0.1430(In/Hr) Area averaged Pervious ratio (Ap) = 0.1948 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 117.000 to Point/Station 118.000 **** INITIAL AREA EVALUATION **** COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.073(In/Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1076.000(Ft.) Bottom (of initial area) elevation = 1071.000(Ft.) Difference in elevation = 5.000(Ft.) Slope = 0.00500 s(%)= 0.50 TC = k(0.304)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 13.902 min. Rainfall intensity = 2.638(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.875 Subarea runoff = 11.541(CFS) Total initial stream area = 5.000(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.073(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 118.000 to Point/Station 119.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1071.000(Ft.) End of street segment elevation = 1068.900(Ft.) Length of street segment = 420.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) AOW- Slope from gutter to grade break (v/hz) = 0.020 'rte„ Slope from grade break to crown (v/hz) = 0.020 I5c. 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 = 1.500(Ft.) Gutter hike from flowline = 1.500(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 = 0.517(Ft.), Average velocity = Note: depth of flow exceeds top of street crown. Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 20.000(Ft.) Flow velocity = 2.55(Ft/s) Travel time = 2.74 min. TC = 16.64 min. Adding area flow to street COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 23.083(CFS) 2.554(Ft/s) Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.073(In/Hr) Rainfall intensity = 2.368(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.872 Subarea runoff = 19.438(CFS) for 10.000(Ac.) Total runoff = 30.980(CFS) Effective area this stream = 15.00(Ac.) Total Study Area (Main Stream No. 1) = 44.00(Ac.) Area averaged Fm value = 0.073(In/Hr) Street flow at end of street = 30.980(CFS) Half street flow at end of street = 15.490(CFS) Depth of flow = 0.561(Ft.), Average velocity = 2.871(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 119.000 to Point/Station 119.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 15.000(Ac.) Runoff from this stream = 30.980(CFS) Time of concentration = 16.64 min. Rainfall intensity = 2.368(In/Hr) Area averaged loss rate (Fm) = 0.0734(In/Hr) Area averaged Pervious ratio (Ap) = 0.1000 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 51.465 16.10 2.416 2 30.980 16.64 2.368 Qmax(1) _ 1.000 * 1.000 * 51.465) + 1.021 * 0.967 * 30.980) + = 82.054 Qmax(2) _ 157 0.979 * 1.000 * 51.465) + 1.000 * 1.000 * 30.980) + = 81.364 Total of 2 streams to confluence: Flow rates before confluence point: 51.465 30.980 Maximum flow rates at confluence using above data: 82.054 81.364 Area of streams before confluence: 24.075 15.000 Effective area values after confluence: 38.585 39.075 Results of confluence: Total flow rate = 82.054(CFS) Time of concentration = 16.099 min. Effective stream area after confluence = 38.585(Ac.) Stream Area average Pervious fraction(Ap) = 0.158 Stream Area average soil loss rate(Fm) = 0.116(In/Hr) Study area (this main stream) = 39.08(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 52.000 to Point/Station 53.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1061.900(Ft.) Downstream point/station elevation = 1059.400(Ft.) Pipe length = 500.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 82.054(CFS) Given pipe size = 42.00(In.) NOTE: Normal flow is pressure flow in user selected pipe size. The approximate hydraulic grade line above the pipe invert is 2.519(Ft.) at the headworks or inlet of the pipe(s) Pipe friction loss = 3.325(Ft.) Minor friction loss = 1.694(Ft.) K -factor = 1.50 Pipe flow velocity = 8.53(Ft/s) Travel time through pipe = 0.98 min. Time of concentration (TC) = 17.08 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 53.000 to Point/Station 53.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 38.585(Ac.) Runoff from this stream = 82.054(CFS) Time of concentration = 17.08 min. Rainfall intensity = 2.332(In/Hr) Area averaged loss rate (Fm) = 0.1163(In/Hr) Area averaged Pervious ratio (Ap) = 0.1584 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 120.000 to Point/Station 121.000 **** INITIAL AREA EVALUATION **** COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 158 Decimal fraction soil group D = 0.000 '0000- SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.073(In/Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1072.000(Ft.) Bottom (of initial area) elevation = 1067.000(Ft.) Difference in elevation = 5.000(Ft.) Slope = 0.00500 s(%)= 0.50 TC = k(0.304)*[(length^3)/(elevation change) ]^0.2 Initial area time of concentration = 13.902 min. Rainfall intensity = 2.638(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.875 Subarea runoff = 12.696(CFS) Total initial stream area = 5.500(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.073(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 121.000 to Point/Station 122.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1067.000(Ft.) End of street segment elevation = 1064.700(Ft.) Length of street segment = 450.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [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 = 1.500(Ft.) Gutter hike from flowline = 1.500(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 = 23.083(CFS) Depth of flow = 0.516(Ft.), Average velocity = 2.571(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 = 2.57(Ft/s) Travel time = 2.92 min. TC = 16.82 min. Adding area flow to street COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.073(In/Hr) Rainfall intensity = 2.353(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.872 Subarea runoff = 17.056(CFS) for 9.000(Ac.) Total runoff = 29.752(CFS) Effective area this stream = 14.50(Ac.) www' Total Study Area (Main Stream No. 1) = 58.50(Ac.) ISR e�'b* Area averaged Fm value = 0.073(In/Hr) Street flow at end of street = 29.752(CFS) ,r" Half street flow at end of street = 14.876(CFS) Depth of flow = 0.553(Ft.), Average velocity = 2.844(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 122.000 to Point/Station 122.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 14.500(Ac.) Runoff from this stream = 29.752(CFS) Time of concentration = 16.82 min. Rainfall intensity = 2.353(In/Hr) Area averaged loss rate (Fm) = 0.0734(In/Hr) Area averaged Pervious ratio (Ap) = 0.1000 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 82.054 17.08 2.332 2 29.752 16.82 2.353 Qmax(1) _ 1.000 * 1.000 * 82.054) + 0.991 * 1.000 * 29.752) + = 111.529 Qmax(2) _ 1.010 * 0.985 * 82.054) + 1.000 * 1.000 * 29.752) + = 111.350 Total of 2 streams to confluence: Flow rates before confluence point: 82.054 29.752 Maximum flow rates at confluence using above data: 111.529 111.350 Area of streams before confluence: 38.585 14.500 Effective area values after confluence: 53.085 52.505 Results of confluence: Total flow rate = 111.529(CFS) Time of concentration = 17.076 min. Effective stream area after confluence = 53.085(Ac.) Stream Area average Pervious fraction(Ap) = 0.142 Stream Area average soil loss rate(Fm) = 0.105(In/Hr) Study area (this main stream) = 53.08(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 53.000 to Point/Station 54.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1052.500(Ft.) Downstream point/station elevation = 1048.200(Ft.) Pipe length = 860.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 111.529(CFS) Given pipe size = 60.00(In.) (6b Calculated individual pipe flow = 111.529(CFS) Normal flow depth in pipe = 33.70(In.) Flow top width inside pipe = 59.54(In.) Critical Depth = 36.14(In.) Pipe flow velocity = 9.83(Ft/s) Travel time through pipe = 1.46 min. Time of concentration (TC) = 18.53 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 54.000 to Point/Station 54.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 53.085(Ac.) Runoff from this stream = 111.529(CFS) Time of concentration = 18.53 min. Rainfall intensity = 2.220(In/Hr) Area averaged loss rate (Fm) = 0.1046(In/Hr) Area averaged Pervious ratio (Ap) = 0.1425 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 123.000 to Point/Station 124.000 **** INITIAL AREA EVALUATION **** COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.073(In/Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1064.700(Ft.) Bottom (of initial area) elevation = 1059.700(Ft.) Difference in elevation = 5.000(Ft.) Slope = 0.00500 s(%)= 0.50 TC = k(0.304)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 13.902 min. Rainfall intensity = 2.638(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.875 Subarea runoff = 16.158(CFS) Total initial stream area = 7.000(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.073(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 124.000 to Point/Station 124.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 7.000(Ac.) Runoff from this stream = 16.158(CFS) Time of concentration = 13.90 min. Rainfall intensity = 2.638(In/Hr) Area averaged loss rate (Fm) = 0.0734(In/Hr) Area averaged Pervious ratio (Ap) = 0.1000 wf Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 111.529 18.53 2.220 2 16.158 13.90 2.638 Qmax(1) _ 1.000 * 1.000 * 111.529) + 0.837 * 1.000 * 16.158) + = 125.052 Qmax(2) _ 1.198 * 0.750 * 111.529) + 1.000 * 1.000 * 16.158) + = 116.346 Total of 2 streams to confluence: Flow rates before confluence point: 111.529 16.158 Maximum flow rates at confluence using above data: 125.052 116.346 Area of streams before confluence: 53.085 7.000 Effective area values after confluence: 60.085 46.817 Results of confluence: Total flow rate = 125.052(CFS) Time of concentration = 18.535 min. Effective stream area after confluence = 60.085(Ac.) Stream Area average Pervious fraction(Ap) = 0.138 Stream Area average soil loss rate(Fm) = 0.101(In/Hr) Study area (this main stream) = 60.08(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 54.000 to Point/Station 55.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1048.200(Ft.) Downstream point/station elevation = 1046.500(Ft.) Pipe length = 340.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 125.052(CFS) Given pipe size = 63.00(In.) Calculated individual pipe flow = 125.052(CFS) Normal flow depth in pipe = 35.02(In.) Flow top width inside pipe = 62.61(In.) Critical Depth = 37.85(In.) Pipe flow velocity = 10.11(Ft/s) Travel time through pipe = 0.56 min. Time of concentration (TC) = 19.10 min. End of computations, Total Study Area = 65.50 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. Area averaged pervious area fraction(Ap) = 0.142 Area averaged SCS curve number = 56.0 @-4 ov 0 i+I+ E OZqw Z N 25c: N N San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2001 Version 6.4 Rational Hydrology Study Date: 01/13/05 ------------------------------------------------------------------------ FONTANA / LINE DZ -2 HYDROLOGY 25 YEAR STORM JN 04339 ------------------------------------------------------------------------ Hall & Forman, Inc. - SIN 950 ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** ------------------------------------------------------------------------ Rational hydrology study storm event year is 25.0 10 Year storm 1 hour rainfall = 0.930(In.) 100 Year storm 1 hour rainfall = 1.350(In.) Computed rainfall intensity: Storm year = 25.00 1 hour rainfall = 1.097 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 100.000 to Point/Station 101.000 **** INITIAL AREA EVALUATION **** COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= Initial subarea data: Initial area flow distance = 960.000(Ft.) Top (of initial area) elevation = 1103.000(Ft.) Bottom (of initial area) elevation = 1098.400(Ft.) Difference in elevation = 4.600(Ft.) Slope = 0.00479 s(%)= 0.48 TC = k(0.304)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 13.794 min. Rainfall intensity = 2.651(In/Hr) for a 25.0 Effective runoff coefficient used for area (Q=KCIA) Subarea runoff = 11.488(CFS) Total initial stream area = 5.000(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.098(In/Hr) 0.098(In/Hr) year storm is C = 0.867 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 101.000 to Point/Station 102.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1098.400(Ft.) End of street segment elevation = 1093.600(Ft.) Length of street segment = 590.000(Ft.) 25t f52 1400k. Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) %NOW Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on (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 = 1.500(Ft.) Gutter hike from flowline = 1.500(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 = 17.231(CFS) Depth of flow = 0.443(Ft.), Average velocity = 2.781(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 17.399(Ft.) Flow velocity = 2.78(Ft/s) Travel time = 3.54 min. TC = 17.33 min. Adding area flow to street COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 0.073(In/Hr) Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= Rainfall intensity = 2.311(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.867 Subarea runoff = 8.544(CFS) for 5.000(Ac.) Total runoff = 20.032(CFS) Effective area this stream = 10.00(Ac.) Total Study Area (Main Stream No. 1) = 10.00(Ac.) Area averaged Fm value = 0.086(In/Hr) Street flow at end of street = 20.032(CFS) Half street flow at end of street = 10.016(CFS) Depth of flow = 0.464(Ft.), Average velocity = 2.886(Ft/s) Flow width (from curb towards crown)= 18.438(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 102.000 to Point/Station 50.000 **** PIPEFLOW TRAVEL TIME (User specified size) Upstream point/station elevation = 1085.300(Ft.) Downstream point/station elevation = 1079.500(Ft.) Pipe length = 460.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 20.032(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 20.032(CFS) Normal flow depth in pipe = 16.08(In.) Flow top width inside pipe = 22.57(In.) Critical Depth = 19.29(In.) Pipe flow velocity = 8.96(Ft/s) Travel time through pipe = 0.86 min. Time of concentration (TC) = 18.19 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 50.000 to Point/Station 50.000 253 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 10.000(Ac.) Runoff from this stream = 20.032(CFS) Time of concentration = 18.19 min. Rainfall intensity = 2.245(In/Hr) Area averaged loss rate (Fm) = 0.0856(In/Hr) Area averaged Pervious ratio (Ap) = 0.1000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 103.000 to Point/Station 104.000 **** INITIAL AREA EVALUATION **** COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 0.098(In/Hr) Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1103.000(Ft.) Bottom (of initial area) elevation = 1098.400(Ft.) Difference in elevation = 4.600(Ft.) Slope = 0.00460 s(%)= 0.46 TC = k(0.304)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 14.136 min. Rainfall intensity = 2.612(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.866 Subarea runoff = 12.445(CFS) 5.500(Ac.) Total initial stream area = Pervious area fraction = 0.100 Initial area Fm value = 0.098(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 104.000 to Point/Station* 105.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION Top of street segment elevation = 1098.400(Ft.) End of street segment elevation =109Ft200(Ft.) Length of street segment = . p(In) Height of curb above gutter flowline - g, = 20.0(In Width of half street (curb to crown) - Distance from crown to crossfall grade break0.02018.500(Ft.) Slope from gutter to grade break (v/hz) _ 0,020 Slope from grade break to crown (v/hz) Street flow is on [2] side(s) of the street Distance from curb to property line /hz) 10.000020 ) Slope from curb to property line Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(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 23.193 (CFS) f street = Average Estimated mean flow rate at midpoint ovelocity = 3.090(Ft/s) Depth of flow = 0.479(Ft.), Streetflow hydraulics at midpoint of street travel: 254 Halfstreet flow width = 19.189(Ft.) Flow velocity = 3.09(Ft/s) Travel time = 3.78 min. TC = 17.91 min. Adding area flow to street COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 0.098 (In/Hr) Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= Rainfall intensity = 2.266(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.861 Subarea runoff = 16.826(CFS) for 9.500(Ac.) Total runoff = 29.271(CFS) 15.00(Ac.) Effective area this stream = 25.00(Ac.) Total Study Area (Main Stream No. 1) _ Area averaged Fm value = 0.098(In/Hr) Street flow at end of street = 29.271(CFS) Half street flow at end of street = 14.636(CFS) Depth of flow = 0.511(Ft.), Average velocity = 3.335(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 105.000 to Point/Station 50.000 **** PIPEFLOW TRAVEL TIME (User specified size) Upstream point/station elevation = 108It. 800(Ft .) Downstream point/station elevation = 1079.500(Ft.) Pipe length = 570.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 29.271(CFS) Given pipe size = 30.00(In.) Calculated individual pipe flow = 29.271(CFS) Normal flow depth in pipe = 20.70(In.) Flow top width inside pipe = 27.75(In.) Critical Depth = 22.15(I8:10(Ft/s) Pipe flow velocity = n. 17 mi Travel time through pipe = 1. 19.08 mi min. Time of concentration (TC) _ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 50.000 to Point/Station 50.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream numbe15.000 normal stream number 2 Stream flow area = 29.271(CFS) Runoff from this stream = Time of concentration = 19.08 min. Rainfall intensity = 2.181(In/Hr) Area averaged loss rate (Fm) = 0.0978(In/Hr) Area averaged Pervious ratio (AP) = 0.1000 Summary of stream data: TC Rainfall Intensity Stream Flow rate No. (CFS) (min) (In/Hr) 755 1 20.032 18.19 2.245 2 29.271 19.08 2.181 Qmax(1) _ 1.000 * 1.000 * 20.032) + 1.031 * 0.953 * 29.271) + = 48.782 Qmax(2) _ 0.970 * 1.000 * 20.032) + 1.000 * 1.000 * 29.271) + = 48.709 Total of 2 streams to confluence: Flow rates before confluence point: 20.032 29.271 Maximum flow rates at confluence using above data: 48.782 48.709 Area of streams before confluence: 10.000 15.000 Effective area values after confluence: 24.293 25.000 Results of confluence: Total flow rate = 48.782(CFS) Time of concentration = 18.186 min. Effective stream area after confluence = 24.293(Ac.) Stream Area average Pervious fraction(Ap) = 0.100 Stream Area average soil loss rate(Fm) = 0.093(In/Hr) Study area (this main stream) = 25.00(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 50.000 to Point/Station 51.000 **** PIPEFLOW TRAVEL TIME (User specified size) Upstream point/station elevation = 1079.500(Ft.) Downstream point/station elevation = 1071.300(Ft.) Pipe length = 1320.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 48.782(CFS) Given pipe size = 39.00(In.) Calculated individual pipe flow = 48.782(CFS) Normal flow depth in pipe = 25.20(In.) Flow top width inside pipe = 37.30(In.) Critical Depth = 26.75(In.) Pipe flow velocity = 8.61(Ft/s) Travel time through pipe = 2.56 min. Time of concentration (TC) = 20.74 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 51*000 to Point/Station 51.000 **** CONFLUENCE OF MINOR STREAMS Along Main Stream number: 1 in normal stream number 1 Stream flow area = 24.293(Ac.) Runoff from this stream = 48.782(CFS) Time of concentration = 20.74 min. Rainfall intensity = 2.075(In/Hr) Area averaged loss rate (Fm) = 0.0929(In/Hr) Area averaged Pervious ratio (AP) = 0.1000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Yom. Process from Point/Station 106.000 to Point/Station 107.000 **** INITIAL AREA EVALUATION *** 25(o COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.073(In/Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1093.600(Ft.) Bottom (of initial area) elevation = 1085.400(Ft.) Difference in elevation = 8.200(Ft.) Slope = 0.00820 s(%)= 0.82 TC = k(0.304)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 12.592 min. Rainfall intensity = 2.800(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.876 Subarea runoff = 13.494(CFS) Total initial stream area = 5.500(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.073(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 107.000 to Point/Station 108.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1085.400(Ft.) End of street segment elevation = 1078.300(Ft.) Length of street segment = 700.000(Ft.) Height of curb above gutter flowline 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [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 = 1.500(Ft.) Gutter hike from flowline = 1.500(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 midpoint of street = 20.855(CFS) Estimated mean flow rate at Depth of flow = 0.454(Ft.), Average velocity = 3.167(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 17.948(Ft.) Flow velocity = 3.17(Ft/s) Travel time = 3.68 min. TC = 16.28 min. Adding area flow to street COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 0.073(In/Hr) 0.1000 Max loss rate(Fm)= Pervious ratio(Ap) = Rainfall intensity = 2.400(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.872 257 "* Subarea runoff = 10.586(CFS) for 6.000(Ac.) Total runoff = 24.081(CFS) Effective area this stream = 11.50(Ac.) Total Study Area (Main Stream No. 1) = 36.50(Ac.) Area averaged Fm value = 0.073(In/Hr) Street flow at end of street = 24.081(CFS) Half street flow at end of street = 12.040(CFS) Depth of flow = 0.474(Ft.), Average velocity = 3.282(Ft/s) Flow width (from curb towards crown)= 18.968(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 108.000 to Point/Station 108.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 11.500(Ac.) Runoff from this stream = 24.081(CFS) Time of concentration = 16.28 min. Rainfall intensity = 2.400(In/Hr) Area averaged loss rate (Fm) = 0.0734(In/Hr) Area averaged Pervious ratio (Ap) = 0.1000 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 48.782 20.74 2.075 2 24.081 16.28 2.400 Qmax(1) _ 1.000 * 1.000 * 48.782) + 0.860 * 1.000 * 24.081) + = 69.500 Qmax(2) _ 1.164 * 0.785 * 48.782) + 1.000 * 1.000 * 24.081) + = 68.635 Total of 2 streams to confluence: Flow rates before confluence point: 48.782 24.081 Maximum flow rates at confluence using above data: 69.500 68.635 Area of streams before confluence: 24.293 11.500 Effective area values after confluence: 35.793 30.564 Results of confluence: Total flow rate = 69.500(CFS) Time of concentration = 20.741 min. Effective stream area after confluence = 35.793(Ac.) Stream Area average Pervious fraction(Ap) = 0.100 Stream Area average soil loss rate(Fm) = 0.087(In/Hr) Study area (this main stream) = 35.79(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 51.000 to Point/Station 55.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** �Awk Upstream point/station elevation = 1071.300(Ft.) Downstream point/station elevation = 1062.400(Ft.) 25g Pipe length = 900.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 69.500(CFS) Given pipe size = 42.00(In.) Calculated individual pipe flow = 69.500(CFS) Normal flow depth in pipe = 25.76(In.) Flow top width inside pipe = 40.91(In.) Critical Depth = 31.34(In.) Pipe flow velocity = 11.23(Ft/s) Travel time through pipe = 1.34 min. Time of concentration (TC) = 22.08 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 55.000 to Point/Station 55.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 35.793(Ac.) Runoff from this stream = 69.500(CFS) Time of concentration = 22.08 min. Rainfall intensity = 1.999(In/Hr) Area averaged loss rate (Fm) = 0.0866(In/Hr) Area averaged Pervious ratio (Ap) = 0.1000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 109.000 to Point/Station 110.000 **** INITIAL AREA EVALUATION **** err,, COMMERCIAL subarea type rr' Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.073(In/Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1080.000(Ft.) Bottom (of initial area) elevation = 1073.700(Ft.) Difference in elevation = 6.300(Ft.) Slope = 0.00630 s(%)= 0.63 TC = k(0.304)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 13.274 min. Rainfall intensity = 2.712(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.876 Subarea runoff = 10.688(CFS) Total initial stream area = 4.500(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.073(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 110.000 to Point/Station 111.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1073.700(Ft.) End of street segment elevation = 1069.400(Ft.) Length of street segment = 350.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) 20.000(Ft.) 251 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 111*000 to Point/Station 111.000 **** CONFLUENCE OF MINOR STREAMS Along Main Stream number: 1 in normal stream number 2 Stream flow area = 8.500(Ac.) Runoff from this stream = 18.629(CFS) Time of concentration = 15.12 min. Rainfall intensity = 2.509(In/Hr) Area averaged loss rate (Fm) = 0.0734(In/Hr) Area averaged Pervious ratio (AP) = 0.1000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 125.000 to Point/Station 126.000 **** INITIAL AREA EVALUATION **** COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 (v/hz) 0.020 Slope from grade break to crown Street flow is on (2] side(s) of the street line = 10.000(Ft.) Distance from curb to property Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(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 of street = 15.438(CFS) Estimated mean flow rate at midpoint Depth of flow = 0.403(Ft.), Average velocity = 3.161(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 15.396(Ft.) Flow velocity = 3.16(Ft/s) Travel time = 1.85 min. TC = 15.12 min. Adding area flow to street COMMERCIAL subarea type Decimal fraction soil group A = 0.000 , Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 0.073(In/Hr) 0.1000 Max loss rate(Fm)= Pervious ratio(Ap) = Rainfall intensity = 2.509(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.874 Subarea runoff = 7.941(CFS) for 4.000(Ac.) Total runoff = 18.629(CFS) 8.50(Ac.) = Effective area this stream Total Study Area (Main Stream No. 1) _ 45.00(Ac.) Area averaged Fm value = 0.073(In/Hr) Street flow at end of street = 18.629(CFS) Half street flow at end of street = 9.315(CFS) velocity = 3.311(Ft/s) Depth of flow = 0.426(Ft.), Average towards crown)= 16.560(Ft.) Flow width (from curb ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 111*000 to Point/Station 111.000 **** CONFLUENCE OF MINOR STREAMS Along Main Stream number: 1 in normal stream number 2 Stream flow area = 8.500(Ac.) Runoff from this stream = 18.629(CFS) Time of concentration = 15.12 min. Rainfall intensity = 2.509(In/Hr) Area averaged loss rate (Fm) = 0.0734(In/Hr) Area averaged Pervious ratio (AP) = 0.1000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 125.000 to Point/Station 126.000 **** INITIAL AREA EVALUATION **** COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 2c© SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.073(In/Hr) 4rr� Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1093.200(Ft.) Bottom (of initial area) elevation = 1085.300(Ft.) Difference in elevation = 7.900(Ft.) Slope = 0.00790 s(%)= 0.79 TC = k(0.304)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 12.687 min. Rainfall intensity = 2.787(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.876 Subarea runoff = 13.433(CFS) Total initial stream area = 5.500(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.073(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 126.000 to Point/Station 127.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1085.300(Ft.) End of street segment elevation = 1076.300(Ft.) Length of street segment = 900.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [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 = 1.500(Ft.) Gutter hike from flowline = 1.500(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 = 28.086(CFS) Depth of flow = 0.498(Ft.), Average velocity = 3.402(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 = 3.40(Ft/s) Travel time = 4.41 min. TC = 17.10 min. Adding area flow to street COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 0.1000 Max loss rate(Fm)= 0.073(In/Hr) Pervious ratio(AP) = Rainfall intensity = 2.330(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.872 Subarea runoff = 22.115(CFS) for 12.000(Ac.) Total runoff = 35.547(CFS) Effective area this stream = 17.50(Ac.) Total Study Area (Main Stream No. 1) = 62.50(Ac.) Area averaged Fm value = 0.073(In/Hr) 2e., I Street flow at end of street = 35.547(CFS) Half street flow at end of street = 17.774(CFS) Depth of flow = 0.529(Ft.), Average velocity = 3.736(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 127.000 to Point/Station 55.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1069.300(Ft.) Downstream point/station elevation = 1046.500(Ft.) Pipe length = 1000.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 35.547(CFS) Given pipe size = 30.00(In.) Calculated individual pipe flow = 35.547(CFS) Normal flow depth in pipe = 16.29(In.) Flow top width inside pipe = 29.89(In.) Critical Depth = 24.28(In.) Pipe flow velocity = 13.05(Ft/s) Travel time through pipe = 1.28 min. Time of concentration (TC) = 18.37 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 55.000 to Point/Station 55.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 3 ems"' Stream flow area = 17.500(Ac.) Runoff from this stream = 35.547(CFS) Time of concentration = 18.37 min. Rainfall intensity = 2.232(In/Hr) Area averaged loss rate (Fm) = 0.0734(In/Hr) Area averaged Pervious ratio (Ap) = 0.1000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 128.000 to Point/Station 129.000 **** INITIAL AREA EVALUATION **** COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.073(In/Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1078.300(Ft.) Bottom (of initial area) elevation = 1069.400(Ft.) Difference in elevation = 8.900(Ft.) Slope = 0.00890 s(%)= 0.89 TC = k(0.304)*[(length^3)/(elevation change) ]^0.2 Initial area time of concentration = 12.388 min. Rainfall intensity = 2.827(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.877 Subarea runoff = 22.306(CFS) „r Total initial stream area = 9.000(Ac.) N N @4 Pervious area fraction = 0.100 Initial area Fm value = 0.073(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 129.000 to Point/Station 129.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 4 Stream flow area = 9.000(Ac.) Runoff from this stream = 22.306(CFS) Time of concentration = 12.39 min. Rainfall intensity = 2.827(In/Hr) Area averaged loss rate (Fm) = 0.0734(In/Hr) Area averaged Pervious ratio (Ap) = 0.1000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 55.000 to Point/Station 55.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** Soil classification AP and SCS values input by user USER INPUT of soil data for subarea SCS curve number for soil(AMC 2) = 56.16 Pervious ratio(Ap) = 0.1380 Max loss rate(Fm)= 0.101(In/Hr) Rainfall intensity = 2.220(In/Hr) for a 25.0 year storm User specified values are as follows: TC = 18.54 min. Rain intensity = 2.22(In/Hr) Total area this stream = 60.09(Ac.) Total Study Area (Main Stream No. 1) = 131.59(Ac.) Total runoff = 125.05(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 55.000 to Point/Station 55.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 5 Stream flow area = 60.090(Ac.) Runoff from this stream = 125.050(CFS) Time of concentration = 18.54 min. Rainfall intensity = 2.220(In/Hr) Area averaged loss rate (Fm) = 0.1010(In/Hr) Area averaged Pervious ratio (Ap) = 0.1380 Summary of stream data: Stream Flow rate TC No. (CFS) (min) 1 69.500 22.08 2 18.629 15.12 3 35.547 18.37 4 22.306 12.39 5 125.050 18.54 Qmax(1) _ 1.000 * 1.000 * 69.500) 0.791 * 1.000 * 18.629) 0.892 * 1.000 * 35.547) 0.699 * 1.000 * 22.306) 0.896 * 1.000 * 125.050) Rainfall Intensity (In/Hr) 1.999 2.509 2.232 2.827 2.220 + = 243.559 262 Z65 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 55.000 to Point/Station 56.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1046.500(Ft.) Downstream point/station elevation = 1043.300(Ft.) Pipe length = 1000.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 259.305(CFS) Given pipe size = 81.00(In.) Calculated individual pipe flow = 259.305(CFS) Normal flow depth in pipe = 54.33(In.) Flow top width inside pipe = 76.13(In.) Critical Depth = 51.19(In.) Pipe flow velocity = 10.16(Ft/s) Travel time through pipe = 1.64 min. 40wak Time of concentration (TC) = 20.18 min. Nrrf Qmax(2) _ �+�'"""` 1.267 * 0.685 * 69.500) + ,. 1.000 * 1.000 * 18.629) + 1.128 * 0.823 * 35.547) + 0.884 * 1.000 * 22.306) + 1.136 * 0.816 * 125.050) + = 247.530 Qmax(3) _ 1.122 * 0.832 * 69.500) + 0.886 * 1.000 * 18.629) + 1.000 * 1.000 * 35.547) + 0.784 * 1.000 * 22.306) + 1.006 * 0.991 * 125.050) + = 259.054 Qmax(4) _ 1.433 * 0.561 * 69.500) + 1.131 * 0.819 * 18.629) + 1.276 * 0.674 * 35.547) + 1.000 * 1.000 * 22.306) + 1.287 * 0.668 * 125.050) + = 233.550 Qmax(5) _ 1.115 * 0.840 * 69.500) + 0.881 * 1.000 * 18.629) + 0.994 * 1.000 * 35.547) + 0.779 * 1.000 * 22.306) + 1.000 * 1.000 * 125.050) + = 259.305 Total of 5 streams to confluence: Flow rates before confluence point: 69.500 18.629 35.547 22.306 125.050 Maximum flow rates at confluence using above data: 243.559 247.530 259.054 233.550 259.305 10'k Area of streams before confluence: 35.793 8.500 17.500 9.000 60.090 Effective area values after confluence: 130.883 105.418 124.336 87.999 125.149 Results of confluence: Total flow rate = 259.305(CFS) Time of concentration = 18.540 min. Effective stream area after confluence = 125.149(Ac.) Stream Area average Pervious fraction(Ap) = 0.117 Stream Area average soil loss rate(Fm) = 0.090(In/Hr) Study area (this main stream) = 130.88(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 55.000 to Point/Station 56.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1046.500(Ft.) Downstream point/station elevation = 1043.300(Ft.) Pipe length = 1000.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 259.305(CFS) Given pipe size = 81.00(In.) Calculated individual pipe flow = 259.305(CFS) Normal flow depth in pipe = 54.33(In.) Flow top width inside pipe = 76.13(In.) Critical Depth = 51.19(In.) Pipe flow velocity = 10.16(Ft/s) Travel time through pipe = 1.64 min. 40wak Time of concentration (TC) = 20.18 min. Nrrf 2c ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 56.000 to Point/Station 56.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 125.149(Ac.) Runoff from this stream = 259.305(CFS) Time of concentration = 20.18 min. Rainfall intensity = 2.110(In/Hr) Area averaged loss rate (Fm) = 0.0897(In/Hr) Area averaged Pervious ratio (Ap) = 0.1174 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 130.000 to Point/Station 131.000 **** INITIAL AREA EVALUATION **** COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.073(In/Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1092.200(Ft.) Bottom (of initial area) elevation = 1084.100(Ft.) Difference in elevation = 8.100(Ft.) Slope = 0.00810 s(%)= 0.81 TC = k(0.304)*[(length^3)/(elevation change) ]^0.2 Initial area time of concentration = 12.623 min. Rainfall intensity = 2.795(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.876 Subarea runoff = 13.474(CFS) Total initial stream area = 5.500(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.073(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 131.000 to Point/Station 132.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1084.100(Ft.) End of street segment elevation = 1075.000(Ft.) Length of street segment = 900.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [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 = 1.500(Ft.) Gutter hike from flowline = 1.500(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 = 28.173(CFS) 2G5 Depth of flow = 0.498(Ft.), Average velocity = 3.418(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 = 3.42(Ft/s) Travel time = 4.39 min. TC = 17.01 min. Adding area flow to street COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.073(In/Hr) Rainfall intensity = 2.337(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.872 Subarea runoff = 22.181(CFS) for 12.000(Ac.) Total runoff = 35.655(CFS) Effective area this stream = 17.50(Ac.) Total Study Area (Main Stream No. 1) = 149.09(Ac.) Area averaged Fm value = 0.073(In/Hr) Street flow at end of street = 35.655(CFS) Half street flow at end of street = 17.827(CFS) Depth of flow = 0.529(Ft.), Average velocity = 3.753(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 132.000 to Point/Station 56.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1068.000(Ft.) Downstream point/station elevation = 1043.300(Ft.) Pipe length = 1100.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 35.655(CFS) Given pipe size = 30.00(In.) Calculated individual pipe flow = 35.655(CFS) Normal flow depth in pipe = 16.41(In.) Flow top width inside pipe = 29.87(In.) Critical Depth = 24.30(In.) Pipe flow velocity = 12.99(Ft/s) Travel time through pipe = 1.41 min. Time of concentration (TC) = 18.42 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 56.000 to Point/Station 56.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 17.500(Ac.) Runoff from this stream = 35.655(CFS) Time of concentration = 18.42 min. Rainfall intensity = 2.228(In/Hr) Area averaged loss rate (Fm) = 0.0734(In/Hr) Area averaged Pervious ratio (Ap) = 0.1000 a w'++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ M Process from Point/Station 133.000 to Point/Station 134.000 **** INITIAL AREA EVALUATION **** COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.073(In/Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1076.300(Ft.) Bottom (of initial area) elevation = 1070.900(Ft.) Difference in elevation = 5.400(Ft.) Slope = 0.00540 s(%)= 0.54 TC = k(0.304)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 13.690 min. Rainfall intensity = 2.663(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.875 Subarea runoff = 12.817(CFS) Total initial stream area = 5.500(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.073(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 134.000 to Point/Station 135.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1070.900(Ft.) °Mrr,• End of street segment elevation = 1064.100(Ft.) Length of street segment = 800.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [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 = 1.500(Ft.) Gutter hike from flowline = 1.500(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 = 38.450(CFS) Depth of flow = 0.553(Ft.), Average velocity = 3.670(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 = 3.67(Ft/s) Travel time = 3.63 min. TC = 17.32 min. Adding area flow to street COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.073(In/Hr) VII Rainfall intensity = 2.312(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.871 Subarea runoff = 42.588(CFS) for 22.000(Ac.) Total runoff = 55.405(CFS) Effective area this stream = 27.50(Ac.) Total Study Area (Main Stream No. 1) = 176.59(Ac.) Area averaged Fm value = 0.073(In/Hr) Street flow at end of street = 55.405(CFS) Half street flow at end of street = 27.703(CFS) Depth of flow = 0.618(Ft.), Average velocity = 4.242(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 135.000 to Point/Station 135.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 3 Stream flow area = 27.500(Ac.) Runoff from this stream = 55.405(CFS) Time of concentration = 17.32 min. Rainfall intensity = 2.312(In/Hr) Area averaged loss rate (Fm) = 0.0734(In/Hr) Area averaged Pervious ratio (AP) = 0.1000 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) A �Ir✓ 1 259.305 20.18 2.110 2 35.655 18.42 2.228 3 55.405 17.32 2.312 Qmax(1) _ 1.000 * 1.000 * 259.305) + 0.945 * 1.000 * 35.655) + 0.910 * 1.000 * 55.405) + = 343.395 Qmax(2) _ 1.059 * 0.913 * 259.305) + 1.000 * 1.000 * 35.655) + 0.962 * 1.000 * 55.405) + = 339.603 Qmax(3) _ 1.100 * 0.858 * 259.305) + 1.039 * 0.940 * 35.655) + 1.000 * 1.000 * 55.405) + = 335.124 Total of 3 streams to confluence: Flow rates before confluence point: 259.305 35.655 55.405 Maximum flow rates at confluence using above data: 343.395 339.603 335.124 Area of streams before confluence: 125.149 17.500 27.500 Effective area values after confluence: 170.149 159.257 151.380 Results of confluence: Total flow rate = 343.395(CFS) Time of concentration = 20.180 min. = 170.149(Ac. Effective stream area after confluence 268 Stream Area average Pervious fraction(Ap) = 0.113 Stream Area average soil loss rate(Fm) = 0.085(In/Hr) Study area (this main stream) = 170.15(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 56.000 to Point/Station 57.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1043.300(Ft.) Downstream point/station elevation = 1041.300(Ft.) Pipe length = 640.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 343.395(CFS) Given pipe size = 84.00(In.) Calculated individual pipe flow = 343.395(CFS) Normal flow depth in pipe = 66.09(In.) Flow top width inside pipe = 68.80(In.) Critical Depth = 58.60(In.) Pipe flow velocity = 10.57(Ft/s) Travel time through pipe = 1.01 min. Time of concentration (TC) = 21.19 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 57.000 to Point/Station 57.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 170.149(Ac.) Runoff from this stream = 343.395(CFS) 101*1 Time of concentration = 21.19 min. "%We Rainfall intensity = 2.049(In/Hr) Area averaged loss rate (Fm) = 0.0854(In/Hr) Area averaged Pervious ratio (Ap) = 0.1128 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 136.000 to Point/Station 137.000 **** INITIAL AREA EVALUATION **** COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.073(In/Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1091.600(Ft.) Bottom (of initial area) elevation = 1086.600(Ft.) Difference in elevation = 5.000(Ft.) Slope = 0.00500 s(%)= 0.50 TC = k(0.304)*[(length^3)/(elevation change) ]^0.2 Initial area time of concentration = 13.902 min. Rainfall intensity = 2.638(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.875 Subarea runoff = 12.696(CFS) Total initial stream area = 5.500(Ac.) Pervious area fraction = 0.100 ' Initial area Fm value = 0.073(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 137.000 to Point/Station 138.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1086.600(Ft.) End of street segment elevation = 1074.600(Ft.) Length of street segment = 875.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [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 = 1.500(Ft.) Gutter hike from flowline = 1.500(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 = 25.391(CFS) Depth of flow = 0.460(Ft.), Average velocity = 3.725(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 18.268(Ft.) Flow velocity = 3.72(Ft/s) Travel time = 3.92 min. TC = 17.82 min. Adding area flow to street COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.073(In/Hr) Rainfall intensity = 2.273(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.871 Subarea runoff = 19.972(CFS) for 11.000(Ac.) Total runoff = 32.668(CFS) Effective area this stream = 16.50(Ac.) Total Study Area (Main Stream No. 1) = 193.09(Ac.) Area averaged Fm value = 0.073(In/Hr) Street flow at end of street = 32.668(CFS) Half street flow at end of street = 16.334(CFS) Depth of flow = 0.497(Ft.), Average velocity = 3.974(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 138.000 to Point/Station 57.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1067.600(Ft.) Downstream point/station elevation = 1041.300(Ft.) Pipe length = 1320.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 32.668(CFS) Given pipe size = 30.00(In.) Calculated individual pipe flow 32.668(CFS) 17o Normal flow depth in pipe = 16.13(In.) Flow top width inside pipe = 29.92(In.) Critical Depth = 23.34(In.) Pipe flow velocity = 12.15(Ft/s) Travel time through pipe = 1.81 min. Time of concentration (TC) = 19.63 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 57.000 to Point/Station 57.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 16.500(Ac.) Runoff from this stream = 32.668(CFS) Time of concentration = 19.63 min. Rainfall intensity = 2.145(In/Hr) Area averaged loss rate (Fm) = 0.0734(In/Hr) Area averaged Pervious ratio (Ap) = 0.1000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 139.000 to Point/Station 140.000 **** INITIAL AREA EVALUATION **** COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.073(In/Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1074.700(Ft.) Bottom (of initial area) elevation = 1069.700(Ft.) Difference in elevation = 5.000(Ft.) Slope = 0.00500 s(%)= 0.50 TC = k(0.304)*[(length^3)/(elevation change) ]^0.2 Initial area time of concentration = 13.902 min. Rainfall intensity = 2.638(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.875 Subarea runoff = 12.696(CFS) Total initial stream area = 5.500(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.073(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 140.000 to Point/Station 141.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1069.700(Ft.) End of street segment elevation = 1065.300(Ft.) Length of street segment = 875.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) 0.020 _ Slope from grade break to crown (v/hz) 0.020 ".+ Street flow is on [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 iia✓ Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(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 @4 @4 Estimated mean flow rate at midpoint of street = 25.391(CFS) Depth of flow = 0.530(Ft.), Average velocity = 2.657(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 = 2.66(Ft/s) Travel time = 5.49 min. TC = 19.39 min. Adding area flow to street COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.073(In/Hr) Rainfall intensity = 2.161(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.869 Subarea runoff = 18.301(CFS) for 11.000(Ac.) Total runoff = 30.997(CFS) Effective area this stream = 16.50(Ac.) Total Study Area (Main Stream No. 1) = 209.59(Ac.) Area averaged Fm value = 0.073(In/Hr) Street flow at end of street = 30.997(CFS) Half street flow at end of street = 15.498(CFS) Depth of flow = 0.561(Ft.), Average velocity = 2.876(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 141.000 to Point/Station 141.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 3 Stream flow area = 16.500(Ac.) Runoff from this stream = 30.997(CFS) Time of concentration = 19.39 min. Rainfall intensity = 2.161(In/Hr) Area averaged loss rate (Fm) = 0.0734(In/Hr) Area averaged Pervious ratio (Ap) = 0.1000 Summary of stream data: Stream Flow rate TC No. (CFS) (min) 1 343.395 2 32.668 3 30.997 Qmax(1) _ 1.000 * 0.954 * 0.946 * 21.19 19.63 19.39 Rainfall Intensity (In/Hr) 2.049 2.145 2.161 1.000 * 343.395) + 1.000 * 32.668) + 1.000 * 30.997) + = 403.878 211 Qmax(2) _ 1.049 * 0.926 * 343.395) + 1.000 * 1.000 * 32.668) + 0.992 * 1.000 * 30.997) + = 397.121 Qmax(3) _ 1.057 * 0.915 * 343.395) + 1.008 * 0.988 * 32.668) + 1.000 * 1.000 * 30.997) + = 395.682 Total of 3 streams to confluence: Flow rates before confluence point: 343.395 32.668 30.997 Maximum flow rates at confluence using above data: 403.878 397.121 395.682 Area of streams before confluence: 170.149 16.500 16.500 Effective area values after confluence: 203.149 190.611 188.502 Results of confluence: Total flow rate = 403.878(CFS) Time of concentration = 21.190 min. Effective stream area after confluence = 203.149(Ac.) Stream Area average Pervious fraction(Ap) = 0.111 Stream Area average soil loss rate(Fm) = 0.083(In/Hr) Study area (this main stream) = 203.15(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 57.000 to Point/Station 63.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1041.300(Ft.) Downstream point/station elevation = 1039.500(Ft.) Pipe length = 560.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 403.878(CFS) Given pipe size = 92.00(In.) Calculated individual pipe flow = 403.878(CFS) Normal flow depth in pipe = 66.66(In.) Flow top width inside pipe = 82.20(In.) Critical Depth = 62.03(In.) Pipe flow velocity = 11.27(Ft/s) Travel time through pipe = 0.83 min. Time of concentration (TC) = 22.02 min. End of computations, Total Study Area = 209.59 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. Area averaged pervious area fraction(Ap) = 0.111 Area averaged SCS curve number = 53.8 W 272 LINE.DZ I „ M 3& 351 San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2001 Version 6.4 Rational Hydrology Study Date: 01/13/05 --------------------------------------------------- FONTANA / LINE DZ -1 HYDROLOGY 25 YEAR STORM JN 04339 -------------------------------------------------- Hall & Forman, Inc. - SIN 950 ------------------------------------------ --------- ********* Hydrology Study Control Information ********** - ---------------------------------------------------------------------- Rational hydrology study storm event year is 25.0 10 Year storm 1 hour rainfall = 0.930(In.) 100 Year storm 1 hour rainfall = 1.350(In.) Computed rainfall intensity: Storm year = 25.00 1 hour rainfall = 1.097 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 300.000 to Point/Station 301.000 **** INITIAL AREA EVALUATION **** Mr+' COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 0.073 (In/Hr) Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1068.100(Ft.) Bottom (of initial area) elevation = 1063.100(Ft.) Difference in elevation = 5.000(Ft.) Slope = 0.00500 s(%)= 0.50 TC = k(0.304)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 13.902 min. Rainfall intensity = 2.638(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.875 Subarea runoff = 11.541(CFS) 5.000(Ac.) Total initial stream area = Pervious area fraction = 0.100 Initial area Fm value = 0.073(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 301.000 to Point/Stat*on* 302.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION Top of street segment elevation = 1063.100(Ft.) End of street segment elevation = 1060.000(Ft.) �"' Length of street segment = 620.000(Ft.) 352 Height of curb above gutter flowline 8.0(In.) _ Width of half street (curb to crown) 42.000(Ft.) w►. Distance from crown to crossfall grade break = 40.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 13.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(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 = 28.277(CFS) 0 703(Ft ) Average velocity = 3.027(Ft/s) Depth of flow = • r Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 1.81(Ft.) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 30.392(Ft.) Flow velocity = 3.03(Ft/s) Travel time = 3.41 min. TC = 17.32 min. Adding area flow to street COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 0.1000 Max loss rate(Fm)= 0.073(In/Hr) Pervious ratio(Ap) = Rainfall intensity = 2.313(In/Hr) for a 25.0 year storm ted for area (total area with modified Effective runoff coefficien us rational method)(Q=KCIA) is C = 0.871 Subarea runoff = 27.756(CFS) for 14.500(Ac.) Total runoff = 39.297(CFS) Effective area this stream = 19.50(Ac.) Total Study Area (Main Stream No. 1) = 19.50(Ac.) Area averaged Fm value = 0.073(In/Hr) Street flow at end of street = 39.297(CFS) Half street flow at end of street = 39.297(CFS) Depth of flow = 0.789(Ft.), Average velocity = 3.146(Ft/s) Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 6.12(Ft.) Flow width (from curb towards crown)= 34.707(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 302.000 to Point/Station 65.000 **** PIPEFLOW TRAVEL TIME (User specified size) Upstream point/station elevation = 1055.000(Ft.) Downstream point/station elevation = 1051.700(Ft.) Pipe length = 660.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 39.297(CFS) Given pipe size = 36.00(In.) Calculated individual pipe flow = 39.297(CFS) Normal flow depth in pipe = 25.13(In.) Flow top width inside pipe = 33.06(In.) Critical Depth = 24.50(In:47(Ft/s) Pipe flow velocity = Travel time through pipe = 1.47 min. Time of concentration (TC) = 18.79 min. S53 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 65.000 to Point/Station 65.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 19.500(Ac.) Runoff from this stream = 39.297(CFS) Time of concentration = 18.79 min. Rainfall intensity = 2.202(In/Hr) Area averaged loss rate (Fm) = 0.0734(In/Hr) Area averaged Pervious ratio (Ap) = 0.1000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 303.000 to Point/Station 304.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.367(In/Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1064.500(Ft.) Bottom (of initial area) elevation = 1060.000(Ft.) Difference in elevation = 4.500(Ft.) Slope = 0.00450 s(%)= 0.45 TC = k(0.389)*((length^3)/(elevation change)]^0.2 Initial area time of concentration = 18.168 min. Rainfall intensity = 2.247(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.753 Subarea runoff = 13.535(CFS) Total initial stream area = 8.000(Ac.) Pervious area fraction = 0.500 Initial area Fm value = 0.367(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 304.000 to Point/Station 304.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number Stream flow area = Runoff from this stream Time of concentration = Rainfall intensity = Area averaged loss rate Area averaged Pervious Summary of stream data: Stream Flow rate No. (CFS) 8.000(Ac.) 13.535(CFS) 18.17 min. 2.247(In/Hr) (Fm) = 0.3670(In/Hr) ratio (Ap) = 0.5000 TC Rainfall Intensity (min) (In/Hr) 1 39.297 18.79 2.202 14wr 2 13.535 18.17 2.247 354 Qmax(1) _ Qmax(2) _ 1.000 * 1.000 * 39.297) + 0.976 * 1.000 * 13.535) + = 52.509 1.021 * 0.967 * 39.297) + 1.000 * 1.000 * 13.535) + = 52.334 Total of 2 streams to confluence: Flow rates before confluence point: 39.297 13.535 Maximum flow rates at confluence using above data: 52.509 52.334 Area of streams before confluence: 19.500 8.000 Effective area values after confluence: 27.500 26.856 Results of confluence: Total flow rate = 52.509(CFS) Time of concentration = 18.789 min. Effective stream area after confluence = 27.500(Ac.) Stream Area average Pervious fraction(Ap) = 0.216 Stream Area average soil loss rate(Fm) = 0.159(In/Hr) Study area (this main stream) = 27.50(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 65.000 to Point/Station 66.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ,.., Upstream point/station elevation = 1051.700(Ft.) Downstream point/station elevation = 1048.400(Ft.) Pipe length = 660.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 52.509(CFS) Given pipe size = 48.00(In.) Calculated individual pipe flow = 52.509(CFS) Normal flow depth in pipe = 24.47(In.) Flow top width inside pipe = 47.99(In.) Critical Depth = 26.14(In.) Pipe flow velocity = 8.15(Ft/s) Travel time through pipe = 1.35 min. Time of concentration (TC) = 20.14 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 66.000 to Point/Station 66.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 27.500(Ac.) Runoff from this stream = 52.509(CFS) Time of concentration = 20.14 min. Rainfall intensity = 2.112(In/Hr) Area averaged loss rate (Fm) = 0.1588(In/Hr) Area averaged Pervious ratio (Ap) = 0.2164 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 305.000 to Point/Station 306.000 **** INITIAL AREA EVALUATION **** SCHOOL subarea 355 �w.. Decimal fraction soil group A = 0.000 r+' Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.440(In/Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1062.000(Ft.) Bottom (of initial area) elevation = 1055.400(Ft.) Difference in elevation = 6.600(Ft.) Slope = 0.00660 s(%)= 0.66 TC = k(0.412)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 17.823 min. Rainfall intensity = 2.273(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.726 Subarea runoff = 13.193(CFS) Total initial stream area = 8.000(Ac.) Pervious area fraction = 0.600 Initial area Fm value = 0.440(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 306.000 to Point/Station 306.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 8.000(Ac.) Runoff from this stream = 13.193(CFS) Time of concentration = 17.82 min. Rainfall intensity = 2.273(In/Hr) Area averaged loss rate (Fm) = 0.4404(In/Hr) Area averaged Pervious ratio (Ap) = 0.6000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 307.000 to Point/Station 308.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.367(In/Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1070.100(Ft.) Bottom (of initial area) elevation = 1065.100(Ft.) Difference in elevation = 5.000(Ft.) Slope = 0.00500 s(%)= 0.50 TC = k(0.389)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 17.789 min. Rainfall intensity = 2.275(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.755 Subarea runoff = 8.588(CFS) Total initial stream area = 5.000(Ac.) Pervious area fraction = 0.500 rrr Initial area Fm value = 0.367(In/Hr) S 5e, ,0-1- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 308.000 to Point/Station 309.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1065.100(Ft.) End of street segment elevation = 1062.700(Ft.) Length of street segment = 650.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [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 = 1.500(Ft.) Gutter hike from flowline = 1.500(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 = 17.176(CFS) Depth of flow = 0.499(Ft.), Average velocity = 2.073(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 = 2.07(Ft/s) Travel time = 5.23 min. TC = 23.02 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.367(In/Hr) Rainfall intensity = 1.950(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.731 Subarea runoff = 12.777(CFS) for 10.000(Ac.) Total runoff = 21.365(CFS) Effective area this stream = 15.00(Ac.) Total Study Area (Main Stream No. 1) = 50.50(Ac.) Area averaged Fm value = 0.367(In/Hr) Street flow at end of street = 21.365(CFS) Half street flow at end of street = 10.682(CFS) Depth of flow = 0.528(Ft.), Average velocity = 2.260(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 309.000 to Point/Station 310.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1062.700(Ft.) End of street segment elevation = 1055.400(Ft.) Length of street segment = 1450.000(Ft.) ., Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) 357 Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 ►' 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 = 1.500(Ft.) Gutter hike from flowline = 1.500(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 = 0.566(Ft.), Average velocity = Note: depth of flow exceeds top of street crown. Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 20.000(Ft.) Flow velocity = 2.92(Ft/s) Travel time = 8.29 min. TC = 31.31 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 32.047(CFS) 2.915(Ft/s) Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.367(In/Hr) Rainfall intensity = 1.621(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.696 Subarea runoff = 12.494(CFS) for 15.000(Ac.) Total runoff = 33.859(CFS) Effective area this stream = 30.00(Ac.) 1wr' Total Study Area (Main Stream No. 1) = 65.50(Ac.) Area averaged Fm value = 0.367(In/Hr) Street flow at end of street = 33.859(CFS) Half street flow at end of street = 16.929(CFS) Depth of flow = 0.576(Ft.), Average velocity = 2.980(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 310.000 to Point/Station 310.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 3 Stream flow area = 30.000(Ac.) Runoff from this stream = 33.859(CFS) Time of concentration = 31.31 min. Rainfall intensity = 1.621(In/Hr) Area averaged loss rate (Fm) = 0.3670(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 52.509 20.14 2.112 2 13.193 17.82 2.273 3 33.859 31.31 1.621 +' Qmax(l) _ 358 1.000 * 1.000 * 52.509) + 0.912 * 1.000 * 13.193) + ' 1.392 * 0.643 * 33.859) + = 94.859 Qmax(2) _ 1.082 * 0.885 * 52.509) + 1.000 * 1.000 * 13.193) + 1.520 * 0.569 * 33.859) + = 92.783 Qmax(3) _ 0.749 * 1.000 * 52.509) + 0.644 * 1.000 * 13.193) + 1.000 * 1.000 * 33.859) + = 81.665 Total of 3 streams to confluence: Flow rates before confluence point: 52.509 13.193 33.859 Maximum flow rates at confluence using above data: 94.859 92.783 81.665 Area of streams before confluence: 27.500 8.000 30.000 Effective area values after confluence: 54.799 49.419 65.500 Results of confluence: Total flow rate = 94.859(CFS) Time of concentration = 20.139 min. Effective stream area after confluence = 54.799(Ac.) Stream Area average Pervious fraction(Ap) = 0.393 Stream Area average soil loss rate(Fm) = 0.289(In/Hr) Study area (this main stream) = 65.50(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ mow+" Process from Point/Station 66.000 to Point/Station 67.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1048.400(Ft.) Downstream point/station elevation = 1044.600(Ft.) Pipe length = 760.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 94.859(CFS) Given pipe size = 54.00(In.) Calculated individual pipe flow = 94.859(CFS) Normal flow depth in pipe = 32.72(In.) Flow top width inside pipe = 52.77(In.) Critical Depth = 34.30(In.) Pipe flow velocity = 9.41(Ft/s) Travel time through pipe = 1.35 min. Time of concentration (TC) = 21.49 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 67.000 to Point/Station 67.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 54.799(Ac.) Runoff from this stream = 94.859(CFS) Time of concentration = 21.49 min. Rainfall intensity = 2.032(In/Hr) Area averaged loss rate (Fm) = 0.2885(In/Hr) Area averaged Pervious ratio (Ap) = 0.3931 351 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 311.000 to Point/Station 312.000 ,r **** INITIAL AREA EVALUATION **** RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.367(In/Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1062.400(Ft.) Bottom (of initial area) elevation = 1057.400(Ft.) Difference in elevation = 5.000(Ft.) Slope = 0.00500 s(%)= 0.50 TC = k(0.389)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 17.789 min. Rainfall intensity = 2.275(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.755 Subarea runoff = 13.741(CFS) Total initial stream area = 8.000(Ac.) Pervious area fraction = 0.500 Initial area Fm value = 0.367(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 312.000 to Point/Station 313.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** rr' Top of street segment elevation = 1057.400(Ft.) End of street segment elevation = 1052.600(Ft.) Length of street segment = 960.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [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 = 1.500(Ft.) Gutter hike from flowline = 1.500(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 = 20.611(CFS) Depth of flow = 0.502(Ft.), Average velocity = 2.442(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 = 2.44(Ft/s) Travel time = 6.55 min. TC = 24.34 min. Adding area flow to street SCHOOL subarea Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 3(.a Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.440(In/Hr) Rainfall intensity = 1.885(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.707 Subarea runoff = 7.592(CFS) for 8.000(Ac.) Total runoff = 21.333(CFS) Effective area this stream = 16.00(Ac.) Total Study Area (Main Stream No. 1) = 81.50(Ac.) Area averaged Fm value = 0.404(In/Hr) Street flow at end of street = 21.333(CFS) Half street flow at end of street = 10.666(CFS) Depth of flow = 0.507(Ft.), Average velocity = 2.475(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 313.000 to Point/Station 313.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 16.000(Ac.) Runoff from this stream = 21.333(CFS) Time of concentration = 24.34 min. Rainfall intensity = 1.885(In/Hr) Area averaged loss rate (Fm) = 0.4037(In/Hr) Area averaged Pervious ratio (Ap) = 0.5500 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 94.859 21.49 2.032 2 21.333 24.34 1.885 Qmax(1) _ 1.000 * 1.000 * 94.859) + 1.099 * 0.883 * 21.333) + = 115.552 Qmax(2) _ 0.916 * 1.000 * 94.859) + 1.000 * 1.000 * 21.333) + = 108.212 Total of 2 streams to confluence: Flow rates before confluence point: 94.859 21.333 Maximum flow rates at confluence using above data: 115.552 108.212 Area of streams before confluence: 54.799 16.000 Effective area values after confluence: 68.921 70.799 Results of confluence: Total flow rate = 115.552(CFS) Time of concentration = 21.485 min. Effective stream area after confluence = 68.921(Ac.) Stream Area average Pervious fraction(Ap) = 0.429 Stream Area average soil loss rate(Fm) = 0.315(In/Hr) Study area (this main stream) = 70.80(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 3(4t Process from Point/Station 67.000 to Point/Station 68.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1044.600(Ft.) Downstream point/station elevation = 1040.800(Ft.) Pipe length = 760.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 115.552(CFS) Given pipe size = 60.00(In.) Calculated individual pipe flow = 115.552(CFS) Normal flow depth in pipe = 34.45(In.) Flow top width inside pipe = 59.34(In.) Critical Depth = 36.80(In.) Pipe flow velocity = 9.91(Ft/s) Travel time through pipe = 1.28 min. Time of concentration (TC) = 22.76 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 68.000 to Point/Station 68.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Effective stream flow area = 68.921(Ac.) Total study area this main stream = 81.500(Ac.) Runoff from this stream = 115.552(CFS) Time of concentration = 22.76 min. Rainfall intensity = 1.962(In/Hr) Area averaged loss rate (Fm) = 0.3146(In/Hr) Area averaged Pervious ratio (Ap) = 0.4286 Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 314.000 to Point/Station 315.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.367(In/Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1079.500(Ft.) Bottom (of initial area) elevation = 1074.500(Ft.) Difference in elevation = 5.000(Ft.) Slope = 0.00500 s(%)= 0.50 TC = k(0.389)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 17.789 min. Rainfall intensity = 2.275(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.755 Subarea runoff = 8.588(CFS) Total initial stream area = 5.000(Ac.) Pervious area fraction = 0.500 Initial area Fm value = 0.367(In/Hr) ,,.++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 36� Process from Point/Station 315.000 to Point/Station 318.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1074.500(Ft.) End of street segment elevation = 1069.500(Ft.) Length of street segment = 1000.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on (21 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 = 1.500(Ft.) Gutter hike from flowline = 1.500(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 = 15.888(CFS) Depth of flow = 0.465(Ft.), Average velocity = 2.269(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 18.520(Ft.) Flow velocity = 2.27(Ft/s) Travel time = 7.35 min. TC = 25.13 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.367(In/Hr) Rainfall intensity = 1.849(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.721 Subarea runoff = 9.421(CFS) for 8.500(Ac.) Total runoff = 18.009(CFS) Effective area this stream = 13.50(Ac.) Total Study Area (Main Stream No. 2) = 13.50(Ac.) Area averaged Fm value = 0.367(In/Hr) Street flow at end of street = 18.009(CFS) Half street flow at end of street = 9.005(CFS) Depth of flow = 0.484(Ft.), Average velocity = 2.340(Ft/s) Flow width (from curb towards crown)= 19.433(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 318.000 to Point/Station 318.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 13.500(Ac.) Runoff from this stream = 18.009(CFS) Time of concentration = 25.13 min. Rainfall intensity = 1.849(In/Hr) Area averaged loss rate (Fm) = 0.3670(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 *ow'++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 3e.3 Process from Point/Station 316.000 to Point/Station 317.000 '000'* **** INITIAL AREA EVALUATION **** RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.367(In/Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1079.500(Ft.) Bottom (of initial area) elevation = 1074.500(Ft.) Difference in elevation = 5.000(Ft.) Slope = 0.00500 s(%)= 0.50 TC = k(0.389)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 17.789 min. Rainfall intensity = 2.275(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.755 Subarea runoff = 8.588(CFS) Total initial stream area = 5.000(Ac.) Pervious area fraction = 0.500 Initial area Fm value = 0.367(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 317.000 to Point/Station 318.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** 000" Top of street segment elevation = 1074.500(Ft.) %Nor End of street segment elevation = 1069.500(Ft.) Length of street segment = 1000.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [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 = 1.500(Ft.) Gutter hike from flowline = 1.500(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 = 16.317(CFS) Depth of flow = 0.469(Ft.), Average velocity = 2.284(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 18.711(Ft.) Flow velocity = 2.28(Ft/s) Travel time = 7.30 min. TC = 25.09 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.367(In/Hr) Now Rainfall intensity = 1.851(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.722 ✓ Subarea runoff = 10.115(CFS) for 9.000(Ac.) Total runoff = 18.703(CFS) Effective area this stream = 14.00(Ac.) Total Study Area (Main Stream No. 2) = 27.50(Ac.) Area averaged Fm value = 0.367(In/Hr) Street flow at end of street = 18.703(CFS) Half street flow at end of street = 9.351(CFS) Depth of flow = 0.489(Ft.), Average velocity = 2.362(Ft/s) Flow width (from curb towards crown)= 19.717(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 318.000 to Point/Station 318.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 14.000(Ac.) Runoff from this stream = 18.703(CFS) Time of concentration = 25.09 min. Rainfall intensity = 1.851(In/Hr) Area averaged loss rate (Fm) = 0.3670(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 18.009 25.13 1.849 2 18.703 25.09 1.851 Qmax(1) _ 1.000 * 1.000 * 18.009) + 0.999 * 1.000 * 18.703) + = 36.685 Qmax(2) _ 1.001 * 0.998 * 18.009) + 1.000 * 1.000 * 18.703) + = 36.703 Total of 2 streams to confluence: Flow rates before confluence point: 18.009 18.703 Maximum flow rates at confluence using above data: 36.685 36.703 Area of streams before confluence: 13.500 14.000 Effective area values after confluence: 27.500 27.474 Results of confluence: Total flow rate = 36.703(CFS) Time of concentration = 25.087 min. Effective stream area after confluence = 27.474(Ac.) Stream Area average Pervious fraction(Ap) = 0.500 Stream Area average soil loss rate(Fm) = 0.367(In/Hr) Study area (this main stream) = 27.50(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 318.000 to Point/Station 319.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** 'err' Top of street segment elevation = 1069.500(Ft.) A End of street segment elevation = 1063.000(Ft.) Length of street segment = 1300.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) N Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 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 = 1.500(Ft.) Gutter hike from flowline = 1.500(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 = 0.648(Ft.), Average velocity = Note: depth of flow exceeds top of street crown. Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 20.000(Ft.) Flow velocity = 3.44(Ft/s) Travel time = 6.29 min. TC = 31.38 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 49.061(CFS) 3.444(Ft/s) Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.367(In/Hr) Rainfall intensity = 1.619(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.696 Subarea runoff = 15.091(CFS) for 18.500(Ac.) Total runoff = 51.795(CFS) Effective area this stream = 45.97(Ac.) Total Study Area (Main Stream No. 2) = 46.00(Ac Area averaged Fm value = 0.367(In/Hr) Street flow at end of street = 51.795(CFS) Half street flow at end of street = 25.897(CFS) Depth of flow = 0.659(Ft.), Average velocity = 3.519(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 319.000 to Point/Station 68.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1054.800(Ft.) Downstream point/station elevation = 1041.800(Ft.) Pipe length = 900.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 51.795(CFS) Given pipe size = 48.00(In.) Calculated individual pipe flow = 51.795(CFS) Normal flow depth in pipe = 18.02(In.) Flow top width inside pipe = 46.49(In.) Critical Depth = 25.91(In.) Pipe flow velocity = 12.01(Ft/s) Travel time through pipe = 1.25 min. R-5 Time of concentration (TC) = 32.63 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 68.000 to Point/Station 68.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Effective stream flow area = 45.974(Ac.) Total study area this main stream = 46.000(Ac.) Runoff from this stream = 51.795(CFS) Time of concentration = 32.63 min. Rainfall intensity = 1.581(In/Hr) Area averaged loss rate (Fm) = 0.3670(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 115.552 22.76 1.962 2 51.795 32.63 1.581 Qmax(1) _ 1.000 * 1.000 * 115.552) + 1.314 * 0.698 * 51.795) + = 163.034 Qmax(2) _ 0.769 * 1.000 * 115.552) + 1.000 * 1.000 * 51.795) + = 140.618 Total of 2 main streams to confluence: Flow rates before confluence point: 116.552 52.795 Maximum flow rates at confluence using above data: 163.034 140.618 Effective Area of streams before confluence: 68.921 45.974 Effective area values after confluence: 100.998 114.895 Results of confluence: Total flow rate = 163.034(CFS) Time of concentration = 22.764 min. Effective stream area after confluence = 100.998(Ac.) Stream Area average Pervious fraction(Ap) = 0.457 Stream Area average soil loss rate(Fm) = 0.336(In/Hr) Steam effective area = 114.90(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 68.000 to Point/Station 68.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 100.998(Ac.) Runoff from this stream = 163.034(CFS) Time of concentration = 22.76 min. Rainfall intensity = 1.962(In/Hr) wr' Area averaged loss rate (Fm) = 0.3355(In/Hr) 5q Area averaged Pervious ratio (Ap) = 0.4572 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 320.000 to Point/Station 321.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.367(In/Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1057.100(Ft.) Bottom (of initial area) elevation = 1052.100(Ft.) Difference in elevation = 5.000(Ft.) Slope = 0.00500 s(%)= 0.50 TC = k(0.389)*[(length^3)/(elevation change) ]^0.2 Initial area time of concentration = 17.789 min. Rainfall intensity = 2.275(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.755 Subarea runoff = 11.164(CFS) Total initial stream area = 6.500(Ac.) Pervious area fraction = 0.500 Initial area Fm value = 0.367(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 321.000 to Point/Station 321.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 6.500(Ac.) Runoff from this stream = 11.164(CFS) Time of concentration = 17.79 min. Rainfall intensity = 2.275(In/Hr) Area averaged loss rate (Fm) = 0.3670(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++t+++ Process from Point/Station 322.000 to Point/Station 323.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.367 (In/Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1057.100(Ft.) Bottom (of initial area) elevation = 1052.100(Ft.) Difference in elevation = 5.000(Ft.) Slope = 0.00500 s(%)= 0.50 TC = k(0.389)*[(length^3)/(elevation change)]^0.2 349 Initial area time of concentration = 17.789 min. Rainfall intensity = 2.275(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.755 Subarea runoff = 8.588(CFS) Total initial stream area = 5.000(Ac.) Pervious area fraction = 0.500 Initial area Fm value = 0.367(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 323.000 to Point/Station 323.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 3 Stream flow area = 5.000(Ac.) Runoff from this stream = 8.588(CFS) Time of concentration = 17.79 min. Rainfall intensity = 2.275(In/Hr) Area averaged loss rate (Fm) = 0.3670(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 163.034 22.76 1.962 2 11.164 17.79 2.275 3 8.588 17.79 2.275 Qmax(1) _ 1.000 * 1.000 * 163.034) + 0.836 * 1.000 * 11.164) + 0.836 * 1.000 * 8.588) + = 179.547 Qmax(2) _ 1.192 * 0.781 * 163.034) + 1.000 * 1.000 * 11.164) + 1.000 * 1.000 * 8.588) + = 171.663 Qmax(3) _ 1.192 * 0.781 * 163.034) + 1.000 * 1.000 * 11.164) + 1.000 * 1.000 * 8.588) + = 171.663 Total of 3 streams to confluence: Flow rates before confluence point: 163.034 11.164 8.588 Maximum flow rates at confluence using above data: 179.547 171.663 171.663 Area of streams before confluence: 100.998 6.500 5.000 Effective area values after confluence: 112.498 90.426 90.426 Results of confluence: Total flow rate = 179.547(CFS) Time of concentration = 22.764 min. Effective stream area after confluence = 112.498(Ac.) Stream Area average Pervious fraction(Ap) = 0.462 Stream Area average soil loss rate(Fm) = 0.339(In/Hr) Study area (this main stream) = 112.50(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 3G5 Process from Point/Station 68.000 to Point/Station 69.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1040.800(Ft.) Downstream point/station elevation = 1038.800(Ft.) Pipe length = 400.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 179.547(CFS) Given pipe size = 84.00(In.) Calculated individual pipe flow = 179.547(CFS) Normal flow depth in pipe = 36.80(In.) Flow top width inside pipe = 83.35(In.) Critical Depth = 41.80(In.) Pipe flow velocity = 11.06(Ft/s) Travel time through pipe = 0.60 min. Time of concentration (TC) = 23.37 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 69.000 to Point/Station 69.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 112.498(Ac.) Runoff from this stream = 179.547(CFS) Time of concentration = 23.37 min. Rainfall intensity = 1.932(In/Hr) Area averaged loss rate (Fm) = 0.3387(In/Hr) Area averaged Pervious ratio (Ap) = 0.4615 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 324.000 to Point/Station 325.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.367(In/Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1055.000(Ft.) Bottom (of initial area) elevation = 1050.000(Ft.) Difference in elevation = 5.000(Ft.) Slope = 0.00500 s(%)= 0.50 TC = k(0.389)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 17.789 min. Rainfall intensity = 2.275(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.755 Subarea runoff = 13.741(CFS) Total initial stream area = 8.000(Ac.) Pervious area fraction = 0.500 Initial area Fm value = 0.367(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 325.000 to Point/Station 325.000 **** CONFLUENCE OF MINOR STREAMS **** @4 @q C� Along Main Stream number: 1 in normal stream number 2 Stream flow area = 8.000(Ac.) Runoff from this stream = 13.741(CFS) Time of concentration = 17.79 min. Rainfall intensity = 2.275(In/Hr) Area averaged loss rate (Fm) = 0.3670(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 326.000 to Point/Station 327.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.367(In/Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1055.000(Ft.) Bottom (of initial area) elevation = 1050.000(Ft.) Difference in elevation = 5.000(Ft.) Slope = 0.00500 s(%)= 0.50 TC = k(0.389)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 17.789 min. Rainfall intensity = 2.275(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.755 Subarea runoff = 12.023(CFS) Total initial stream area = 7.000(Ac.) Pervious area fraction = 0.500 Initial area Fm value = 0.367(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 327.000 to Point/Station 327.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 3 Stream flow area = 7.000(Ac.) Runoff from this stream = 12.023(CFS) Time of concentration = 17.79 min. Rainfall intensity = 2.275(In/Hr) Area averaged loss rate (Fm) = 0.3670(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 Summary of stream data: Stream Flow rate TC No. (CFS) (min) 1 179.547 2 13.741 3 12.023 Qmax(1) _ 1.000 * 0.820 * 0.820 * Qmax(2) _ 23.37 17.79 17.79 Rainfall Intensity (In/Hr) 1.932 2.275 2.275 1.000 * 179.547) + 1.000 * 13.741) + 1.000 * 12.023) + = 200.674 37C 9 1.216 * 0.761 * 179.547) + 1.000 * 1.000 * 13.741) + 1.000 * 1.000 * 12.023) + = 191.922 Qmax(3) _ 1.216 * 0.761 * 179.547) + 1.000 * 1.000 * 13.741) + 1.000 * 1.000 * 12.023) + = 191.922 Total of 3 streams to confluence: Flow rates before confluence point: 179.547 13.741 12.023 Maximum flow rates at confluence using above data: 200.674 191.922 191.922 Area of streams before confluence: 112.498 8.000 7.000 Effective area values after confluence: 127.498 100.646 100.646 Results of confluence: Total flow rate = 200.674(CFS) Time of concentration = 23.366 min. Effective stream area after confluence = 127.498(Ac.) Stream Area average Pervious fraction(Ap) = 0.466 Stream Area average soil loss rate(Fm) = 0.342(In/Hr) Study area (this main stream) = 127.50(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 69.000 to Point/Station 70.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1038.800(Ft.) Downstream point/station elevation = 1034.600(Ft.) Pipe length = 880.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 200.674(CFS) Given pipe size = 96.00(In.) Calculated individual pipe flow = 200.674(CFS) Normal flow depth in pipe = 37.22(In.) Flow top width inside pipe = 93.55(In.) Critical Depth = 42.53(In.) Pipe flow velocity = 11.14(Ft/s) Travel time through pipe = 1.32 min. Time of concentration (TC) = 24.68 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 70.000 to Point/Station 70.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 127.498(Ac.) Runoff from this stream = 200.674(CFS) Time of concentration = 24.68 min. Rainfall intensity = 1.869(In/Hr) Area averaged loss rate (Fm) = 0.3421(In/Hr) Area averaged Pervious ratio (Ap) = 0.4661 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 328.000 to Point/Station 329.000 **** INITIAL AREA EVALUATION **** 312 RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.367(In/Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1057.800(Ft.) Bottom (of initial area) elevation = 1052.800(Ft.) Difference in elevation = 5.000(Ft.) Slope = 0.00500 s(%)= 0.50 TC = k(0.389)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 17.789 min. Rainfall intensity = 2.275(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.755 Subarea runoff = 8.588(CFS) Total initial stream area = 5.000(Ac.) Pervious area fraction = 0.500 Initial area Fm value = 0.367(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 329.000 to Point/Station 330.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1052.800(Ft.) End of street segment elevation = 1048.800(Ft.) Length of street segment = 800.000(Ft.) ."" Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [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 = 1.500(Ft.) Gutter hike from flowline = 1.500(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 = 18.893(CFS) Depth of flow = 0.491(Ft.), Average velocity = 2.368(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 19.793(Ft.) Flow velocity = 2.37(Ft/s) Travel time = 5.63 min. TC = 23.42 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.367(In/Hr) Rainfall intensity = 1.929(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified ' rational method)(Q=KCIA) is C = 0.729 r Subarea runoff = 15.316(CFS) for 12.000(Ac.) 373 Total runoff = 23.904(CFS) too*- Effective area this stream = 17.00(Ac.) Total Study Area (Main Stream No. 1) = 89.50(Ac.) Area averaged Fm value = 0.367(In/Hr) Street flow at end of street = 23.904(CFS) Half street flow at end of street = 11.952(CFS) Depth of flow = 0.522(Ft.), Average velocity = 2.590(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 330.000 to Point/Station 331.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1048.800(Ft.) End of street segment elevation = 1045.500(Ft.) Length of street segment = 660.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [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 = 1.500(Ft.) Gutter hike from flowline = 1.500(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 = 35.856(CFS) 41r' Depth of flow = 0.586(Ft.), Average velocity = 3.042(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 = 3.04(Ft/s) Travel time = 3.62 min. TC = 27.04 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.367(In/Hr) Rainfall intensity = 1.770(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.713 Subarea runoff = 19.031(CFS) for 17.000(Ac.) Total runoff = 42.935(CFS) Effective area this stream = 34.00(Ac.) Total Study Area (Main Stream No. 1) = 106.50(Ac.) Area averaged Fm value = 0.367(In/Hr) Street flow at end of street = 42.935(CFS) Half street flow at end of street = 21.467(CFS) Depth of flow = 0.620(Ft.), Average velocity = 3.267(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 20.000(Ft.) O 37A ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 331.000 to Point/Station 70.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1038.600(Ft.) Downstream point/station elevation = 1034.600(Ft.) Pipe length = 800.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 42.935(CFS) Given pipe size = 42.00(In.) Calculated individual pipe flow = 42.935(CFS) Normal flow depth in pipe = 23.53(In.) Flow top width inside pipe = 41.69(In.) Critical Depth = 24.51(In.) Pipe flow velocity = 7.74(Ft/s) Travel time through pipe = 1.72 min. Time of concentration (TC) = 28.76 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 70.000 to Point/Station 70.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 34.000(Ac.) Runoff from this stream = 42.935(CFS) Time of concentration = 28.76 min. Rainfall intensity = 1.706(In/Hr) Area averaged loss rate (Fm) = 0.3670(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 332.000 to Point/Station 333.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1053.200(Ft.) Bottom (of initial area) elevation = 1048.200(Ft.) Difference in elevation = 5.000(Ft.) Slope = 0.00500 s(%)= 0.50 TC = k(0.389)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 17.789 min. Rainfall intensity = 2.275(In/Hr) for a 25.0 Effective runoff coefficient used for area (Q=KCIA) Subarea runoff = 8.588(CFS) Total initial stream area = 5.000(Ac.) Pervious area fraction = 0.500 Initial area Fm value = 0.367(In/Hr) 0.367(In/Hr) year storm is C = 0.755 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 333.000 to Point/Station 334.000 s **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** 3?c A00%. Top of street segment elevation = 1048.200(Ft.) End of street segment elevation = 1045.600(Ft.) Length of street segment = 520.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [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 = 1.500(Ft.) Gutter hike from flowline = 1.500(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 = 15.458(CFS) Depth of flow = 0.462(Ft.), Average velocity = 2.254(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 18.326(Ft.) Flow velocity = 2.25(Ft/s) Travel time = 3.85 min. TC = 21.63 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.367 (In/Hr) Rainfall intensity = 2.023(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.737 Subarea runoff = 10.791(CFS) for 8.000(Ac.) Total runoff = 19.379(CFS) Effective area this stream = 13.00(Ac.) Total Study Area (Main Stream No. 1) = 119.50(Ac.) Area averaged Fm value = 0.367(In/Hr) Street flow at end of street = 19.379(CFS) Half street flow at end of street = 9.689(CFS) Depth of flow = 0.495(Ft.), Average velocity = 2.383(Ft/s) Flow width (from curb towards crown)= 19.986(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 334.000 to Point/Station 334.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 3 Stream flow area = 13.000(Ac.) Runoff from this stream = 19.379(CFS) Time of concentration = 21.63 min. Rainfall intensity = 2.023(In/Hr) Area averaged loss rate (Fm) = 0.3670(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 335.000 to Point/Station 336.000 **** INITIAL AREA EVALUATION **** 314 RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.367(In/Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1053.200(Ft.) Bottom (of initial area) elevation = 1048.200(Ft.) Difference in elevation = 5.000(Ft.) Slope = 0.00500 s(%)= 0.50 TC = k(0.389)*[(length^3)/(elevation change) ]^0.2 Initial area time of concentration = 17.789 min. Rainfall intensity = 2.275(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.755 Subarea runoff = 10.306(CFS) Total initial stream area = 6.000(Ac.) Pervious area fraction = 0.500 Initial area Fm value = 0.367(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 336.000 to Point/Station 337.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1048.200(Ft.) End of street segment elevation = 1045.600(Ft.) ,Nw., Length of street segment = 520.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [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 = 1.500(Ft.) Gutter hike from flowline = 1.500(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 = 21.470(CFS) Depth of flow = 0.508(Ft.), Average velocity = 2.482(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 = 2.48(Ft/s) Travel time = 3.49 min. TC = 21.28 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.367(In/Hr) Rainfall intensity = 2.043(In/Hr) for a 25.0 year storm C Effective runoff coefficient used for area,(total area with modified 377 rational method)(Q=KCIA) is C = 0.738 Subarea runoff = 18.361(CFS) for 13.000(Ac.) Total runoff = 28.667(CFS) Effective area this stream = 19.00(Ac.) Total Study Area (Main Stream No. 1) = 138.50(Ac.) Area averaged Fm value = 0.367(In/Hr) Street flow at end of street = 28.667(CFS) Half street flow at end of street = 14.333(CFS) Depth of flow = 0.549(Ft.), Average velocity = 2.783(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 337.000 to Point/Station 337.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 4 Stream flow area = 19.000(Ac.) Runoff from this stream = 28.667(CFS) Time of concentration = 21.28 min. Rainfall intensity = 2.043(In/Or3670(In/Hr) Area averaged loss rate (Fm) _ Area averaged Pervious ratio (Ap) = 0.5000 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 200.674 24.68 1.869 2 42.935 28.76 1.706 3 19.379 21.63 2.023 4 28.667 21.28 2.043 Qmax(1) _ 1.000 * 1.000 * 200.674) + 1.122 * 0.858 * 42.935) + 0.907 * 1.000 * 19.379) + 0.896 * 1.000 * 28.667) + = 285.304 Qmax(2) _ 0.893 * 1.000 * 200.674) + 1.000 * 1.000 * 42.935) + 0.808 * 1.000 * 19.379) + 0.799 * 1.000 * 28.667) + = 260.649 Qmax(3) _ 1.101 * 0.876 * 200.674) + 1.237 * 0.752 * 42.935) + 1.000 * 1.000 * 19.379) + 0.988 * 1.000 * 28.667) + = 281.275 Qmax(4) _ 1.114 * 0.862 * 200.674) + 1.252 * 0.740 * 42.935) + 1.012 * 0.984 * 19.379) + _ 280.471 1.000 * 1.000 28.667) Total of 4 streams to confluence: Flow rates before confluence point: 200.674 42.935 19.379 28.667 Maximum flow rates at confluence using above data: 285.304 260.649 281.275 280.471 Area of streams before confluence: Sig 127.498 34.000 13.000 19.000 Effective area values after confluence: 188.681 193.498 169.329 166.874 Results of confluence: Total flow rate = 285.304(CFS) Time of concentration = 24.684 min. Effective stream area after confluence = 188.681(Ac.) Stream Area average Pervious fraction(Ap) = 0.478 Stream Area average soil loss rate(Fm) = 0.351(In/Hr) Study area (this main stream) = 193.50(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 70.000 to Point/Station 71.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1034.600(Ft.) Downstream point/station elevation = 1030.600(Ft.) Pipe length = 800.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 285.304(CFS) Given pipe size = 102.00(In.) Calculated individual pipe flow = 285.304(CFS) Normal flow depth in pipe = 43.36(In.) Flow top width inside pipe = 100.85(In.) Critical Depth = 50.20(In.) Pipe flow velocity = 12.41(Ft/s) Travel time through pipe = 1.07 min. Time of concentration (TC) = 25.76 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 71.000 to Point/Station 71.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 188.681(Ac.) Runoff from this stream = 285.304(CFS) Time of concentration = 25.76 min. Rainfall intensity = 1.822(In/Hr) Area averaged loss rate (Fm) = 0.3506(In/Hr) Area averaged Pervious ratio (Ap) = 0.4776 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 338.000 to Point/Station 339.000 **** INITIAL AREA EVALUATION **** COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 0.073(In/Hr) Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1056.000(Ft.) Bottom (of initial area) elevation = 1051.000(Ft.) Difference in elevation = 5.000(Ft.) Slope = 0.00500 s(%)= 0.50 TC = k(0.304)*[(length^3)/(elevation change)]^0.2 $11 Initial area time of concentration = 13.902 min. Rainfall intensity = 2.638(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.875 Subarea runoff = 11.541(CFS) Total initial stream area = 5.000(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.073(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 339.000 to Point/Station 340.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1051.000(Ft.) End of street segment elevation = 1048.600(Ft.) Length of street segment = 480.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [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 = 1.500(Ft.) Gutter hike from flowline = 1.500(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 = 21.929(CFS) Depth of flow = 0.511(Ft.), Average velocity = 2.503(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 = 2.50(Ft/s) Travel time = 3.20 min. TC = 17.10 min. Adding area flow to street COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.073(In/Hr) Rainfall intensity = 2.330(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.872 Subarea runoff = 16.893(CFS) for 9.000(Ac.) Total runoff = 28.434(CFS) Effective area this stream = 14.00(Ac.) Total Study Area (Main Stream No. 1) = 152.50(Ac.) Area averaged Fm value = 0.073(In/Hr) Street flow at end of street = 28.434(CFS) Half street flow at end of street = 14.217(CFS) Depth of flow = 0.548(Ft.), Average velocity = 2.775(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 20.000(Ft.) ?40`"°++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 340.000 to Point/Station 340.000 IN **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 14.000(Ac.) Runoff from this stream = 28.434(CFS) Time of concentration = 17.10 min. Rainfall intensity = 2.330(In/Hr) Area averaged loss rate (Fm) = 0.0734(In/Hr) Area averaged Pervious ratio (Ap) = 0.1000 Summary of stream data: Stream Flow rate TC No. (CFS) (min) 1 2 Qmax(1) Qmax(2) 285.304 28.434 1.000 * 0.775 * 1.345 * 1.000 * 25.76 17.10 Rainfall Intensity (In/Hr) 1.822 2.330 1.000 * 285.304) + 1.000 * 28.434) + = 307.340 0.664 * 285.304) + 1.000 * 28.434) + = 283.184 Total of 2 streams to confluence: Flow rates before confluence point: 285.304 28.434 Maximum flow rates at confluence using above data: 307.340 283.184 Area of streams before confluence: 188.681 14.000 Effective area values after confluence: 202.681 139.253 Results of confluence: Total flow rate = 307.340(CFS) Time of concentration = 25.758 min. Effective stream area after confluence = 202.681(Ac.) Stream Area average Pervious fraction(Ap) = 0.452 Stream Area average soil loss rate(Fm) = 0.331(In/Hr) Study area (this main stream) = 202.68(Ac.) End of computations, Total Study Area = 234.00 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. Area averaged pervious area fraction(Ap) = 0.450 Area averaged SCS curve number = 56.0 390 m Ro 45 San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2001 Version 6.4 Rational Hydrology Study Date: 01/13/05 ------------------------------------------------------------------------ FONTANA / LINE P3 HYDROLOGY 25 YEAR STORM JN 04339 ------------------------------------------------------------------------ Hall & Forman, Inc. - SIN 950 ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** ------------------------------------------------------------------------ Rational hydrology study storm event year is 25.0 10 Year storm 1 hour rainfall = 0.930(In.) 100 Year storm 1 hour rainfall = 1.350(In.) Computed rainfall intensity: Storm year = 25.00 1 hour rainfall = 1.097 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 409.000 to Point/Station 410.000 **** INITIAL AREA EVALUATION **** UNDEVELOPED (poor cover) subarea Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 78.00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.404(In/Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1860.000(Ft.) Bottom (of initial area) elevation = 1460.000(Ft.) Difference in elevation = 400.000(Ft.) Slope = 0.40000 s(%)= 40.00 TC = k(0.525)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 9.994 min. Rainfall intensity = 3.216(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.787 Subarea runoff = 18.984(CFS) Total initial stream area = 7.500(Ac.) Pervious area fraction = 1.000 Initial area Fm value = 0.404(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 410.000 to Point/Station 411.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** Estimated mean flow rate at midpoint of channel = 42.397(CFS) Depth of flow = 0.229(Ft.), Average velocity = 9.149(Ft/s) ******* Irregular Channel Data *********** ¢5? Information entered for subchannel number 1 Point number 'X' coordinate 'Y' coordinate 1 0.00 20.00 2 20.00 0.00 3 40.00 0.00 4 60.00 20.00 Manning's 'N' friction factor = 0.035 Sub -Channel flow = 42.397(CFS) ' flow top width = 20.458(Ft.) ' velocity= 9.149(Ft/s) ' area = 4.634(Sq.Ft) Froude number = 3.387 Upstream point elevation = 1460.000(Ft.) Downstream point elevation = 1300.000(Ft.) Flow length = 470.000(Ft.) Travel time = 0.86 min. Time of concentration = 10.85 min. Depth of flow = 0.229(Ft.) Average velocity = 9.149(Ft/s) Total irregular channel flow = 42.397(CFS) Irregular channel normal depth above invert elev. = 0.229(Ft.) Average velocity of channel(s) = 9.149(Ft/s) Sub -Channel No. 1 Critical depth = 0.516(Ft.) ' Critical flow top width = 21.031(Ft.) ' Critical flow velocity= 4.008(Ft/s) ' Critical flow area = 10.578(Sq.Ft) Adding area flow to channel UNDEVELOPED (poor cover) subarea Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 78.00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.404(In/Hr) Rainfall intensity = 3.061(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.781 Subarea runoff = 43.205(CFS) for 18.500(Ac.) Total runoff = 62.188(CFS) Effective area this stream = 26.00(Ac.) Total Study Area (Main Stream No. 1) = 26.00(Ac.) Area averaged Fm value = 0.404(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 411.000 to Point/Station 412.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** Estimated mean flow rate at midpoint of channel = 86.107(CFS) Depth of flow = 0.421(Ft.), Average velocity = 10.005(Ft/s) ******* Irregular Channel Data *********** -------------------------------------------------------------- Information entered for subchannel number 1 : Point number 'X' coordinate 'Y' coordinate 1 0.00 20.00 `, 2 20.00 0.00 3 40.00 0.00 4 60.00 20.00 Manning's 'N' friction factor = 0.035 ----------------------------------------------------------------- Sub-Channel flow = 86.107(CFS) ' I flow top width = 20.843(Ft.) ' ' velocity= 10.005(Ft/s) area = 8.607(Sq.Ft) ' ' Froude number = 2.744 Upstream point elevation = 1300.000(Ft.) Downstream point elevation = 1180.000(Ft.) Flow length = 650.000(Ft.) Travel time = 1.08 min. Time of concentration = 11.93 min. Depth of flow = 0.421(Ft.) Average velocity = 10.005(Ft/s) Total irregular channel flow = 86.107(CFS) Irregular channel normal depth above invert elev. = 0.421(Ft.) Average velocity of channel(s) = 10.005(Ft/s) Sub -Channel No. 1 Critical depth = 0.820(Ft.) ' Critical flow top width = 21.641(Ft.) ' Critical flow velocity= 5.042(Ft/s) Critical flow area = 17.079(Sq.Ft) Adding area flow to channel UNDEVELOPED (poor cover) subarea Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 78.00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.404(In/Hr) Rainfall intensity = 2.891(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.774 Subarea runoff = 40.807(CFS) for 20.000(Ac.) Total runoff = 102.995(CFS) Effective area this stream = 46.00(Ac.) Total Study Area (Main Stream No. 1) = 46.00(Ac.) Area averaged Fm value = 0.404(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 412.000 to Point/Station 77.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1152.000(Ft.) Downstream point/station elevation = 1122.500(Ft.) Pipe length = 450.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 102.995(CFS) Given pipe size = 30.00(In.) Calculated individual pipe flow = 102.995(CFS) Normal flow depth in pipe = 24.09(In.) Flow top width inside pipe = 23.86(In.) Critical depth could not be calculated. Pipe flow velocity = 24.39(Ft/s) Travel time through pipe = 0.31 min. Time of concentration (TC) = 12.24 min. ,�We C� fir+' ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 77.000 to Point/Station 77.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 46.000(Ac.) Runoff from this stream = 102.995(CFS) Time of concentration = 12.24 min. Rainfall intensity = 2.848(In/Hr) Area averaged loss rate (Fm) = 0.4035(In/Hr) Area averaged Pervious ratio (Ap) = 1.0000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 413.000 to Point/Station 414.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= Initial subarea data: Initial area flow distance = 500.000(Ft.) Top (of initial area) elevation = 1163.300(Ft.) Bottom (of initial area) elevation = 1129.000(Ft.) Difference in elevation = 34.300(Ft.) Slope = 0.06860 s(%)= 6.86 TC = k(0.389)*[(length^3)/(elevation change) ]^0.2 0.367(In/Hr) Initial area time of concentration = 7.985 min. Rainfall intensity = 3.679(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.810 Subarea runoff = 13.416(CFS) Total initial stream area = 4.500(Ac.) Pervious area fraction = 0.500 Initial area Fm value = 0.367(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 414.000 to Point/Station 414.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 4.500(Ac.) Runoff from this stream = 13.416(CFS) Time of concentration = 7.98 min. Rainfall intensity = 3.679(In/Hr) Area averaged loss rate (Fm) = 0.3670(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 102.995 12.24 2.848 2 13.416 7.98 3.679 Qmax(1) _ 454 4S5 Qmax(2) _ 1.000 * 1.000 * 102.995) + 0.749 * 1.000 * 13.416) + = 113.041 1.340 * 0.652 * 102.995) + 1.000 * 1.000 * 13.416) + = 103.473 Total of 2 streams to confluence: Flow rates before confluence point: 102.995 13.416 Maximum flow rates at confluence using above data: 113.041 103.473 Area of streams before confluence: 46.000 4.500 Effective area values after confluence: 50.500 34.507 Results of confluence: Total flow rate = 113.041(CFS) Time of concentration = 12.241 min. Effective stream area after confluence = 50.500(Ac.) Stream Area average Pervious fraction(Ap) = 0.955 Stream Area average soil loss rate(Fm) = 0.400(In/Hr) Study area (this main stream) = 50.50(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 77.000 to Point/Station 78.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1122.500(Ft.) Downstream point/station elevation = 1090.500(Ft.) Pipe length = 550.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 113.041(CFS) Given pipe size = 39.00(In.) Calculated individual pipe flow = 113.041(CFS) Normal flow depth in pipe = 21.05(In.) Flow top width inside pipe = 38.88(In.) Critical depth could not be calculated. Pipe flow velocity = 24.77(Ft/s) Travel time through pipe = 0.37 min. Time of concentration (TC) = 12.61 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 78.000 to Point/Station 78.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 50.500(Ac.) Runoff from this stream = 113.041(CFS) Time of concentration = 12.61 min. Rainfall intensity = 2.797(In/Hr) Area averaged loss rate (Fm) = 0.4003(In/Hr) Area averaged Pervious ratio (Ap) = 0.9554 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 415.000 to Point/Station 416.000 **** INITIAL AREA EVALUATION **** too*, RESIDENTIAL(5 - 7 dwl/acre) '� Decimal fraction soil group A = 0.000 M N Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= Initial subarea data: Initial area flow distance = 550.000(Ft.) Top (of initial area) elevation = 1129.000(Ft.) Bottom (of initial area) elevation = 1097.000(Ft.) Difference in elevation = 32.000(Ft.) Slope = 0.05818 s(%)= 5.82 TC = k(0.389)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 8.573 min. Rainfall intensity = 3.526(In/Hr) for a 25. Effective runoff coefficient used for area (Q=KCIA) Subarea runoff = 19.901(CFS) Total initial stream area = 7.000(Ac.) Pervious area fraction = 0.500 Initial area Fm value = 0.367(In/Hr) 0.367(In/Hr) 0 year storm is C = 0.806 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 416.000 to Point/Station 416.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 7.000(Ac.) Runoff from this stream = 19.901(CFS) Time of concentration = 8.57 min. Rainfall intensity = 3.526(In/Hr) Area averaged loss rate (Fm) = 0.3670(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 417.000 to Point/Station 418.000 **** INITIAL AREA EVALUATION **** UNDEVELOPED (poor cover) subarea Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 78.00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= Initial subarea data: Initial area flow distance = 650.000(Ft.) Top (of initial area) elevation = 1420.000(Ft.) Bottom (of initial area) elevation = 1120.000(Ft.) Difference in elevation = 300.000(Ft.) Slope = 0.46154 s(%)= 46.15 TC = k(0.525)*[(length^3)/(elevation change) ]^0.2 Initial area time of concentration = 8.175 min. Rainfall intensity = 3.628(In/Hr) for a 25.0 Effective runoff coefficient used for area (Q=KCIA) Subarea runoff = 29.020(CFS) Total initial stream area = 10.000(Ac.) Pervious area fraction = 1.000 Initial area Fm value = 0.404(In/Hr) 0.404(In/Hr) year storm is C = 0.800 457 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 418.000 to Point/Station 418.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 3 Stream flow area = 10.000(Ac.) Runoff from this stream = 29.020(CFS) Time of concentration = 8.17 min. Rainfall intensity = 3.628(In/Hr) Area averaged loss rate (Fm) = 0.4035(In/Hr) Area averaged Pervious ratio (Ap) = 1.0000 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 113.041 12.61 2.797 2 19.901 8.57 3.526 3 29.020 8.17 3.628 Qmax(1) _ 1.000 * 1.000 * 113.041) + 0.769 * 1.000 * 19.901) + 0.742 * 1.000 * 29.020) + = 149.893 Qmax(2) _ 1.304 * 0.680 * 113.041) + 1.000 * 1.000 * 19.901) + 0.968 * 1.000 * 29.020) + = 148.217 Qmax(3) _ 1.347 * 0.648 * 113.041) + 1.032 * 0.954 * 19.901) + 1.000 * 1.000 * 29.020) + = 147.290 Total of 3 streams to confluence: Flow rates before confluence point: 113.041 19.901 29.020 Maximum flow rates at confluence using above data: 149.893 148.217 147.290 Area of streams before confluence: 50.500 7.000 10.000 Effective area values after confluence: 67.500 51.331 49.411 Results of confluence: Total flow rate = 149.893(CFS) Time of concentration = 12.611 min. Effective stream area after confluence = 67.500(Ac.) Stream Area average Pervious fraction(Ap) = 0.915 Stream Area average soil loss rate(Fm) = 0.397(In/Hr) Study area (this main stream) = 67.50(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 78.000 to Point/Station 79.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1090.500(Ft.) Downstream point/station elevation = 1060.200(Ft.) Pipe length = 900.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 149.893(CFS) Given pipe size = 48.00(In.) Calculated individual pipe flow = 149.893(CFS) AS8 Normal flow depth in pipe = 25.92(In.) Flow top width inside pipe = 47.85(In.) Critical Depth = 43.16(In.) Pipe flow velocity = 21.64(Ft/s) Travel time through pipe = 0.69 min. Time of concentration (TC) = 13.30 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 79.000 to Point/Station 79.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 67.500(Ac.) Runoff from this stream = 149.893(CFS) Time of concentration = 13.30 min. Rainfall intensity = 2.709(In/Hr) Area averaged loss rate (Fm) = 0.3973(In/Hr) Area averaged Pervious ratio (Ap) = 0.9148 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 400.000 to Point/Station 420.000 **** INITIAL AREA EVALUATION **** UNDEVELOPED (poor cover) subarea Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 78.00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.404(In/Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1850.000(Ft.) Bottom (of initial area) elevation = 1320.000(Ft.) Difference in elevation = 530.000(Ft.) Slope = 0.53000 s(%)= 53.00 TC = k(0.525)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 9.447 min. Rainfall intensity = 3.326(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.791 Subarea runoff = 24.990(CFS) Total initial stream area = 9.500(Ac.) Pervious area fraction = 1.000 Initial area Fm value = 0.404(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 420.000 to Point/Station 421.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** Estimated mean flow rate at midpoint of channel = 37.485(CFS) Depth of flow = 0.883(Ft.), Average velocity = 12.826(Ft/s) ******* Irregular Channel Data *********** ----------------------------------------------------------------- Information entered for subchannel number 1 : Point number 'X' coordinate 'Y' coordinate 1 0.00 20.00 2 100.00 0.00 3 150.00 20.00 4.51 Manning's 'N' friction factor = 0.035 ----------------------------------------------------------------- Sub -Channel flow = 37.485(CFS) ' flow top width = 6.621(Ft.) ' velocity= 12.826(Ft/s) area = 2.923(Sq.Ft) ' Froude number = 3.402 Upstream point elevation = 1320.000(Ft.) Downstream point elevation = 1140.000(Ft.) Flow length = 630.000(Ft.) Travel time = 0.82 min. Time of concentration = 10.27 min. Depth of flow = 0.883(Ft.) Average velocity = 12.826(Ft/s) Total irregular channel flow = 37.485(CFS) Irregular channel normal depth above invert elev. = 0.883(Ft.) Average velocity of channel(s) = 12.826(Ft/s) Sub -Channel No. 1 Critical depth = 1.438(Ft.) ' Critical flow top width = 10.781(Ft.) ' Critical flow velocity= 4.837(Ft/s) ' Critical flow area = 7.749(Sq.Ft) Adding area flow to channel UNDEVELOPED (poor cover) subarea Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 78.00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.404(In/Hr) Rainfall intensity = 3.165(In/Hr) for a 25.0 year storm Effective runoff coefficient used for,area,(total area with modified rational method)(Q=KCIA) is C = 0.785 Subarea runoff = 22.224(CFS) for 9.500(Ac.) Total runoff = 47.214(CFS) Effective area this stream = 19.00(Ac.) Total Study Area (Main Stream No. 1) = 86.50(Ac.) Area averaged Fm value = 0.404(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 421.000 to Point/Station 422.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** Estimated mean flow rate at midpoint of channel = 63.366(CFS) Depth of flow = 1.089(Ft.), Average velocity = 8.545(Ft/s) ******* Irregular Channel Data *********** ----------------------------------------------------------------- Information entered for subchannel number 1 : Point number 'X' coordinate 'Y' coordinate 1 0.00 20.00 2 100.00 0.00 3 250.00 20.00 Manning's 'N' friction factor = 0.035 ----------------------------------------------------------------- Sub-Channel flow = 63.366(CFS) ' flow top width = 13.616(Ft.) ' velocity= 8.545(Ft/s) ' ' area = 7.416(Sq.Ft) N Froude number = 2.040 Upstream point elevation = 1140.000(Ft.) Downstream point elevation = 1064.000(Ft.) Flow length = 820.000(Ft.) Travel time = 1.60 min. Time of concentration = 11.87 min. Depth of flow = 1.089(Ft.) Average velocity = 8.545(Ft/s) Total irregular channel flow = 63.366(CFS) Irregular channel normal depth above invert elev. _ Average velocity of channel(s) = 8.545(Ft/s) 1.089(Ft.) Sub -Channel No. 1 Critical depth = 1.453(Ft.) Critical flow top width = 18.164(Ft.) ' Critical flow velocity= 4.801(Ft/s) ' Critical flow area = 13.197(Sq.Ft) Adding area flow to channel UNDEVELOPED (poor cover) subarea Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 78.00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.404(In/Hr) Rainfall intensity = 2.901(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.775 Subarea runoff = 24.721(CFS) for 13.000(Ac.) Total runoff = 71.935(CFS) Effective area this stream = 32.00(Ac.) Total Study Area (Main Stream No. 1) = 99.50(Ac.) Area averaged Fm value = 0.404(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 422.000 to Point/Station 422.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 32.000(Ac.) Runoff from this stream = 71.935(CFS) Time of concentration = 11.87 min. Rainfall intensity = 2.901(In/Hr) Area averaged loss rate (Fm) = 0.4035(In/Hr) Area averaged Pervious ratio (Ap) = 1.0000 Summary of stream data: Stream Flow rate TC No. (CFS) (min) 1 149.893 13.30 2 71.935 11.87 Qmax(1) _ 1.000 * 1.000 * 0.923 * 1.000 * Qmax (2 ) _ 1.083 * 0.892 * 1.000 * 1.000 * Rainfall Intensity (In/Hr) 2.709 2.901 149.893) + 71.935) + = 216.282 149.893) + 71.935) + = 216.754 4Gc Total of 2 streams to confluence: Flow rates before confluence point: 149.893 71.935 Maximum flow rates at confluence using above data: 216.282 216.754 Area of streams before confluence: 67.500 32.000 Effective area values after confluence: 99.500 92.201 Results of confluence: Total flow rate = 216.754(CFS) Time of concentration = 11.865 min. Effective stream area after confluence = 92.201(Ac.) Stream Area average Pervious fraction(Ap) = 0.942 Stream Area average soil loss rate(Fm) = 0.399(In/Hr) Study area (this main stream) = 99.50(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 79.000 to Point/Station 80.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1052.000(Ft.) Downstream point/station elevation = 1040.200(Ft.) Pipe length = 440.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 216.754(CFS) Given pipe size = 54.00(In.) Calculated individual pipe flow = 216.754(CFS) Normal flow depth in pipe = 32.44(In.) Flow top width inside pipe = 52.89(In.) Critical Depth = 49.65(In.) Pipe flow velocity = 21.72(Ft/s) Travel time through pipe = 0.34 min. Time of concentration (TC) = 12.20 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 80.000 to Point/Station 80.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 92.201(Ac.) Runoff from this stream = 216.754(CFS) Time of concentration = 12.20 min. Rainfall intensity = 2.853(In/Hr) Area averaged loss rate (Fm) = 0.3993(In/Hr) Area averaged Pervious ratio (Ap) = 0.9422 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 423.000 to Point/Station 424.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.367(In/Hr) 4 G; Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1102.500(Ft.) Bottom (of initial area) elevation = 1060.500(Ft.) Difference in elevation = 42.000(Ft.) Slope = 0.04200 s(%)= 4.20 TC = k(0.389)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 11.623 min. Rainfall intensity = 2.937(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.788 Subarea runoff = 20.821(CFS) Total initial stream area = 9.000(Ac.) Pervious area fraction = 0.500 Initial area Fm value = 0.367(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 424.000 to Point/Station 425.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1060.500(Ft.) End of street segment elevation = 1049.000(Ft.) Length of street segment = 800.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [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 = 1.500(Ft.) Gutter hike from flowline = 1.500(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 = 38.172(CFS) Depth of flow = 0.514(Ft.), Average velocity = 4.288(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 = 4.29(Ft/s) Travel time = 3.11 min. TC = 14.73 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.367(In/Hr) Rainfall intensity = 2.548(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.770 Subarea runoff = 26.288(CFS) for 15.000(Ac.) Total runoff = 47.109(CFS) Effective area this stream = 24.00(Ac.) Total Study Area (Main Stream No. 1) = 123.50(Ac.) Area averaged Fm value = 0.367(In/Hr) Street flow at end of street = 47.109(CFS) Half street flow at end of street = 23.555(CFS) 443 Depth of flow = 0.544(Ft.), Average velocity = 4.661(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 425.000 to Point/Station 425.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 24.000(Ac.) Runoff from this stream = 47.109(CFS) Time of concentration = 14.73 min. Rainfall intensity = 2.548(In/Hr) Area averaged loss rate (Fm) = 0.3670(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 216.754 12.20 2.853 2 47.109 14.73 2.548 Qmax(1) _ 1.000 * 1.000 * 216.754) + 1.140 * 0.828 * 47.109) + = 261.229 Qmax(2) _ 0.876 * 1.000 * 216.754) + 1.000 * 1.000 * 47.109) + = 236.929 Total of 2 streams to confluence: Flow rates before confluence point: 216.754 47.109 Maximum flow rates at confluence using above data: 261.229 236.929 Area of streams before confluence: 92.201 24.000 Effective area values after confluence: 112.080 116.201 Results of confluence: Total flow rate = 261.229(CFS) Time of concentration = 12.203 min. Effective stream area after confluence = 112.080(Ac.) Stream Area average Pervious fraction(Ap) = 0.851 Stream Area average soil loss rate(Fm) = 0.393(In/Hr) Study area (this main stream) = 116.20(Ac.) End of computations, Total Study Area = 123.50 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. Area averaged pervious area fraction(Ap) = 0.856 Area averaged SCS curve number = 71.7 M «P2 r,� 55< 55 San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2001 Version 6.4 Rational Hydrology Study Date: 01/13/05 ------------------------------------------------------------------------ FONTANA / LINE P2 HYDROLOGY 25 YEAR STORM JN 04339 ------------------------------------------------------------------------ Hall & Forman, Inc. - SIN 950 -------------------------------------------------------------------- ********* Hydrology Study Control Information ********** Rational hydrology study storm event year is 25.0 10 Year storm 1 hour rainfall = 0.930(In.) 100 Year storm 1 hour rainfall = 1.350(In.) Computed rainfall intensity: Storm year = 25.00 1 hour rainfall = 1.097 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 500.000 to Point/Station 501.000 **** INITIAL AREA EVALUATION **** UNDEVELOPED (poor cover) subarea Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 78.00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.404(In/Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1620.000(Ft.) Bottom (of initial area) elevation = 1350.000(Ft.) Difference in elevation = 270.000(Ft.) Slope = 0.27000 s(%)= 27.00 TC = k(0.525)*[(length^3)/(elevation change) ]^0.2 Initial area time of concentration = 10.812 min. Rainfall intensity = 3.068(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.782 Subarea runoff = 14.387(CFS) Total initial stream area = 6.000(Ac.) Pervious area fraction = 1.000 Initial area Fm value = 0.404(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 501.000 to Point/Station 502.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** Estimated mean flow rate at midpoint of channel = 25.177(CFS) Depth of flow = 0.658(Ft.), Average velocity = 11.641(Ft/s) ,. ******* Irregular Channel Data *********** 5S; AW"` Information entered for subchannel number 1 : ,tw Point number 'X' coordinate 'Y' coordinate 1 0.00 20.00 2 100.00 0.00 3 200.00 20.00 Manning's 'N' friction factor = 0.035 Sub -Channel flow = 25.177(CFS) ' flow top width = 6.577(Ft.) ' velocity= 11.641(Ft/s) ' area = 2.163(Sq.Ft) Froude number = 3.578 Upstream point elevation = 1350.000(Ft.) Downstream point elevation = 1180.000(Ft.) Flow length = 500.000(Ft.) Travel time = 0.72 min. Time of concentration = 11.53 min. Depth of flow = 0.658(Ft.) Average velocity = 11.641(Ft/s) Total irregular channel flow = 25.177(CFS) Irregular channel normal depth above invert elev. = 0.658(Ft.) Average velocity of channel(s) = 11.641(Ft/s) Sub -Channel No. 1 Critical depth = 1.094(Ft.) ' Critical flow top width = 10.938(Ft.) ' Critical flow velocity= 4.209(Ft/s) ' Critical flow area = 5.981(Sq.Ft) Adding area flow to channel UNDEVELOPED (poor cover) subarea Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 78.00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.404(In/Hr) Rainfall intensity = 2.952(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.777 Subarea runoff = 20.017(CFS) for 9.000(Ac.) Total runoff = 34.404(CFS) Effective area this stream = 15.00(Ac.) Total Study Area (Main Stream No. 1) = 15.00(Ac.) Area averaged Fm value = 0.404(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 502.000 to Point/Station 83.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1167.600(Ft.) Downstream point/station elevation = 1126.000(Ft.) Pipe length = 660.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 34.404(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 34.404(CFS) Normal flow depth in pipe = 13.48(In.) Flow top width inside pipe = 23.82(In.) Critical depth could not be calculated. Pipe flow velocity = 18.94(Ft/s) Travel time through pipe = 0.58 min. Time of concentration (TC) = 12.11 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 83.000 to Point/Station 83.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 15.000(Ac.) Runoff from this stream = 34.404(CFS) Time of concentration = 12.11 min. Rainfall intensity = 2.866(In/Hr) Area averaged loss rate (Fm) = 0.4035(In/Hr) Area averaged Pervious ratio (Ap) = 1.0000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 503.000 to Point/Station 504.000 **** INITIAL AREA EVALUATION **** UNDEVELOPED (poor cover) subarea Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 78.00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.404(In/Hr) Initial subarea data: APO. Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1520.000(Ft.) Bottom (of initial area) elevation = 1180.000(Ft.) Difference in elevation = 340.000(Ft.) Slope = 0.34000 s(%)= 34.00 TC = k(0.525)*[(length^3)/(elevation change) ]^0.2 Initial area time of concentration = 10.324 min. Rainfall intensity = 3.154(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.785 Subarea runoff = 24.752(CFS) Total initial stream area = 10.000(Ac.) Pervious area fraction = 1.000 Initial area Fm value = 0.404(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 504.000 to Point/Station 505.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1167.600(Ft.) End of street segment elevation = 1126.000(Ft.) Length of street segment = 660.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [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 = 1.500(Ft.) 551 Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 VOW 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 = 0.374(Ft.), Average velocity = Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 13.965(Ft.) Flow velocity = 6.73(Ft/s) Travel time = 1.63 min. TC = 11.96 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 27.228(CFS) 6.735(Ft/s) Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.367(In/Hr) Rainfall intensity = 2.888(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.776 Subarea runoff = 2.143(CFS) for 2.000(Ac.) Total runoff = 26.896(CFS) Effective area this stream = 12.00(Ac.) Total Study Area (Main Stream No. 1) = 27.00(Ac.) Area averaged Fm value = 0.397(In/Hr) Street flow at end of street = 26.896(CFS) Half street flow at end of street = 13.448(CFS) Depth of flow = 0.373(Ft.), Average velocity = 6.714(Ft/s) Flow width (from curb towards crown)= 13.898(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 505.000 to Point/Station 505.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 12.000(Ac.) Runoff from this stream = 26.896(CFS) Time of concentration = 11.96 min. Rainfall intensity = 2.888(In/Hr) Area averaged loss rate (Fm) = 0.3974(In/Hr) Area averaged Pervious ratio (Ap) = 0.9167 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 34.404 12.11 2.866 2 26.896 11.96 2.888 Qmax(1) _ 1.000 * 1.000 * 34.404) + 0.991 * 1.000 * 26.896) + = 61.067 Qmax(2) _ 1.009 * 0.988 * 34.404) + 1.000 * 1.000 * 26.896) + = 61.170 Total of 2 streams to confluence: Flow rates before confluence point: 34.404 26.896 55! Maximum flow rates at confluence using above data: 61.067 61.170 Area of streams before confluence: 15.000 12.000 Effective area values after confluence: 27.000 26.814 Results of confluence: Total flow rate = 61.170(CFS) Time of concentration = 11.958 min. Effective stream area after confluence = 26.814(Ac.) Stream Area average Pervious fraction(Ap) = 0.963 Stream Area average soil loss rate(Fm) = 0.401(In/Hr) Study area (this main stream) = 27.00(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 83.000 to Point/Station 85.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1126.000(Ft.) Downstream point/station elevation = 1092.300(Ft.) Pipe length = 450.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 61.170(CFS) Given pipe size = 36.00(In.) Calculated individual pipe flow = 61.170(CFS) Normal flow depth in pipe = 14.36(In.) Flow top width inside pipe = 35.25(In.) Critical Depth = 30.26(In.) Pipe flow velocity = 23.26(Ft/s) Travel time through pipe = 0.32 min. Time of concentration (TC) = 12.28 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 85.000 to Point/Station 85.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Effective stream flow area = 26.814(Ac.) Total study area this main stream = 27.000(Ac.) Runoff from this stream = 61.170(CFS) Time of concentration = 12.28 min. Rainfall intensity = 2.842(In/Hr) Area averaged loss rate (Fm) = 0.4008(In/Hr) Area averaged Pervious ratio (Ap) = 0.9630 Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 506.000 to Point/Station 507.000 **** INITIAL AREA EVALUATION **** UNDEVELOPED (poor cover) subarea Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 78.00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.404(In/Hr) Initial subarea data: 554 Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 2040.000(Ft.) Bottom (of initial area) elevation = 1680.000(Ft.) Difference in elevation = 360.000(Ft.) Slope = 0.36000 s(%)= 36.00 TC = k(0.525)*[(length^3)/(elevation change) ]^0.2 Initial area time of concentration = 10.207 min. Rainfall intensity = 3.175(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.786 Subarea runoff = 19.958(CFS) Total initial stream area = 8.000(Ac.) Pervious area fraction = 1.000 Initial area Fm value = 0.404(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 507.000 to Point/Station 508.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** Estimated mean flow rate at midpoint of channel = 34.927(CFS) Depth of flow = 0.950(Ft.), Average velocity = 15.488(Ft/s) ******* Irregular Channel Data *********** ----------------------------------------------------------------- Information entered for subchannel number 1 : Point number 'X' coordinate 'Y' coordinate 1 0.00 20.00 2 50.00 0.00 3 100.00 20.00 Manning's 'N' friction factor = 0.035 0000, Sub -Channel flow = 34.927(CFS) flow top width = 4.749(Ft.) velocity= 15.488(Ft/s) ' area = 2.255(Sq.Ft) ' Froude number = 3.961 Upstream point elevation = 1680.000(Ft.) Downstream point elevation = 1450.000(Ft.) Flow length = 580.000(Ft.) Travel time = 0.62 min. Time of concentration = 10.83 min. Depth of flow = 0.950(Ft.) Average velocity = 15.488(Ft/s) Total irregular channel flow = 34.927(CFS) Irregular channel normal depth above invert elev. = 0.950(Ft.) Average velocity of channel(s) = 15.488(Ft/s) Sub -Channel No. 1 Critical depth = 1.641(Ft.) Critical flow top width = 8.203(Ft.) Critical flow velocity= 5.190(Ft/s) ' Critical flow area = 6.729(Sq.Ft) Adding area flow to channel UNDEVELOPED (poor cover) subarea Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 78.00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.404(In/Hr) rrr✓ Rainfall intensity = 3.064(In/Hr) for a 25.0 year storm 551 Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.781 Subarea runoff = 27.938(CFS) for 12.000(Ac.) Total runoff = 47.896(CFS) Effective area this stream = 20.00(Ac.) Total Study Area (Main Stream No. 2) = 20.00(Ac.) Area averaged Fm value = 0.404(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 508.000 to Point/Station 509.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** Estimated mean flow rate at midpoint of channel = 80.825(CFS) Depth of flow = 1.362(Ft.), Average velocity = 17.418(Ft/s) ******* Irregular Channel Data *********** ----------------------------------------------------------------- Information entered for subchannel number 1 : Point number 'X' coordinate 'Y' coordinate 1 0.00 20.00 2 50.00 0.00 3 100.00 20.00 Manning's 'N' friction factor = 0.035 ----------------------------------------------------------------- Sub-Channel flow = 80.825(CFS) ' flow top width = 6.812(Ft.) ' velocity= 17.418(Ft/s) ' area = 4.640(Sq.Ft) ' Froude number = 3.719 Upstream point elevation = 1450.000(Ft.) Downstream point elevation = 1140.000(Ft.) Flow length = 1000.000(Ft.) Travel time = 0.96 min. Time of concentration = 11.79 min. Depth of flow = 1.362(Ft.) Average velocity = 17.418(Ft/s) Total irregular channel flow = 80.825(CFS) Irregular channel normal depth above invert elev. = 1.362(Ft.) Average velocity of channel(s) = 17.418(Ft/s) Sub -Channel No. 1 Critical depth = 2.313(Ft.) ' Critical flow top width = 11.563(Ft.) Critical flow velocity= 6.046(Ft/s) Critical flow area = 13.369(Sq.Ft) Adding area flow to channel UNDEVELOPED (poor cover) subarea Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2)' = 78.00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.404(In/Hr) Rainfall intensity = 2.913(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.775 Subarea runoff = 59.369(CFS) for 27.500(Ac.) Am*- Total runoff = 107.265(CFS) Effective area this stream = 47.50(Ac.) Total Study Area (Main Stream No. 2) = 47.50(Ac.) 55; Area averaged Fm value = 0.404(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 509.000 to Point/Station 509.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 47.500(Ac.) Runoff from this stream = 107.265(CFS) Time of concentration = 11.79 min. Rainfall intensity = 2.913(In/Hr) Area averaged loss rate (Fm) = 0.4035(In/Hr) Area averaged Pervious ratio (Ap) = 1.0000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 510.000 to Point/Station 511.000 **** INITIAL AREA EVALUATION **** UNDEVELOPED (poor cover) subarea Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 78.00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.404(In/Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1560.000(Ft.) Bottom (of initial area) elevation = 1180.000(Ft.) Difference in elevation = 380.000(Ft.) Slope = 0.38000 s(%)= 38.00 TC = k(0.525)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 10.097 min. Rainfall intensity = 3.196(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.786 Subarea runoff = 23.877(CFS) Total initial stream area = 9.500(Ac.) Pervious area fraction = 1.000 Initial area Fm value = 0.404(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 511.000 to Point/Station 512.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 1180.000(Ft.) Downstream point elevation = 1140.000(Ft.) Channel length thru subarea = 530.000(Ft.) Channel base width = 0.000(Ft.) Slope or 'Z' of left channel bank = 1.500 Slope or 'Z' of right channel bank = 1.500 Estimated mean flow rate at midpoint of channel = 54.666(CFS) Manning's 'N' = 0.015 Maximum depth of channel = 2.000(Ft.) Flow(q) thru subarea = 54.666(CFS) Depth of flow = 1.389(Ft.), Average velocity = 18.883(Ft/s) Channel flow top width = 4.168(Ft.) Flow Velocity = 18.88(Ft/s) r Travel time = 0.47 min. 551 Time of concentration = 10.57 min. Critical depth = 2.375(Ft.) Adding area flow to channel UNDEVELOPED (poor cover) subarea Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 78.00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.404(In/Hr) Rainfall intensity = 3.110(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.783 Subarea runoff = 58.956(CFS) for 24.500(Ac.) Total runoff = 82.833(CFS) Effective area this stream = 34.00(Ac.) Total Study Area (Main Stream No. 2) = 81.50(Ac.) Area averaged Fm value = 0.404(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 512.000 to Point/Station 512.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 34.000(Ac.) Runoff from this stream = 82.833(CFS) Time of concentration = 10.57 min. Rainfall intensity = 3.110(In/Hr) Area averaged loss rate (Fm) = 0.4035(In/Hr) Area averaged Pervious ratio (Ap) = 1.0000 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 107.265 11.79 2.913 2 82.833 10.57 3.110 Qmax(1) _ 1.000 * 1.000 * 107.265) + 0.927 * 1.000 * 82.833) + = 184.044 Qmax(2) _ 1.079 * 0.896 * 107.265) + 1.000 * 1.000 * 82.833) + = 186.550 Total of 2 streams to confluence: Flow rates before confluence point: 107.265 82.833 Maximum flow rates at confluence using above data: 184.044 186.550 Area of streams before confluence: 47.500 34.000 Effective area values after confluence: 81.500 76.572 Results of confluence: Total flow rate = 186.550(CFS) Time of concentration = 10.565 min. Effective stream area after confluence = 76.572(Ac.) Stream Area average Pervious fraction(Ap) = 1.000 *4w Stream Area average soil loss rate(Fm) = 0.404(In/Hr) Study area (this main stream) = 81.50(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 512.000 to Point/Station 84.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1137.500(Ft.) Downstream point/station elevation = 1110.000(Ft.) Pipe length = 450.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 186.550(CFS) Given pipe size = 30.00(In.) NOTE: Normal flow is pressure flow in user selected pipe size. The approximate hydraulic grade line above the pipe invert is 99.193(Ft.) at the headworks or inlet of the pipe(s) Pipe friction loss = 93.053(Ft.) Minor friction loss = 33.640(Ft.) K -factor = 1.50 Pipe flow velocity = 38.00(Ft/s) Travel time through pipe = 0.20 min. Time of concentration (TC) = 10.76 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 84.000 to Point/Station 84.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 76.572(Ac.) Runoff from this stream = 186.550(CFS) Time of concentration = 10.76 min. Rainfall intensity = 3.076(In/Hr) Area averaged loss rate (Fm) = 0.4035(In/Hr) Area averaged Pervious ratio (Ap) = 1.0000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 513.000 to Point/Station 514.000 **** INITIAL AREA EVALUATION **** UNDEVELOPED (poor cover) subarea Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 78.00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.404(In/Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1770.000(Ft.) Bottom (of initial area) elevation = 1460.000(Ft.) Difference in elevation = 310.000(Ft.) Slope = 0.31000 s(%)= 31.00 TC = k(0.525)*[(length^3)/(elevation change) ]^0.2 Initial area time of concentration = 10.517 min. Rainfall intensity = 3.119(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.784 Subarea runoff = 17.108(CFS) Total initial stream area = 7.000(Ac.) Pervious area fraction = 1.000 Initial area Fm value = 0.404 (In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 514.000 to Point/Station 515.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** Estimated mean flow rate at midpoint of channel = 25.662(CFS) Depth of flow = 0.584(Ft.), Average velocity = 10.023(Ft/s) ******* Irregular Channel Data *********** ----------------------------------------------------------------- Information entered for subchannel number 1 : Point number 'X' coordinate 'Y' coordinate 1 0.00 20.00 2 150.00 0.00 3 300.00 20.00 Manning's 'N' friction factor = 0.035 ----------------------------------------------------------------- Sub-Channel flow = 25.662.(CFS) ' flow top width = 8.764(Ft.) ' ' velocity= 10.023(Ft/s) area = 2.560(Sq.Ft) ' Froude number = 3.268 Upstream point elevation = 1460.000(Ft.) Downstream point elevation = 1140.000(Ft.) Flow length = 1100.000(Ft.) Travel time = 1.83 min. Time of concentration = 12.35 min. Depth of flow = 0.584(Ft.) Average velocity = 10.023(Ft/s) Total irregular channel flow = 25.662(CFS) Irregular channel normal depth above invert elev. = 0.584(Ft.) Average velocity of channel(s) = 10.023(Ft/s) Sub -Channel No. 1 Critical depth = 0.938(Ft.) ' Critical flow top width = 14.063(Ft.) ' Critical flow velocity= 3.893(Ft/s) ' Critical flow area = 6.592(Sq.Ft) Adding area flow to channel UNDEVELOPED (poor cover) subarea Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 78.00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.404(In/Hr) Rainfall intensity = 2.833(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.772 Subarea runoff = 13.503(CFS) for 7.000(Ac.) Total runoff = 30.611(CFS) Effective area this stream = 14.00(Ac.) Total Study Area (Main Stream No. 2) = 95.50(Ac.) Area averaged Fm value = 0.404(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 515.000 to Point/Station 84.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ° Upstream point/station elevation = 1119.100(Ft.) Downstream point/station elevation = 1111.400(Ft.) Pipe length = 280.00(Ft.) Manning's N = 0.013 f No. of pipes = 1 Required pipe flow = 30.611(CFS) Given pipe size = 18.00(In.) NOTE: Normal flow is pressure flow in user selected pipe size. The approximate hydraulic grade line above the pipe invert is 23.058(Ft.) at the headworks or inlet of the pipe(s) Pipe friction loss = 23.769(Ft.) Minor friction loss = 6.989(Ft.) K -factor = 1.50 Pipe flow velocity = 17.32(Ft/s) Travel time through pipe = 0.27 min. Time of concentration (TC) = 12.62 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 84.000 to Point/Station 84.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 14.000(Ac.) Runoff from this stream = 30.611(CFS) Time of concentration = 12.62 min. Rainfall intensity = 2.796(In/Hr) Area averaged loss rate (Fm) = 0.4035(In/Hr) Area averaged Pervious ratio (Ap) = 1.0000 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) ,. 1 186.550 10.76 3.076 2 30.611 12.62 2.796 Qmax(1) _ 1.000 * 1.000 * 186.550) + 1.117 * 0.853 * 30.611) + = 215.717 Qmax(2) _ 0.895 * 1.000 * 186.550) + 1.000 * 1.000 * 30.611) + = 197.640 Total of 2 streams to confluence: Flow rates before confluence point: 186.550 30.611 Maximum flow rates at confluence using above data: 215.717 197.640 Area of streams before confluence: 76.572 14.000 Effective area values after confluence: 88.515 90.572 Results of confluence: Total flow rate = 215.717(CFS) Time of concentration = 10.762 min. Effective stream area after confluence = 88.515(Ac.) Stream Area average Pervious fraction(Ap) = 1.000 Stream Area average soil loss rate(Fm) = 0.404(In/Hr) Study area (this main stream) = 90.57(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 84.000 to Point/Station 85.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** SG Upstream point/station elevation = 1110.700(Ft.) Downstream point/station elevation = 1092.300(Ft.) Pipe length = 600.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 215.717(CFS) Given pipe size = 30.00(In.) NOTE: Normal flow is pressure flow in user selected pipe size. The approximate hydraulic grade line above the pipe invert is 192.481(Ft.) at the headworks or inlet of the pipe(s) Pipe friction loss = 165.899(Ft.) Minor friction loss = 44.981(Ft.) K -factor = 1.50 Pipe flow velocity = 43.95(Ft/s) Travel time through pipe = 0.23 min. Time of concentration (TC) = 10.99 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 85.000 to Point/Station 85.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Effective stream flow area = 88.515(Ac.) Total study area this main stream = 95.500(Ac.) Runoff from this stream = 215.717(CFS) Time of concentration = 10.99 min. Rainfall intensity = 3.038(In/Hr) Area averaged loss rate (Fm) = 0.4035(In/Hr) Area averaged Pervious ratio (Ap) = 1.0000 Program is now starting with Main Stream No. 3 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 516.000 to Point/Station 517.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1148.000(Ft.) Bottom (of initial area) elevation = 1101.000(Ft.) Difference in elevation = 47.000(Ft.) Slope = 0.04700 s(%)= 4.70 TC = k(0.389)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 11.364 min. Rainfall intensity = 2.977(In/Hr) for a 25.0 Effective runoff coefficient used for area (Q=KCIA) Subarea runoff = 16.446(CFS) Total initial stream area = 7.000(Ac.) Pervious area fraction = 0.500 Initial area Fm value = 0.367(In/Hr) 0.367(In/Hr) year storm is C = 0.789 ?++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ wry Process from Point/Station 517.000 to Point/Station 517.000 5G **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 3 Effective stream flow area = 7.000(Ac.) Total study area this main stream = 7.000(Ac.) Runoff from this stream = 16.446(CFS) Time of concentration = 11.36 min. Rainfall intensity = 2.977(In/Hr) Area averaged loss rate (Fm) = 0.3670(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 61.170 12.28 2.842 2 215.717 10.99 3.038 3 16.446 11.36 2.977 Qmax(1) _ 1.000 * 1.000 * 61.170) + 0.926 * 1.000 * 215.717) + 0.948 * 1.000 * 16.446) + = 276.451 Qmax(2) _ 1.080 * 0.895 * 61.170) + 1.000 * 1.000 * 215.717) + 1.023 * 0.967 * 16.446) + = 291.121 Qmax(3) _ 1.055 * 0.925 * 61.170) + ?0016' 0.977 * 1.000 * 215.717) + 1W 1.000 * 1.000 * 16.446) + = 286.961 Total of 3 main streams to confluence: Flow rates before confluence point: 62.170 216.717 17.446 Maximum flow rates at confluence using above data: 276.451 291.121 286.961 Effective Area of streams before confluence: 26.814 88.515 7.000 Effective area values after confluence: 122.329 119.281 120.329 Results of confluence: Total flow rate = 291.121(CFS) Time of concentration = 10.990 min. Effective stream area after confluence = 119.281(Ac.) Stream Area average Pervious fraction(Ap) = 0.963 Stream Area average soil loss rate(Fm) = 0.401(In/Hr) Steam effective area = 122.33(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 85.000 to Point/Station 86.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1092.300(Ft.) Downstream point/station elevation = 1059.300(Ft.) Pipe length = 950.00(Ft.) Manning's N = 0.013 �,r No. of pipes = 1 Required pipe flow = 291.121(CFS) 5 (�.' Given pipe size = 39.00(In.) NOTE: Normal flow is pressure flow in user selected pipe size. The approximate hydraulic grade line above the pipe invert is 113.743(Ft.) at the headworks or inlet of the pipe(s) Pipe friction loss = 118.059(Ft.) Minor friction loss = 28.684(Ft.) K -factor = 1.50 Pipe flow velocity = 35.09(Ft/s) Travel time through pipe = 0.45 min. Time of concentration (TC) = 11.44 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 86.000 to Point/Station 86.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 119.281(Ac.) Runoff from this stream = 291.121(CFS) Time of concentration = 11.44 min. Rainfall intensity = 2.965(In/Hr) Area averaged loss rate (Fm) = 0.4008(In/Hr) Area averaged Pervious ratio (Ap) = 0.9633 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 518.000 to Point/Station 519.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.367(In/Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1148.000(Ft.) Bottom (of initial area) elevation = 1101.000(Ft.) Difference in elevation = 47.000(Ft.) Slope = 0.04700 s(%)= 4.70 TC = k(0.389)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 11.364 min. Rainfall intensity = 2.977(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.789 Subarea runoff = 19.970(CFS) Total initial stream area = 8.500(Ac.) Pervious area fraction = 0.500 Initial area Fm value = 0.367(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 519.000 to Point/Station 520.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1101.000(Ft.) End of street segment elevation = 1066.500(Ft.) Length of street segment = 900.000(Ft.) Height of curb above gutter flowline = 8.0(In.) look- Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) 56 Slope from gutter to grade break (v/hz) = 0.020 100" Slope from grade break to crown (v/hz) = 0.020 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 = 1.500(Ft.) Gutter hike from flowline = 1.500(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 = 0.414(Ft.), Average velocity = Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 15.968(Ft.) Flow velocity = 5.71(Ft/s) Travel time = 2.62 min. TC = 13.99 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 29.954(CFS) 5.714(Ft/s) Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.367(In/Hr) Rainfall intensity = 2.628(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.774 Subarea runoff = 14.629(CFS) for 8.500(Ac.) Total runoff = 34.599(CFS) Effective area this stream = 17.00(Ac.) Total Study Area (Main Stream No. 1) = 24.00(Ac.) Area averaged Fm value = 0.367(In/Hr) Street flow at end of street = 34.599(CFS) Half street flow at end of street = 17.299(CFS) Depth of flow = 0.433(Ft.), Average velocity = 5.921(Ft/s) Flow width (from curb towards crown)= 16.884(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 520.000 to Point/Station 520.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 17.000(Ac.) Runoff from this stream = 34.599(CFS) Time of concentration = 13.99 min. Rainfall intensity = 2.628(In/Hr) Area averaged loss rate (Fm) = 0.3670(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 521.000 to Point/Station 522.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 �" Decimal fraction soil group D = 0.000 ,*%W,.. SCS curve number for soil(AMC 2) = 56.00 54 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.367(In/Hr) A0016' Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1111.000(Ft.) Bottom (of initial area) elevation = 1101.000(Ft.) Difference in elevation = 10.000(Ft.) Slope = 0.01000 s(%)= 1.00 TC = k(0.389)*[(length^3)/(elevation change) ]^0.2 Initial area time of concentration = 15.486 min. Rainfall intensity = 2.473(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.766 Subarea runoff = 10.424(CFS) Total initial stream area = 5.500(Ac.) Pervious area fraction = 0.500 Initial area Fm value = 0.367(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 522.000 to Point/Station 523.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1101.000(Ft.) End of street segment elevation = 1066.500(Ft.) Length of street segment = 900.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on (2] side(s) of the street a'""`'" Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(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 = 26.533(CFS) Depth of flow = 0.400(Ft.), Average velocity = 5.547(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 15.233(Ft.) Flow velocity = 5.55(Ft/s) Travel time = 2.70 min. TC = 18.19 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.367(In/Hr) Rainfall intensity = 2.245(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.753 Subarea runoff = 27.609(CFS) for 17.000(Ac.) Total runoff = 38.033(CFS) Effective area this stream = 22.50(Ac.) Total Study Area (Main Stream No. 1) = 46.50(Ac.) Area averaged Fm value = 0.367(In/Hr) Street flow at end of street = 38.033(CFS) Half street flow at end of street = 19.016(CFS) SG Depth of flow = 0.445(Ft.), Average velocity = 6.060(Ft/s) Flow width (from curb towards crown)= 17.511(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 523.000 to Point/Station 523.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 3 Stream flow area = 22.500(Ac.) Runoff from this stream = 38.033(CFS) Time of concentration = 18.19 min. Rainfall intensity = 2.245(In/Hr) Area averaged loss rate (Fm) = 0.3670(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 Summary of stream data: Stream Flow rate No. (CFS) 1 291.121 2 34.599 3 38.033 Qmax(1) _ 1.000 * 1.149 * 1.383 * Qmax(2) TC Rainfall Intensity (min) (In/Hr) 11.44 2.965 13.99 2.628 18.19 2.245 1.000 * 291.121) + 0.818 * 34.599) + 0.629 * 38.033) + _ 0.869 * 1.000 * 291.121) + 1.000 * 1.000 * 34.599) + 1.204 * 0.769 * 38.033) + _ Qmax(3) _ 0.719 * 1.000 * 291.121) + 0.831 * 1.000 * 34.599) + 1.000 * 1.000 * 38.033) + _ 356.728 322.681 276.134 Total of 3 streams to confluence: Flow rates before confluence point: 291.121 34.599 38.033 Maximum flow rates at confluence using above data: 356.728 322.681 276.134 Area of streams before confluence: 119.281 17.000 22.500 Effective area values after confluence: 147.337 153.584 158.781 Results of confluence: Total flow rate = 356.728(CFS) Time of concentration = 11.441 min. Effective stream area after confluence = 147.337(Ac.) Stream Area average Pervious fraction(Ap) = 0.848 Stream Area average soil loss rate(Fm) = 0.392(In/Hr) Study area (this main stream) = 158.78(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 86.000 to Point/Station 87.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1059.300(Ft.) Downstream point/station elevation = 1053.200(Ft.) sc Pipe length = 445.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 356.728(CFS) Given pipe size = 48.00(In.) NOTE: Normal flow is pressure flow in user selected pipe size. The approximate hydraulic grade line above the pipe invert is 40.106(Ft.) at the headworks or inlet of the pipe(s) Pipe friction loss = 27.436(Ft.) Minor friction loss = 18.770(Ft.) K -factor = 1.50 Pipe flow velocity = 28.39(Ft/s) Travel time through pipe = 0.26 min. Time of concentration (TC) = 11.70 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 87.000 to Point/Station 87.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 147.337(Ac.) Runoff from this stream = 356.728(CFS) Time of concentration = 11.70 min. Rainfall intensity = 2.925(In/Hr) Area averaged loss rate (Fm) = 0.3924(In/Hr) Area averaged Pervious ratio (Ap) = 0.8480 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 524.000 to Point/Station 525.000 **** INITIAL AREA EVALUATION **** OW- UNDEVELOPED (poor cover) subarea *44W Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 78.00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.404(In/Hr) Initial subarea data: Initial area flow distance = 750.000(Ft.) Top (of initial area) elevation = 1072.300(Ft.) Bottom (of initial area) elevation = 1065.000(Ft.) Difference in elevation = 7.300(Ft.) Slope = 0.00973 s(%)= 0.97 TC = k(0.525)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 18.730 min. Rainfall intensity = 2.206(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.735 Subarea runoff = 14.601(CFS) Total initial stream area = 9.000(Ac.) Pervious area fraction = 1.000 Initial area Fm value = 0.404(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 525.000 to Point/Station 525.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 9.000(Ac.) Runoff from this stream = 14.601(CFS) Time of concentration = 18.73 min. 57c Rainfall intensity = 2.206(In/Hr) Area averaged loss rate (Fm) = 0.4035(In/Hr) Area averaged Pervious ratio (Ap) = 1.0000 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 356.728 11.70 2.925 2 14.601 18.73 2.206 Qmax(1) _ 1.000 * 1.000 * 356.728) + 1.399 * 0.625 * 14.601) + = 369.491 Qmax(2) _ 0.716 * 1.000 * 356.728) + 1.000 * 1.000 * 14.601) + = 270.033 Total of 2 streams to confluence: Flow rates before confluence point: 356.728 14.601 Maximum flow rates at confluence using above data: 369.491 270.033 Area of streams before confluence: 147.337 9.000 Effective area values after confluence: 152.960 156.337 Results of confluence: Total flow rate = 369.491(CFS) Time of concentration = 11.702 min. Effective stream area after confluence = 152.960(Ac.) Stream Area average Pervious fraction(Ap) = 0.857 Stream Area average soil loss rate(Fm) = 0.393(In/Hr) Study area (this main stream) = 156.34(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 87.000 to Point/Station 88.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1050.900(Ft.) Downstream point/station elevation = 1033.600(Ft.) Pipe length = 370.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 369.491(CFS) Given pipe size = 54.00(In.) Calculated individual pipe flow = 369.491(CFS) Normal flow depth in pipe = 38.91(In.) Flow top width inside pipe = 48.47(In.) Critical depth could not be calculated. Pipe flow velocity = 30.11(Ft/s) Travel time through pipe = 0.20 min. Time of concentration (TC) = 11.91 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 88.000 to Point/Station 88.000 **** CONFLUENCE OF MINOR STREAMS **** s Along Main Stream number: 1 in normal stream number 1 Stream flow area = 152.960(Ac.) Runoff from this stream = 369.491(CFS) 571 Time of concentration = 11.91 min. Rainfall intensity = 2.895(In/Hr) Area averaged loss rate (Fm) = 0.3930(In/Hr) Area averaged Pervious ratio (Ap) = 0.8568 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 526.000 to Point/Station 527.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.367(In/Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1065.000(Ft.) Bottom (of initial area) elevation = 1060.000(Ft.) Difference in elevation = 5.000(Ft.) Slope = 0.00500 s(%)= 0.50 TC = k(0.389)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 17.789 min. Rainfall intensity = 2.275(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.755 Subarea runoff = 11.164(CFS) Total initial stream area = 6.500(Ac.) Pervious area fraction = 0.500 Initial area Fm value = 0.367(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 527.000 to Point/Station 527.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 6.500(Ac.) Runoff from this stream = 11.164(CFS) Time of concentration = 17.79 min. Rainfall intensity = 2.275(In/Hr) Area averaged loss rate (Fm) = 0.3670(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 528.000 to Point/Station 529.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.367(In/Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1065.000(Ft.) Bottom (of initial area) elevation = 1060.000(Ft.) 57' Difference in elevation = 5.000(Ft.) Slope = 0.00500 s(%)= 0.50 TC = k(0.389)*[(length^3)/(elevation change) ]^0.2 Initial area time of concentration = 17.789 min. Rainfall intensity = 2.275(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.755 Subarea runoff = 11.164(CFS) Total initial stream area = 6.500(Ac.) Pervious area fraction = 0.500 Initial area Fm value = 0.367(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 529.000 to Point/Station 529.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 3 Stream flow area = 6.500(Ac.) Runoff from this stream = 11.164(CFS) Time of concentration = 17.79 min. Rainfall intensity = 2.275(In/Hr) Area averaged loss rate (Fm) = 0.3670(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 369.491 11.91 2.895 00k, 2 11.164 17.79 2.275 3 11.164 17.79 2.275 Qmax(1) _ 1.000 * 1.000 * 369.491) + 1.325 * 0.669 * 11.164) + 1.325 * 0.669 * 11.164) + = 389.290 Qmax(2) _ 0.752 * 1.000 * 369.491) + 1.000 * 1.000 * 11.164) + 1.000 * 1.000 * 11.164) + = 300.304 Qmax(3) _ 0.752 * 1.000 * 369.491) + 1.000 * 1.000 * 11.164) + 1.000 * 1.000 * 11.164) + = 300.304 Total of 3 streams to confluence: Flow rates before confluence point: 369.491 11.164 11.164 Maximum flow rates at confluence using above data: 389.290 300.304 300.304 Area of streams before confluence: 152.960 6.500 6.500 Effective area values after confluence: 161.661 165.960 165.960 Results of confluence: Total flow rate = 389.290(CFS) Time of concentration = 11.907 min. Effective stream area after confluence = 161.661(Ac.) Stream Area average Pervious fraction(Ap) = 0.829 Stream Area average soil loss rate(Fm) = 0.391(In/Hr) 'r Study area (this main stream) = 165.96(Ac.) 57' End of computations, Total Study Area = 191.00 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. Area averaged pervious area fraction(Ap) = 0.839 Area averaged SCS curve number = 70.9 i0 04 G5l San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2001 Version 6.4 Rational Hydrology Study Date: 01/13/05 ------------------------------------------------------------------------ FONTANA / LINE P1 HYDROLOGY 25 YEAR STORM JN 04339 ------------------------------------------------------------------------ Hall & Forman, Inc. - SIN 950 ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** ------------------------------------------------------------------------ Rational hydrology study storm event year is 25.0 10 Year storm 1 hour rainfall = 0.930(In.) 100 Year storm 1 hour rainfall = 1.350(In.) Computed rainfall intensity: Storm year = 25.00 1 hour rainfall = 1.097 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 400.000 to Point/Station 401.000 **** INITIAL AREA EVALUATION **** r UNDEVELOPED (poor cover) subarea. Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 78.00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.404(In/Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1850.000(Ft.) Bottom (of initial area) elevation = 1300.000(Ft.) Difference in elevation = 550.000(Ft.) Slope = 0.55000 s(%)= 55.00 TC = k(0.525)*[(length^3)/(elevation change))^0.2 Initial area time of concentration = 9.377 min. Rainfall intensity = 3.341(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.791 Subarea runoff = 15.863(CFS) Total initial stream area = 6.000(Ac.) Pervious area fraction = 1.000 Initial area Fm value = 0.404(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 401.000 to Point/Station 402.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** Estimated mean flow rate at midpoint of channel = 28.422(CFS) Depth of flow = 0.589(Ft.), Average velocity = 9.365(Ft/s) ******* Irregular Channel Data *********** C52 ----------------------------------------------------------------- "" Information entered for subchannel number 1 : Point number 'X' coordinate 'Y' coordinate 1 0.00 20.00 2 150.00 0.00 3 350.00 20.00 Manning's 'N' friction factor = 0.035 ----------------------------------------------------------------- Sub-Channel flow = 28.422(CFS) ' flow top width = 10.306(Ft.) ' velocity= 9.366(Ft/s) area = 3.035(Sq.Ft) ' ' Froude number = 3.042 Upstream point elevation = 1300.000(Ft.) Downstream point elevation = 1087.000(Ft.) Flow length = 850.000(Ft.) Travel time = 1.51 min. Time of concentration = 10.89 min. Depth of flow = 0.589(Ft.) Average velocity = 9.365(Ft/s) Total irregular channel flow = 28.422(CFS) Irregular channel normal depth above invert elev. = 0.589(Ft.) Average velocity of channel(s) = 9.365(Ft/s) Sub -Channel No. 1 Critical depth = 0.922(Ft.) ' Critical flow top width = 16.133(Ft.) ' Critical flow velocity= 3.822(Ft/s) Critical flow area = 7.436(Sq.Ft) Adding area flow to channel UNDEVELOPED (poor cover) subarea Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 78.00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.404(In/Hr) Rainfall intensity = 3.054(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.781 Subarea runoff = 21.117(CFS) for 9.500(Ac.) Total runoff = 36.980(CFS) Effective area this stream = 15.50(Ac.) Total Study Area (Main Stream No. 1) = 15.50(Ac.) Area averaged Fm value = 0.404(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 402.000 to Point/Station 75.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1080.000(Ft.) Downstream point/station elevation = 1077.000(Ft.) Pipe length = 550.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 36.980(CFS) Given pipe size = 36.00(In.) Calculated individual pipe flow = 36.980(CFS) Normal flow depth in pipe = 23.27(In.) Flow top width inside pipe = 34.42(In.) Critical Depth = 23.74(In.) 453 Pipe flow velocity = 7.65(Ft/s) Travel time through pipe = 1.20 min. Time of concentration (TC) = 12.09 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 75.000 to Point/Station 75.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Effective stream flow area = 15.500(Ac.) Total study area this main stream = 15.500(Ac.) Runoff from this stream = 36.980(CFS) Time of concentration = 12.09 min. Rainfall intensity = 2.869(In/Hr) Area averaged loss rate (Fm) = 0.4035(In/Hr) Area averaged Pervious ratio (Ap) = 1.0000 Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 403.000 to Point/Station 404.000 **** INITIAL AREA EVALUATION **** UNDEVELOPED (poor cover) subarea Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 . SCS curve number for soil(AMC 2) = 78.00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.404(In/Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1600.000(Ft.) Bottom (of initial area) elevation = 1140.000(Ft.) Difference in elevation = 460.000(Ft.) Slope = 0.46000 s(%)= 46.00 TC = k(0.525)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 9.719 min. Rainfall intensity = 3.270(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.789 Subarea runoff = 14.191(CFS) Total initial stream area = 5.500(Ac.) Pervious area fraction = 1.000 Initial area Fm value = 0.404(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 404.000 to Point/Station 405.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** Estimated mean flow rate at midpoint of channel = 25.801(CFS) Depth of flow = 0.623(Ft.), Average velocity = 6.651(Ft/s) ******* Irregular Channel Data *********** ----------------------------------------------------------------- Information entered for subchannel number 1 : Point number 'X' coordinate 'Y' coordinate 1 0.00 20.00 00001- 2 200.00 0.00 14wmw 3 400.00 20.00 c s4 Manning's 'N' friction factor = 0.035 ,O•►. ----------- ---------------(---- ------------------------------ Sub -Channel flow = 25.801 CFS) ' flow top width = 12.457(Ft.) ' velocity= 6.651(Ft/s) ' area = 3.879(Sq.Ft) ' Froude number = 2.100 Upstream point elevation = 1140.000(Ft.) Downstream point elevation = 1085.000(Ft.) Flow length = 470.000(Ft.) Travel time = 1.18 min. Time of concentration = 10.90 min. Depth of flow = 0.623(Ft.) Average velocity = 6.651(Ft/s) Total irregular channel flow = 25.801(CFS) Irregular channel normal depth above invert elev. = 0.623(Ft.) Average velocity of channel(s) = 6.651(Ft/s) Sub -Channel No. 1 Critical depth = 0.836(Ft.) ' Critical flow top width = 16.719(Ft.) ' Critical flow velocity= 3.692(Ft/s) ' Critical flow area = 6.988(Sq.Ft) Adding area flow to channel UNDEVELOPED (poor cover) subarea Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 78.00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.404(In/Hr) Rainfall intensity = 3.053(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.781 Subarea runoff = 20.390(CFS) for 9.000(Ac.) Total runoff = 34.581(CFS) Effective area this stream = 14.50(Ac.) Total Study Area (Main Stream No. 2) = 14.50(Ac.) Area averaged Fm value = 0.404(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 405.000 to Point/Station 75.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1078.000(Ft.) Downstream point/station elevation = 1077.000(Ft.) Pipe length = 150.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 34.581(CFS) Given pipe size = 36.00(In.) Calculated individual pipe flow = 34.581(CFS) Normal flow depth in pipe = 20.84(In.) Flow top width inside pipe = 35.55(In.) Critical Depth = 22.92(In.) Pipe flow velocity = 8.16(Ft/s) Travel time through pipe = 0.31 min. Time of concentration (TC) = 11.20 min. k0061 1 1 1 1 11 1 .. . . . . . 1 1 1 . . . . . . . T f. . . . . . ... + . . . . . . . + + . . . + . . . + . . . + + . . + . . . . . . . . + . . . . . . 6�5 Process from Point/Station 75.000 to Point/Station 75.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Effective stream flow area = 14.500(Ac.) Total study area this main stream = 14.500(Ac.) Runoff from this stream = 34.581(CFS) Time of concentration = 11.20 min. Rainfall intensity = 3.003(In/Hr) Area averaged loss rate (Fm) = 0.4035(In/Hr) Area averaged Pervious ratio (Ap) = 1.0000 Program is now starting with Main Stream No. 3 ++++++++++++++++++++++++++++++++++++++++++++++++++++t+++++++++++++++++ Process from Point/Station 406.000 to Point/Station 408.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.367(In/Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1065.000(Ft.) Bottom (of initial area) elevation = 1055.000(Ft.) Difference in elevation = 10.000(Ft.) Slope = 0.01000 s(%)= 1.00 TC = k(0.389)*[(length^3)/(elevation change) ]^0.2 Initial area time of concentration = 15.486 min. Rainfall intensity = 2.473(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.766 Subarea runoff = 14.214(CFS) Total initial stream area = 7.500(Ac.) Pervious area fraction = 0.500 Initial area Fm value = 0.367(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 408.000 to Point/Station 408.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 3 in normal stream number 1 Stream flow area = 7.500(Ac.) Runoff from this stream = 14.214(CFS) Time of concentration = 15.49 min. Rainfall intensity = 2.473(In/Hr) Area averaged loss rate (Fm) = 0.3670(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 407.000 to Point/Station 408.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 654 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.367(In/Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1065.000(Ft.) Bottom (of initial area) elevation = 1055.000(Ft.) Difference in elevation = 10.000(Ft.) Slope = 0.01000 s(%)= 1.00 TC = k(0.389)*((length^3)/(elevation change)]^0.2 Initial area time of concentration = 15.486 min. Rainfall intensity = 2.473(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.766 Subarea runoff = 11.371(CFS) Total initial stream area = 6.000(Ac.) Pervious area fraction = 0.500 Initial area Fm value = 0.367(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 408.000 to Point/Station 408.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 3 in normal stream number 2 Stream flow area = 6.000(Ac.) Runoff from this stream = 11.371(CFS) Time of concentration = 15.49 min. Rainfall intensity = 2.473(In/Hr) `0rw� Area averaged loss rate (Fm) = 0.3670(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 14.214 15.49 2.473 2 11.371 15.49 2.473 Qmax(1) _ 1.000 * 1.000 * 14.214) + 1.000 * 1.000 * 11.371) + = 25.585 Qmax(2) _ 1.000 * 1.000 * 14.214) + 1.000 * 1.000 * 11.371) + = 25.585 Total of 2 streams to confluence: Flow rates before confluence point: 14.214 11.371 Maximum flow rates at confluence using above data: 25.585 25.585 Area of streams before confluence: 7.500 6.000 Effective area values after confluence: 13.500 13.500 Results of confluence: Total flow rate = 25.585(CFS) Time of concentration = 15.486 min. Effective stream area after confluence = 13.500(Ac.) Stream Area average Pervious fraction(Ap) = 0.500 4 5 Stream Area average soil loss rate(Fm) = 0.367(In/Hr) Study area (this main stream) = 13.50(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 408.000 to Point/Station 408.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 3 Effective stream flow area = 13.500(Ac.) Total study area this main stream = 13.500(Ac.) Runoff from this stream = 25.585(CFS) Time of concentration = 15.49 min. Rainfall intensity = 2.473(In/Hr) Area averaged loss rate (Fm) = 0.3670(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 36.980 12.09 2.869 2 34.581 11.20 3.003 3 25.585 15.49 2.473 Qmax(1) _ 1.000 * 1.000 * 36.980) + 0.948 * 1.000 * 34.581) + 1.188 * 0.781 * 25.585) + = 93.508 AW*16 Qmax (2 ) _ 1.054 * 0.927 * 36.980) + 1.000 * 1.000 * 34.581) + 1.252 * 0.723 * 25.585) + = 93.883 Qmax (3 ) _ 0.839 * 1.000 * 36.980) + 0.796 * 1.000 * 34.581) + 1.000 * 1.000 * 25.585) + = 84.149 Total of 3 main streams to confluence: Flow rates before confluence point: 37.980 35.581 26.585 Maximum flow rates at confluence using above data: 93.508 93.883 84.149 Effective Area of streams before confluence: 15.500 14.500 13.500 Effective area values after confluence: 40.538 38.630 43.500 Results of confluence: Total flow rate = 93.883(CFS) Time of concentration = 11.203 min. Effective stream area after confluence = 38.630(Ac.) Stream Area average Pervious fraction(Ap) = 0.845 Stream Area average soil loss rate(Fm) = 0.392(In/Hr) Steam effective area = 43.50(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 75.000 to Point/Station 76.000 G5 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1075.000(Ft.) Downstream point/station elevation = 1047.000(Ft.) Pipe length = 550.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 93.883(CFS) Given pipe size = 42.00(In.) Calculated individual pipe flow = 93.883(CFS) Normal flow depth in pipe = 18.82(In.) Flow top width inside pipe = 41.77(In.) Critical Depth = 35.93(In.) Pipe flow velocity = 22.47(Ft/s) Travel time through pipe = 0.41 min. Time of concentration (TC) = 11.61 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 76.000 to Point/Station 80.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1047.000(Ft.) Downstream point/station elevation = 1041.300(Ft.) Pipe length = 1000.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 93.883(CFS) Given pipe size = 54.00(In.) Calculated individual pipe flow = 93.883(CFS) Normal flow depth in pipe = 31.17(In.) Flow top width inside pipe = 53.35(In.) Critical Depth = 34.13(In.) Pipe flow velocity = 9.88(Ft/s) Travel time through pipe = 1.69 min. Time of concentration (TC) = 13.30 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 80.000 to Point/Station 80.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 38.630(Ac.) Runoff from this stream = 93.883(CFS) Time of concentration = 13.30 min. Rainfall intensity = 2.709(In/Hr) Area averaged loss rate (Fm) = 0.3922(In/Hr) Area averaged Pervious ratio (Ap) = 0.8448 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 80.000 to Point/Station 80.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** Soil classification AP and SCS values input by user USER INPUT of soil data for subarea SCS curve number for soil(AMC 2) = 74.46 Pervious ratio(Ap) = 0.8510 Max loss rate(Fm)= 0.393(In/Hr) Rainfall intensity = 2.853(In/Hr) for a 25.0 year storm User specified values are as follows: TC = 12.20 min. Rain intensity = 2.85(In/Hr) Total area this stream = 112.08(Ac.) Total Study Area (Main Stream No. 1) = 125.58(Ac.) Total runoff = 261.23(CFS) 01 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 80.000 to Point/Station 80.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 112.080(Ac.) Runoff from this stream = 261.230(CFS) Time of concentration = 12.20 min. Rainfall intensity.= 2.853(In/Hr) Area averaged loss rate (Fm) = 0.3930(In/Hr) Area averaged Pervious ratio (Ap) = 0.8510 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 93.883 13.30 2.709 2 261.230 12.20 2.853 Qmax(1) _ 1.000 * 1.000 * 93.883) + 0.942 * 1.000 * 261.230) + = 339.845 Qmax(2) _ 1.062 * 0.917 * 93.883) + 1.000 * 1.000 * 261.230) + = 352.705 Total of 2 streams to confluence: Flow rates before confluence point: AOW 93.883 261.230 Maximum flow rates at confluence using above data: 339.845 352.705 Area of streams before confluence: 38.630 112.080 Effective area values after confluence: 150.710 147.521 Results of confluence: Total flow rate = 352.705(CFS) Time of concentration = 12.200 min. Effective stream area after confluence = 147.521(Ac.) Stream Area average Pervious fraction(Ap) = 0.849 Stream Area average soil loss rate(Fm) = 0.393(In/Hr) Study area (this main stream) = 150.71(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 80.000 to Point/Station 88.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1037.200(Ft.) Downstream point/station elevation = 1031.600(Ft.) Pipe length = 1450.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 352.705(CFS) Given pipe size = 90.00(In.) Calculated individual pipe flow = 352.705(CFS) Normal flow depth in pipe = 57.56(In.) Flow top width inside pipe = 86.42(In.) Critical Depth = 58.29(In.) ate"" Pipe flow velocity = 11.82(Ft/s) Travel time through pipe = 2.04 min. LIM Time of concentration (TC) = 14.24 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 88.000 to Point/Station 88.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 147.521(Ac.) Runoff from this stream = 352.705(CFS) Time of concentration = 14.24 min. Rainfall intensity = 2.600(In/Hr) Area averaged loss rate (Fm) = 0.3928(In/Hr) Area averaged Pervious ratio (Ap) = 0.8494 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 88.000 to Point/Station 88.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** Soil classification AP and SCS values input by user USER INPUT of soil data for subarea SCS curve number for soil(AMC 2) = 73.85 Pervious ratio(Ap) = 0.8290 Max loss rate(Fm)= 0.391(In/Hr) Rainfall intensity = 2.895(In/Hr) for a 25.0 year storm User specified values are as follows: TC = 11.91 min. Rain intensity = 2.89(In/Hr) Total area this stream = 161.66(Ac.) Total Study Area (Main Stream No. 1) = 287.24(Ac.) Total runoff = 389.29(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 88.000 to Point/Station 88.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 161.660(Ac.) Runoff from this stream = 389.290(CFS) Time of concentration = 11.91 min. Rainfall intensity = 2.895(In/Hr) Area averaged loss rate (Fm) = 0.3910(In/Hr) Area averaged Pervious ratio (Ap) = 0.8290 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 352.705 14.24 2.600 2 389.290 11.91 2.895 Qmax(1) _ 1.000 * 1.000 * 352.705) + 0.882 * 1.000 * 389.290) + Qmax(2) _ 1.134 * 0.836 * 352.705) + 1.000 * 1.000 * 389.290) + _ Total of 2 streams to confluence: Flow rates before confluence point: 352.705 389.290 696.160 723.574 Oct (�(a Maximum flow rates at confluence using above data: low- 696.160 723.574 Area of streams before confluence: 147.521 161.660 Effective area values after confluence: 309.181 285.002 Results of confluence: Total flow rate = 723.574(CFS) Time of concentration = 11.910 min. Effective stream area after confluence = 285.002(Ac.) Stream Area average Pervious fraction(Ap) = 0.839 Stream Area average soil loss rate(Fm) = 0.392(In/Hr) Study area (this main stream) = 309.18(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 88.000 to Point/Station 89.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1031.100(Ft.) Downstream point/station elevation = 1028.800(Ft.) Pipe length = 550.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 723.574(CFS) Given pipe size = 96.00(In.) NOTE: Normal flow is pressure flow in user selected pipe size. The approximate hydraulic grade line above the pipe invert is 5.987(Ft.) at the headworks or inlet of the pipe(s) Pipe friction loss = 3.460(Ft.) Minor friction loss = 4.826(Ft.) K -factor = 1.50 Pipe flow velocity = 14.40(Ft/s) Travel time through pipe = 0.64 min. Time of concentration (TC) = 12.55 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 89.000 to Point/Station 89.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 285.002(Ac.) Runoff from this stream = 723.574(CFS) Time of concentration = 12.55 min. Rainfall intensity = 2.806(In/Hr) Area averaged loss rate (Fm) = 0.3919(In/Hr) Area averaged Pervious ratio (Ap) = 0.8387 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 513.000 to Point/Station 530.000 **** INITIAL AREA EVALUATION **** UNDEVELOPED (poor cover) subarea Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 78.00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.404(In/Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1770.000(Ft.) Bottom (of initial area) elevation = 1380.000(Ft.) Difference in elevation = 390.000(Ft.) Slope = 0.39000 s(%)= 39.00 TC = k(0.525)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 10.045 min. Rainfall intensity = 3.206(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.787 Subarea runoff = 15.134(CFS) Total initial stream area = 6.000(Ac.) Pervious area fraction = 1.000 Initial area Fm value = 0.404(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 530.000 to Point/Station 531.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** Estimated mean flow rate at midpoint of channel = 23.962(CFS) Depth of flow = 0.429(Ft.), Average velocity = 8.665(Ft/s) ******* Irregular Channel Data *********** --------------------------------------------- Information entered for subchannel number 1 : Point number 'X' coordinate 'Y' coordinate 1 0.00 10.00 2 150.00 0.00 3 300.00 10.00 Manning's 'N' friction factor = 0.035 -------------------------------------------------------- Sub-Channel flow = 23.962(CFS) ' flow top width = 12.881(Ft.) ' velocity= 8.665(Ft/s) ' area = 2.765(Sq.Ft) Froude number = 3.296 Upstream point elevation = 1380.000(Ft.) Downstream point elevation = 1120.000(Ft.) Flow length = 800.000(Ft.) Travel time = 1.54 min. Time of concentration = 11.58 min. Depth of flow = 0.429(Ft.) Average velocity = 8.665(Ft/s) Total irregular channel flow = 23.962(CFS) Irregular channel normal depth above invert elev. = 0.429(Ft.) Average velocity of channel(s) = 8.665(Ft/s) Sub -Channel No. 1 Critical depth = 0.691(Ft.) ' Critical flow top width = 20.742(Ft.) Critical flow velocity= 3.342(Ft/s) ' Critical flow area = 7.171(Sq.Ft) Adding area flow to channel UNDEVELOPED (poor cover) subarea Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 78.00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.404(In/Hr) Rainfall intensity = 2.943(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.777 G `: Subarea runoff = 14.582(CFS) for 7.000(Ac.) Iowa, Total runoff = 29.716(CFS) Effective area this stream = 13.00(Ac.) +" Total Study Area (Main Stream No. 1) = 300.24(Ac.) Area averaged Fm value = 0.404(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 531.000 to Point/Station 532.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1120.000(Ft.) End of street segment elevation = 1056.000(Ft.) Length of street segment = 1800.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [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 = 1.500(Ft.) Gutter hike from flowline = 1.500(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 = 48.003(CFS) Depth of flow = 0.484(Ft.), Average velocity = 6.240(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 19.430(Ft.) Flow velocity = 6.24(Ft/s) Travel time = 4.81 min. TC = 16.39 min. Adding area flow to street UNDEVELOPED (poor cover) subarea Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 78.00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.404(In/Hr) Rainfall intensity = 2.390(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.748 Subarea runoff = 22.129(CFS) for 16.000(Ac.) Total runoff = 51.845(CFS) Effective area this stream = 29.00(Ac.) Total Study Area (Main Stream No. 1) = 316.24(Ac.) Area averaged Fm value = 0.404(In/Hr) Street flow at end of street = 51.845(CFS) Half street flow at end of street = 25.923(CFS) Depth of flow = 0.495(Ft.), Average velocity = 6.362(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 532.000 to Point/Station 532.000 **** CONFLUENCE OF MINOR STREAMS **** f Along Main Stream number: 1 in normal stream number 2 c4,d Stream flow area = 29.000(Ac.) Runoff from this stream = 51.845(CFS) Time of concentration = 16.39 min. Rainfall intensity = 2.390(In/Hr) Area averaged loss rate (Fm) = 0.4035(In/Hr) Area averaged Pervious ratio (Ap) = 1.0000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 533.000 to Point/Station 534.000 **** INITIAL AREA EVALUATION **** COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.073(In/Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1064.100(Ft.) Bottom (of initial area) elevation = 1059.100(Ft.) Difference in elevation = 5.000(Ft.) Slope = 0.00500 s(%)= 0.50 TC = k(0.304)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 13.902 min. Rainfall intensity = 2.638(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.875 Subarea runoff = 15.004(CFS) Total initial stream area = 6.500(Ac.) Pervious area fraction = 0.100 ✓ Initial area Fm value = 0.073(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 534.000 to Point/Station 535.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1059.300(Ft.) End of street segment elevation = 1056.200(Ft.) Length of street segment = 330.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [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 = 1.500(Ft.) Gutter hike from flowline = 1.500(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 = 21.352(CFS) Depth of flow = 0.463(Ft.), Average velocity = 3.095(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 18.380(Ft.) ,ter. Flow velocity = 3.09(Ft/s) Travel time = 1.78 min. TC = 15.68 min. Adding area flow to street A,., COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Nftol Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.073(In/Hr) Rainfall intensity = 2.454(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.873 Subarea runoff = 10.712(CFS) for 5.500(Ac.) Total runoff = 25.715(CFS) Effective area this stream = 12.00(Ac.) Total Study Area (Main Stream No. 1) = 328.24(Ac.) Area averaged Fm value = 0.073(In/Hr) Street flow at end of street = 25.715(CFS) Half street flow at end of street = 12.858(CFS) Depth of flow = 0.490(Ft.), Average velocity = 3.240(Ft/s) Flow width (from curb towards crown)= 19.740(Ft.) 0, ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 535.000 to Point/Station 535.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 3 Stream flow area = 12.000(Ac.) Runoff from this stream = 25.715(CFS) Time of concentration = 15.68 min. Rainfall intensity = 2.454(In/Hr) Area averaged loss rate (Fm) = 0.0734(In/Hr) Area averaged Pervious ratio (Ap) = 0.1000 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 723.574 12.55 2.806 2 51.845 16.39 2.390 3 25.715 15.68 2.454 Qmax(1) = 1.000 * 1.000 * 723.574) + 1.209 * 0.765 * 51.845) + 1.147 * 0.800 * 25.715) + = 795.178 Qmax(2) = 0.828 * 1.000 * 723.574) + 1.000 * 1.000 * 51.845) + 0.973 * 1.000 * 25.715) + = 675.821 Qmax(3) = 0.855 * 1.000 * 723.574) + 1.032 * 0.957 * 51.845) + 1.000 * 1.000 * 25.715) + = 695.223 Total of 3 streams to confluence: Flow rates before confluence point: 723.574 51.845 25.715 Maximum flow rates at confluence using above data: 795.178 675.821 695.223 Area of streams before confluence: &GG 285.002 29.000 12.000 Effective area values after confluence: 316.803 326.002 324.742 Results of confluence: Total flow rate = 795.178(CFS) Time of concentration = 12.547 min. Effective stream area after confluence = 316.803(Ac.) Stream Area average Pervious fraction(Ap) = 0.826 Stream Area average soil loss rate(Fm) = 0.381(In/Hr) Study area (this main stream) = 326.00(Ac.) End of computations, Total Study Area = 358.24 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. Area averaged pervious area fraction(Ap) = 0.827 Area averaged SCS curve number = 73.5 m m_- 75 San Bernardino County Rational Hydrology Program '�wrrr' (Hydrology Manual Date - August 1986) CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2001 Version 6.4 Rational Hydrology Study Date: 01/13/05 ------------------------------------------------------------------------ FONTANA / LINE SIERRA AVENUE HYDROLOGY 25 YEAR STORM JN 04339 ------------------------------------------------------------------------ Hall & Forman, Inc. - SIN 950 ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** Rational hydrology study storm event year is 25.0 10 Year storm 1 hour rainfall = 0.930(In.) 100 Year storm 1 hour rainfall = 1.350(In.) Computed rainfall intensity: Storm year = 25.00 1 hour rainfall = 1.097 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 200.000 to Point/Station 201.000 **** INITIAL AREA EVALUATION **** COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1103.000(Ft.) Bottom (of initial area) elevation = 1098.000(Ft.) Difference in elevation = 5.000(Ft.) Slope = 0.00500 s(%)= 0.50 TC = k(0.304)*[(length^3)/(elevation change) ]^0.2 Initial area time of concentration = 13.902 min. Rainfall intensity = 2.638(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.867 Subarea runoff = 12.575(CFS) Total initial stream area = 5.500(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.098(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 201.000 to Point/Station 202.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** .* Top of street segment elevation = 1098.000(Ft.) End of street segment elevation = 1091.600(Ft.) Length of street segment = 670.000(Ft.) 752 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 202.000 to Point/Station 60.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1084.600(Ft.) Downstream point/station elevation = 1078.400(Ft.) Pipe length = 555.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 30.010(CFS) Given pipe size = 42.00(In.) Calculated individual pipe flow = 30.010(CFS) Normal flow depth in pipe = 15.26(In.) Flow top width inside pipe = 40.40(In.) Critical Depth = 20.31(In.) Pipe flow velocity = 9.50(Ft/s) Travel time through pipe = 0.97 min. Time of concentration (TC) = 18.38 min. 1%1W++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Height of curb above gutter flowline 8.0(In.) = Width of half street (curb to crown) 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on (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 = 1.500(Ft.) Gutter hike from flowline = 1.500(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 = 23.435(CFS) Depth of flow = 0.475(Ft.), Average velocity = 3.187(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 18.988(Ft.) Flow velocity = 3.19(Ft/s) Travel time = 3.50 min. TC = 17.41 min. Adding area flow to street COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.073(In/Hr) Rainfall intensity = 2.305(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.868 Subarea runoff = 17.435(CFS) for 9.500(Ac.) Total runoff = 30.010(CFS) Effective area this stream = 15.00(Ac.) Total Study Area (Main Stream No. 1) = 15.00(Ac.) Area averaged Fm value = 0.082(In/Hr) Street flow at end of street = 30.010(CFS) Half street flow at end of street = 15.005(CFS) Depth of flow = 0.509(Ft.), Average velocity = 3.445(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 202.000 to Point/Station 60.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1084.600(Ft.) Downstream point/station elevation = 1078.400(Ft.) Pipe length = 555.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 30.010(CFS) Given pipe size = 42.00(In.) Calculated individual pipe flow = 30.010(CFS) Normal flow depth in pipe = 15.26(In.) Flow top width inside pipe = 40.40(In.) Critical Depth = 20.31(In.) Pipe flow velocity = 9.50(Ft/s) Travel time through pipe = 0.97 min. Time of concentration (TC) = 18.38 min. 1%1W++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 753 Process from Point/Station 60.000 to Point/Station 60.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 15.000(Ac.) Runoff from this stream = 30.010(CFS) Time of concentration = 18.38 min. Rainfall intensity = 2.231(In/Hr) Area averaged loss rate (Fm) = 0.0823(In/Hr) Area averaged Pervious ratio (Ap) = 0.1000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 203.000 to Point/Station 204.000 **** INITIAL AREA EVALUATION **** COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1103.000(Ft.) Bottom (of initial area) elevation = 1096.000(Ft.) Difference in elevation = 7.000(Ft.) Slope = 0.00700 s(%)= 0.70 TC = k(0.304)*[(length^3)/(elevation change)]^0.2 c Initial area time of concentration = 12.997 min. Rainfall intensity = 2.747(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.868 Subarea runoff = 15.497(CFS) Total initial stream area = 6.500(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.098(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 204.000 to Point/Station 205.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1096.000(Ft.) End of street segment elevation = 1090.500(Ft.) Length of street segment = 675.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [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 = 1.500(Ft.) Gutter hike from flowline = 1.500(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 low Estimated mean flow rate at midpoint of street = 25.630(CFS) 'err Depth of flow = 0.499(Ft.), Average velocity = 3.085(Ft/s) 7� Note: depth of flow exceeds top of street crown. Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 20.000(Ft.) Flow velocity = 3.08(Ft/s) Travel time = 3.65 min. TC = 16.64 min. Adding area flow to street COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) Rainfall intensity = 2.368(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.863 Subarea runoff = 15.151(CFS) for 8.500(Ac.) Total runoff = 30.648(CFS) Effective area this stream = 15.00(Ac.) Total Study Area (Main Stream No. 1) = 30.00(Ac.) Area averaged Fm value = 0.098(In/Hr) Street flow at end of street = 30.648(CFS) Half street flow at end of street = 15.324(CFS) Depth of flow = 0.523(Ft.), Average velocity = 3.312(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 205.000 to Point/Station 205.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 15.000(Ac.) Runoff from this stream = 30.648(CFS) Time of concentration = 16.64 min. Rainfall intensity = 2.368(In/Hr) Area averaged loss rate (Fm) = 0.0978(In/Hr) Area averaged Pervious ratio (Ap) = 0.1000 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 30.010 18.38 2.231 2 30.648 16.64 2.368 Qmax(1) _ 1.000 * 1.000 * 30.010) + 0.940 * 1.000 * 30.648) + = 58.812 Qmax(2) _ 1.064 * 0.906 * 30.010) + 1.000 * 1.000 * 30.648) + = 59.555 Total of 2 streams to confluence: Flow rates before confluence point: 30.010 30.648 Maximum flow rates at confluence using above data: 58.812 59.555 Area of streams before confluence: ✓ 15.000 15.000 115 Effective area values after confluence: 30.000 28.584 r Results of confluence: Total flow rate = 59.555(CFS) Time of concentration = 16.645 min. Effective stream area after confluence = 28.584(Ac.) Stream Area average Pervious fraction(Ap) = 0.100 Stream Area average soil loss rate(Fm) = 0.090(In/Hr) Study area (this main stream) = 30.00(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 60.000 to Point/Station 61.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1078.400(Ft.) Downstream point/station elevation = 1076.700(Ft.) Pipe length = 500.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 59.555(CFS) Given pipe size = 42.00(In.) Calculated individual pipe flow = 59.555(CFS) Normal flow depth in pipe = 35.06(In.) Flow top width inside pipe = 31.19(In.) Critical Depth = 29.01(In.) Pipe flow velocity = 6.95(Ft/s) Travel time through pipe = 1.20 min. Time of concentration (TC) = 17.84 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 61.000 to Point/Station 61.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 28.584(Ac.) Runoff from this stream = 59.555(CFS) Time of concentration = 17.84 min. Rainfall intensity = 2.271(In/Hr) Area averaged loss rate (Fm) = 0.0901(In/Hr) Area averaged Pervious ratio (Ap) = 0.1000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 206.000 to Point/Station 207.000 **** INITIAL AREA EVALUATION **** COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1103.000(Ft.) Bottom (of initial area) elevation = 1097.000(Ft.) Difference in elevation = 6.000(Ft.) Slope = 0.00600 s(%)= 0.60 TC = k(0.304)*[(length^3)/(elevation change) ]^0.2 ,, Initial area time of concentration = 13.404 min. 756. Rainfall intensity = 2.697(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.867 Subarea runoff = 14.033(CFS) Total initial stream area = 6.000(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.098(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 207.000 to Point/Station 208.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1097.000(Ft.) End of street segment elevation = 1089.300(Ft.) Length of street segment = 775.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [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 = 1.500(Ft.) Gutter hike from flowline = 1.500(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 = 25.728(CFS) Depth of flow = 0.486(Ft.), Average velocity = 3.310(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 19.533(Ft.) Flow velocity Travel time = 3.90 min. TC = 17.31 min. Adding area flow to street COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) Rainfall intensity = 2.313(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.862 Subarea runoff = 17.869(CFS) for 10.000(Ac.) Total runoff = 31.903(CFS) Effective area this stream = 16.00(Ac.) Total Study Area (Main Stream No. 1) = 46.00(Ac.) Area averaged Fm value = 0.098(In/Hr) Street flow at end of street = 31.903(CFS) Half street flow at end of street = 15.951(CFS) Depth of flow = 0.515(Ft.), Average velocity = 3.572(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 208.000 to Point/Station 208.000 **** CONFLUENCE OF MINOR STREAMS **** 757 Along Main Stream number: 1 in normal stream number 2 Stream flow area = 16.000 (Ac. ) Runoff from this stream = 31.903(CFS) Time of concentration = 17.31 min. Rainfall intensity = 2.313(In/Hr) Area averaged loss rate (Fm) = 0.0978(In/Hr) Area averaged Pervious ratio (Ap) = 0.1000 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 59.555 17.84 2.271 2 31.903 17.31 2.313 Qmax(1) _ 1.000 * 1.000 * 59.555) + 0.981 * 1.000 * 31.903) + = 90.852 Qmax(2) _ 1.019 * 0.970 * 59.555) + 1.000 * 1.000 * 31.903) + = 90.778 Total of 2 streams to confluence: Flow rates before confluence point: 59.555 31.903 Maximum flow rates at confluence using above data: 90.852 90.778 Area of streams before confluence: 28.584 16.000 Effective area values after confluence: 44.584 43.723 Results of confluence: Total flow rate = 90.852(CFS) Time of concentration = 17.844 min. Effective stream area after confluence = 44.584(Ac.) Stream Area average Pervious fraction(Ap) = 0.100 Stream Area average soil loss rate(Fm) = 0.093(In/Hr) Study area (this main stream) = 44.58(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 61.000 to Point/Station 62.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1076.700(Ft.) Downstream point/station elevation = 1065.000(Ft.) Pipe length = 1320.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 90.852(CFS) Given pipe size = 48.00(In.) Calculated individual pipe flow = 90.852(CFS) Normal flow depth in pipe = 28.78(In.) Flow top width inside pipe = 47.04(In.) Critical Depth = 34.69(In.) Pipe flow velocity = 11.54(Ft/s) Travel time through pipe = 1.91 min. Time of concentration (TC) = 19.75 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 62.000 to Point/Station 62.000 `err•' **** CONFLUENCE OF MINOR STREAMS **** 798 Along Main Stream number: 1 in normal stream number 1 Stream flow area = 44.584(Ac.) Runoff from this stream = 90.852(CFS) Time of concentration = 19.75 min. Rainfall intensity = 2.137(In/Hr) Area averaged loss rate (Fm) = 0.0928(In/Hr) Area averaged Pervious ratio (Ap) = 0.1000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 209.000 to Point/Station 210.000 **** INITIAL AREA EVALUATION **** COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1090.500(Ft.) Bottom (of initial area) elevation = 1084.500(Ft.) Difference in elevation = 6.000(Ft.) Slope = 0.00600 s(%)= 0.60 TC = k(0.304)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 13.404 min. Rainfall intensity = 2.697(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.867 Subarea runoff = 12.864(CFS) Total initial stream area = 5.500(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.098(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 210.000 to Point/Station 211.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1084.500(Ft.) End of street segment elevation = 1076.500(Ft.) Length of street segment = 875.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [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 = 1.500(Ft.) Gutter hike from flowline = 1.500(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 = 25.728(CFS) *. Depth of flow = 0.492(Ft.), Average velocity = 3.208(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 19.846(Ft.) M too,` Flow velocity = 3.21(Ft/s) Travel time = 4.55 min. TC = 17.95 min. Adding area flow to street COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.073(In/Hr) Rainfall intensity = 2.263(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.868 Subarea runoff = 19.533(CFS) for 11.000(Ac.) Total runoff = 32.397(CFS) Effective area this stream = 16.50(Ac.) Total Study Area (Main Stream No. 1) = 62.50(Ac.) Area averaged Fm value = 0.082(In/Hr) Street flow at end of street = 32.397(CFS) Half street flow at end of street = 16.198(CFS) Depth of flow = 0.523(Ft.), Average velocity = 3.505(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 211.000 to Point/Station 211.000 **** CONFLUENCE OF MINOR STREAMS **** Amo- Along Main Stream number: 1 in normal stream number Stream flow area = 16.500(Ac.) Runoff from this stream = 32.397(CFS) Time of concentration = 17.95 min. Rainfall intensity = 2.263(In/Hr) Area averaged loss rate (Fm) = 0.0815(In/Hr) Area averaged Pervious ratio (Ap) = 0.1000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 212.000 to Point/Station 213.000 **** INITIAL AREA EVALUATION **** COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1092.600(Ft.) Bottom (of initial area) elevation = 1086.000(Ft.) Difference in elevation = 6.600(Ft.) Slope = 0.00660 s(%)= 0.66 TC = k(0.304)*[(length^3)/(elevation change) )^0.2 Initial area time of concentration = 13.151 min. Rainfall intensity = 2.728(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.868 Subarea runoff = 11.834(CFS) Total initial stream area = 5.000(Ac.) 7(.0 Pervious area fraction = 0.100 Initial area Fm value = 0.098(In/Hr) �F ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 213.000 to Point/Station 214.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1086.000(Ft.) End of street segment elevation = 1076.500(Ft.) Length of street segment = 1000.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on (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 = 1.500(Ft.) Gutter hike from flowline = 1.500(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 = 23.668(CFS) Depth of flow = 0.477(Ft.), Average velocity = 3.188(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 19.081(Ft.) Flow velocity = 3.19(Ft/s) Travel time = 5.23 min. TC = 18.38 min. Adding area flow to street COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) Rainfall intensity = 2.231(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.861 Subarea runoff = 16.968(CFS) for 10.000(Ac.) Total runoff = 28.802(CFS) Effective area this stream = 15.00(Ac.) Total Study Area (Main Stream No. 1) = 77.50(Ac.) Area averaged Fm value = 0.098(In/Hr) Street flow at end of street = 28.802(CFS) Half street flow at end of street = 14.401(CFS) Depth of flow = 0.504(Ft.), Average velocity = 3.384(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 214.000 to Point/Station 214.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 3 Stream flow area = 15.000(Ac.) Runoff from this stream = 28.802(CFS) Time of concentration = 18.38 min. N Rainfall intensity = 2.231(In/Hr) Area averaged loss rate (Fm) = 0.0978(In/Hr) Area averaged Pervious ratio (Ap) = 0.1000 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 90.852 19.75 2.137 2 32.397 17.95 2.263 3 28.802 18.38 2.231 Qmax(1) _ 1.000 * 1.000 * 90.852) + 0.942 * 1.000 * 32.397) + 0.956 * 1.000 * 28.802) + = 148.904 Qmax(2) _ 1.062 * 0.909 * 90.852) + 1.000 * 1.000 * 32.397) + 1.015 * 0.977 * 28.802) + = 148.612 Qmax(3) _ 1.046 * 0.931 * 90.852) + 0.985 * 1.000 * 32.397) + 1.000 * 1.000 * 28.802) + = 149.169 Total of 3 streams to confluence: Flow rates before confluence point: 90.852 32.397 28.802 Maximum flow rates at confluence using above data: 148.904 148.612 149.169 Area of streams before confluence: 44.584 16.500 15.000 Effective area values after confluence: 76.084 71.669 72.987 Results of confluence: Total flow rate = 149.169(CFS) Time of concentration = 18.379 min. Effective stream area after confluence = 72.987(Ac.) Stream Area average Pervious fraction(Ap) = 0.100 Stream Area average soil loss rate(Fm) = 0.091(In/Hr) Study area (this main stream) = 76.08(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 62.000 to Point/Station 63.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1065.000(Ft.) Downstream point/station elevation = 1042.200(Ft.) Pipe length = 1320.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 149.169(CFS) Given pipe size = 54.00(In.) Calculated individual pipe flow = 149.169(CFS) Normal flow depth in pipe = 29.44(In.) Flow top width inside pipe = 53.78(In.) Critical Depth = 42.99(In.) Pipe flow velocity = 16.83(Ft/s) Travel time through pipe = 1.31 min. Time of concentration (TC) = 19.69 min. 76 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 63.000 to Point/Station 63.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 72.987(Ac.) Runoff from this stream = 149.169(CFS) Time of concentration = 19.69 min. Rainfall intensity = 2.141(In/Hr) Area averaged loss rate (Fm) = 0.0914(In/Hr) Area averaged Pervious ratio (Ap) = 0.1000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 215.000 to Point/Station 216.000 **** INITIAL AREA EVALUATION **** COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.073(In/Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1074.600(Ft.) Bottom (of initial area) elevation = 1071.000(Ft.) Difference in elevation = 3.600(Ft.) Slope = 0.00360 s(%)= 0.36 TC = k(0.304)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 14.846 min. Rainfall intensity = 2.536(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.874 Subarea runoff = 12.191(CFS) Total initial stream area = 5.500(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.073(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 216.000 to Point/Station 217.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1071.000(Ft.) End of street segment elevation = 1063.700(Ft.) Length of street segment = 875.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [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 = 1.500(Ft.) Gutter hike from flowline = 1.500(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 = 24.382(CFS) 763 Depth of flow = 0.491(Ft.), Average velocity = 3.058(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 19.786(Ft.) Flow velocity = 3.06(Ft/s) Travel time = 4.77 min. TC = 19.61 min. Adding area flow to street COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.073(In/Hr) Rainfall intensity = 2.146(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.869 Subarea runoff = 18.586(CFS) for 11.000(Ac.) Total runoff = 30.776(CFS) Effective area this stream = 16.50(Ac.) Total Study Area (Main Stream No. 1) = 94.00(Ac.) Area averaged Fm value = 0.073(In/Hr) Street flow at end of street = 30.776(CFS) Half street flow at end of street = 15.388(CFS) Depth of flow = 0.522(Ft.), Average velocity = 3.341(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 217.000 to Point/Station 217.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 16.500(Ac.) Runoff from this stream = 30.776(CFS) Time of concentration = 19.61 min. Rainfall intensity = 2.146(In/Hr) Area averaged loss rate (Fm) = 0.0734(In/Hr) Area averaged Pervious ratio (Ap) = 0.1000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 63.000 to Point/Station 63.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** Soil classification AP and SCS values input by user USER INPUT of soil data for subarea SCS curve number for soil(AMC 2) = 54.95 Pervious ratio(Ap) = 0.1110 Max loss rate(Fm)= 0.083(In/Hr) Rainfall intensity = 2.049(In/Hr) for a 25.0 year storm User specified values are as follows: TC = 21.19 min. Rain intensity = 2.05(In/Hr) Total area this stream = 203.15(Ac.) Total Study Area (Main Stream No. 1) = 297.15(Ac.) Total runoff = 403.88(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 63.000 to Point/Station 63.000 **** CONFLUENCE OF MINOR STREAMS **** 764 Along Main Stream number: 1 in normal stream number 3 Stream flow area = 203.150(Ac.) Runoff from this stream = 403.880(CFS) Time of concentration = 21.19 min. Rainfall intensity = 2.049(In/Hr) Area averaged loss rate (Fm) = 0.0830(In/Hr) Area averaged Pervious ratio (Ap) = 0.1110 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 149.169 19.69 2.141 2 30.776 19.61 2.146 3 403.880 21.19 2.049 Qmax(1) _ 1.000 * 1.000 * 149.169) + 0.998 * 1.000 * 30.776) + 1.047 * 0.929 * 403.880) + = 572.752 Qmax(2) _ 1.002 * 0.996 * 149.169) + 1.000 * 1.000 * 30.776) + 1.049 * 0.926 * 403.880) + = 572.081 Qmax(3) _ 0.955 * 1.000 * 149.169) + 0.953 * 1.000 * 30.776) + 1.000 * 1.000 * 403.880) + = 575.650 Total of 3 streams to confluence: Flow rates before confluence point: 149.169 30.776 403.880 Maximum flow rates at confluence using above data: 572.752 572.081 575.650 Area of streams before confluence: 72.987 16.500 203.150 Effective area values after confluence: 278.220 277.266 292.637 Results of confluence: Total flow rate = 575.650(CFS) Time of concentration = 21.190 min. Effective stream area after confluence = 292.637(Ac.) Stream Area average Pervious fraction(Ap) = 0.108 Stream Area average soil loss rate(Fm) = 0.085(In/Hr) Study area (this main stream) = 292.64(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 63.000 to Point/Station 64.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1039.100(Ft.) Downstream point/station elevation = 1033.800(Ft.) Pipe length = 1320.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 575.650(CFS) Given pipe size = 90.00(In.) NOTE: Normal flow is pressure flow in user selected pipe size. The approximate hydraulic grade line above the pipe invert is 6.071(Ft.) at the headworks or inlet of the pipe(s) Pipe friction loss = 7.416(Ft.) Minor friction loss = 3.955(Ft.) K -factor = 1.50 145 Pipe flow velocity = 13.03(Ft/s) Travel time through pipe = 1.69 min. Time of concentration (TC) = 22.88 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 64.000 to Point/Station 64.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 292.637(Ac.) Runoff from this stream = 575.650(CFS) Time of concentration = 22.88 min. Rainfall intensity = 1.957(In/Hr) Area averaged loss rate (Fm) = 0.0845(In/Hr) Area averaged Pervious ratio (Ap) = 0.1076 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 218.000 to Point/Station 219.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.367(In/Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1065.500(Ft.) Bottom (of initial area) elevation = 1059.000(Ft.) Difference in elevation = 6.500(Ft.) Slope = 0.00650 s(%)= 0.65 TC = k(0.389)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 16.880 min. Rainfall intensity = 2.348(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.759 Subarea runoff = 8.915(CFS) Total initial stream area = 5.000(Ac.) Pervious area fraction = 0.500 Initial area Fm value = 0.367(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 219.000 to Point/Station 220.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1059.000(Ft.) End of street segment elevation = 1056.500(Ft.) Length of street segment = 500.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [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 = 1.500(Ft.) 766 Gutter hike from flowline = 1.500(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 = 16.048(CFS) Depth of flow = 0.467(Ft.), Average velocity = 2.274(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 18.592(Ft.) Flow velocity = 2.27(Ft/s) Travel time = 3.66 min. TC = 20.54 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.367(In/Hr) Rainfall intensity = 2.087(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.742 Subarea runoff = 11.210(CFS) for 8.000(Ac.) Total runoff = 20.126(CFS) Effective area this stream = 13.00(Ac.) Total Study Area (Main Stream No. 1) = 310.15(Ac.) Area averaged Fm value = 0.367(In/Hr) Street flow at end of street = 20.126(CFS) Half street flow at end of street = 10.063(CFS) Depth of flow = 0.499(Ft.), Average velocity = 2.419(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 220.000 to Point/Station 221.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1056.500(Ft.) End of street segment elevation = 1051.200(Ft.) Length of street segment = 660.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 42.000(Ft.) Distance from crown to crossfall grade break = 40.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on (1) side(s) of the street Distance from curb to property line = 13.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(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 = 30.188(CFS) Depth of flow = 0.658(Ft.), Average velocity = 3.776(Ft/s) Streetflow hydraulics at midpoint of street travel: ftlfstreet flow width = 28.148(Ft.) Flow velocity = 3.78(Ft/s) Travel time = 2.91 min. TC = 23.46 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl/acre) V-1 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.367(In/Hr) Rainfall intensity = 1.927(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.729 Subarea runoff = 16.391(CFS) for 13.000(Ac.) Total runoff = •36.516(CFS) Effective area this stream = 26.00(Ac.) Total Study Area (Main Stream No. 1) = 323.15(Ac.) Area averaged Fm value = 0.367(In/Hr) Street flow at end of street = 36.516(CFS) Half street flow at end of street = 36.516(CFS) Depth of flow = 0.708(Ft.), Average velocity = 3.842(Ft/s) Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 2.06(Ft.) Flow width (from curb towards crown)= 30.644(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 221.000 to Point/Station 221.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 26.000(Ac.) Runoff from this stream = 36.516(CFS) Time of concentration = 23.46 min. Rainfall intensity = 1.927(In/Hr) r Area averaged loss rate (Fm) = 0.3670(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 575.650 22.88 1.957 2 36.516 23.46 1.927 Qmax(1) _ 1.000 * 1.000 * 575.650) + 1.019 * 0.975 * 36.516) + = 611.929 Qmax(2) _ 0.984 * 1.000 * 575.650) + 1.000 * 1.000 * 36.516) + = 603.223 Total of 2 streams to confluence: Flow rates before confluence point: 575.650 36.516 Maximum flow rates at confluence using above data: 611.929 603.223 Area of streams before confluence: 292.637 26.000 Effective area values after confluence: 317.996 318.637 Results of confluence: •. Total flow rate = 611.929(CFS) Time of concentration = 22.878 min. wrr Effective stream area after confluence = 317.996(Ac.) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++71+000+ Process from Point/Station 64.000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) Upstream point/station elevation = 1033.800(Ft.) Downstream point/station elevation = 1030.000(Ft.) Pipe length = 660.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 611.929(CFS) Given pipe size = 90.00(In.) Calculated individual pipe flow= 611.929(CFS) Normal flow depth in pipe = 78.75(In.) Flow top width inside pipe = 59.53(In.) Critical Depth = 76.01(In.) Pipe flow velocity = 14.94(Ft/s) Travel time through pipe = 0.74 min. Time of concentration (TC) = 23.61 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 71.000 to Point/Station 71.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 317.996(Ac.) Runoff from this stream = 611.929(CFS) Time of concentration = 23.61 min. rw+ Rainfall intensity = 1.920(In/Hr) Area averaged loss rate (Fm) = 0.1076(In/Hr) Area averaged Pervious ratio (Ap) = 0.1397 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++71.000 to Point/Station 71+000+ Process from Point/Station **** **** USER DEFINED FLOW INFORMATION AT A POINT Soil classification Al: and SCS values input by user USER INPUT of soil data for subarea SCS curve number for soil(AMC 2) = 56.12 0.331(In/Hr) Pervious ratio(AP) = 0.4520 Max loss rate(Fm)= Rainfall intensity = 1.822(In/Hr) for a 25.0 year storm User specified values are as follows: 1.82(In/Hr) .. TC = 25.76 min. Rain intensity0268(Ac) Total area this stream = 525.83(Ac.) Total Study Area (Main Stream No. 1) _ Total runoff = 307.34(CFS) +++++++++++++ ++++++++++++++++++++++++++++++++++++++++++++++++++71+000+ 71.000 to Point/Station Process from Point/Station **** **** CONFLUENCE OF MINOR STREAMS Along Main Stream number: 1 in normal stream Stream flow area = 202.680(Ac.) Runoff from this stream = 307.340 (CFS) Time of concentration = 25.76 min. Arr Rainfall intensity = 1.822(In/Hr) Stream Area average Pervious fraction(AP) = 0.140 0.108(In/Hr) Stream Area average soil loss rate(Fm) = 318.64(Ac.) Study area (this main stream) = +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++71+000+ Process from Point/Station 64.000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) Upstream point/station elevation = 1033.800(Ft.) Downstream point/station elevation = 1030.000(Ft.) Pipe length = 660.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 611.929(CFS) Given pipe size = 90.00(In.) Calculated individual pipe flow= 611.929(CFS) Normal flow depth in pipe = 78.75(In.) Flow top width inside pipe = 59.53(In.) Critical Depth = 76.01(In.) Pipe flow velocity = 14.94(Ft/s) Travel time through pipe = 0.74 min. Time of concentration (TC) = 23.61 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 71.000 to Point/Station 71.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 317.996(Ac.) Runoff from this stream = 611.929(CFS) Time of concentration = 23.61 min. rw+ Rainfall intensity = 1.920(In/Hr) Area averaged loss rate (Fm) = 0.1076(In/Hr) Area averaged Pervious ratio (Ap) = 0.1397 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++71.000 to Point/Station 71+000+ Process from Point/Station **** **** USER DEFINED FLOW INFORMATION AT A POINT Soil classification Al: and SCS values input by user USER INPUT of soil data for subarea SCS curve number for soil(AMC 2) = 56.12 0.331(In/Hr) Pervious ratio(AP) = 0.4520 Max loss rate(Fm)= Rainfall intensity = 1.822(In/Hr) for a 25.0 year storm User specified values are as follows: 1.82(In/Hr) .. TC = 25.76 min. Rain intensity0268(Ac) Total area this stream = 525.83(Ac.) Total Study Area (Main Stream No. 1) _ Total runoff = 307.34(CFS) +++++++++++++ ++++++++++++++++++++++++++++++++++++++++++++++++++71+000+ 71.000 to Point/Station Process from Point/Station **** **** CONFLUENCE OF MINOR STREAMS Along Main Stream number: 1 in normal stream Stream flow area = 202.680(Ac.) Runoff from this stream = 307.340 (CFS) Time of concentration = 25.76 min. Arr Rainfall intensity = 1.822(In/Hr) 76 9 Area averaged loss rate (Fm) = 0.3310(In/Hr) Area averaged Pervious ratio (Ap) = 0.4520 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 611.929 23.61 1.920 2 307.340 25.76 1.822 Qmax(1) _ 1.000 * 1.000 * 611.929) + 1.065 * 0.917 * 307.340) + = 912.114 Qmax(2) _ 0.946 * 1.000 * 611.929) + 1.000 * 1.000 * 307.340) + = 886.319 Total of 2 streams to confluence: Flow rates before confluence point: 611.929 307.340 Maximum flow rates at confluence using above data: 912.114 886.319 Area of streams before confluence: 317.996 202.680 Effective area values after confluence: 503.799 520.676 Results of confluence: Total flow rate = 912.114(CFS) Time of concentration = 23.615 min. Effective stream area after confluence = 503.799(Ac.) Stream Area average Pervious fraction(Ap) = 0.261 Stream Area average soil loss rate(Fm) = 0.195(In/Hr) Study area (this main stream) = 520.68(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 71.000 to Point/Station 89.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1030.000(Ft.) Downstream point/station elevation = 1025.000(Ft.) Pipe length = 680.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 912.114(CFS) Given pipe size = 108.00(In.) Calculated individual pipe flow = 912.114(CFS) Normal flow depth in pipe = 76.59(In.) Flow top width inside pipe = 98.09(In.) Critical Depth = 89.02(In.) Pipe flow velocity = 18.90(Ft/s) Travel time through pipe = 0.60 min. Time of concentration (TC) = 24.21 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 89.000 to Point/Station 89.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 503.799(Ac.) Runoff from this stream = 912.114(CFS) i�,.w Time of concentration = 24.21 min. 770 Rainfall intensity = 1.891(In/Hr) Area averaged loss rate (Fm) = 0.1946(In/Hr) Area averaged Pervious ratio (Ap) = 0.2612 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 89.000 to Point/Station 89.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** Soil classification AP and SCS values input by user USER INPUT of soil data for subarea SCS curve number for soil(AMC 2) = 74.49 Pervious ratio(Ap) = 0.8260 Max loss rate(Fm)= 0.381(In/Hr) Rainfall intensity = 2.805(In/Hr) for a 25.0 year storm User specified values are as follows: TC = 12.55 min. Rain intensity = 2.81(In/Hr) Total area this stream = 316.80(Ac.) Total Study Area (Main Stream No. 1) = 842.63(Ac.) Total runoff = 795.18(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 89.000 to Point/Station 89.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 316.800(Ac.) Runoff from this stream = 795.180(CFS) Time of concentration = 12.55 min. Rainfall intensity = 2.805(In/Hr) Area averaged loss rate (Fm) = 0.3810(In/Hr) Area averaged Pervious ratio (Ap) = 0.8260 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 912.114 24.21 1.891 2 795.180 12.55 2.805 Qmax(1) _ 1.000 * 1.000 * 912.114) + 0.623 * 1.000 * 795.180) + = 1407.437 Qmax(2) _ 1.539 * 0.518 * 912.114) + 1.000 * 1.000 * 795.180) + = 1522.641 Total of 2 streams to confluence: Flow rates before confluence point: 912.114 795.180 Maximum flow rates at confluence using above data: 1407.437 1522.641 Area of streams before confluence: 503.799 316.800 Effective area values after confluence: 820.599 577.909 Results of confluence: Total flow rate = 1522.641(CFS) Time of concentration = 12.550 min. Effective stream area after confluence = 577.909(Ac.) Stream Area average Pervious fraction(Ap) = 0.479 Izl Stream Area average soil loss rate(Fm) = 0.267(In/Hr) 0001` Study area (this main stream) = 820.60(Ac.) ,%WW End of computations, Total Study Area = 842.63 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. Area averaged pervious area fraction(Ap) = 0.473 Area averaged SCS curve number = 61.1 FIA LINE "DZ -4N @4 96C Na San Bernardino County Rational Hydrology Program !"® (Hydrology Manual Date - August 1986) CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2001 Version 6.4 Rational Hydrology Study Date: 08/03/04 ---------------------------------------------------- FONTANA / LINE DZ -4 HYDROLOGY 25 YEAR STORM JN 04339 -------------------------------------------------------- Hall & Forman, Inc. - SIN 950 ------------------------------------------------------- ********* Hydrology Study Control Information ********** Rational hydrology study storm event year is 25.0 10 Year storm 1 hour rainfall = 0.930(In.) 100 Year storm 1 hour rainfall = 1.350(In.) Computed rainfall intensity: Storm year = 25.00 1 hour rainfall = 1.097 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ rr*. Process from Point/Station 600.000 to Point/Station 601.000 **** INITIAL AREA EVALUATION **** COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1065.000(Ft.) Bottom (of initial area) elevation = 1060.000(Ft.) Difference in elevation = 5.000(Ft.) Slope = 0.00500 s(g)= 0.50 TC = k(0.304)*[(length"3)/(elevation change)]"0.2 Initial area time of concentration = 13.902 min. Rainfall intensity = 2.638(In/Hr) for a 25.0 Effective runoff coefficient used for area (Q=KCIA) Subarea runoff = 11.541(CFS) Total initial stream area = 5.000(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.073(In/Hr) 0.073 (In/Hr) year storm is C = 0.875 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 601.000 to Point/Station 602.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1060.000(Ft.) End of street segment elevation = 1058.300(Ft.) 9512 Length of street segment = 330.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [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 = 1.500(Ft.) Gutter hike from flowline = 1.500(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 = 0.476(Ft.), Average velocity = Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 19.032(Ft.) Flow velocity = 2.34(Ft/s) Travel time = 2.35 min. TC = 16.25 min. Adding area flow to street COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 17.312(CFS) 2.344(Ft/s) Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.073(In/Hr) Rainfall intensity = 2.402(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.873 Subarea runoff = 9.420(CFS) for 5.000(Ac.) Total runoff = 20.962(CFS) Effective area this stream = 10.00(Ac.) Total Study Area (Main Stream No. 1) = 10.00(Ac.) Area averaged Fm value = 0.073(In/Hr) Street flow at end of street = 20.962(CFS) Half street flow at end of street = 10.481(CFS) Depth of flow = 0.503(Ft.), Average velocity = 2.480(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 602.000 to Point/Station 603.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1058.300(Ft.) End of street segment elevation = 1055.000(Ft.) Length of street segment = 660.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) 0.020 �%Ww 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 = 1.500(Ft.) Gutter hike from flowline = 1.500(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 = 0.564(Ft.), Average velocity = Note: depth of flow exceeds top of street crown. Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 20.000(Ft.) Flow velocity = 2.89(Ft/s) Travel time = 3.81 min. TC = 20.06 min. Adding area flow to street COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 f soil(AMC 21 = 56.00 31.443(CFS) 2.888(Ft/s) 853 SCS curve number or Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.073(In/Hr) Rainfall intensity = 2.117(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.869 Subarea runoff = 15.828(CFS) for 10.000(Ac.) Total runoff = 36.790(CFS) Effective area this stream = 20.00(Ac.) Total Study Area (Main Stream No. 1) = 20.00(Ac.) Area averaged Fm value = 0.073(In/Hr) Street flow at end of street = 36.790(CFS) Half street flow at end of street = 18.395(CFS) ,f•. Depth of flow = 0.591(Ft.), Average velocity = 3.073(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 603.000 to Point/Station * 607.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION Top of street segment elevation = 1055.000(Ft.) End of street segment elevation = 1052.000(Ft.) Length of street segment = 660.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 42.000(Ft.) Distance from crown to crossfall grade break = 40.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side (s) of the street Distance from curb to property line = 13.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(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 = 0.784(Ft.), Average velocity = Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 34.469(Ft.) Flow velocity = 2.99(Ft/s) 36.790(CFS) 2.991(Ft/s) 5.89 (Ft.) 854 Travel time = 3.68 min. TC = 23.74 min. Adding area flow to street COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(AP) = 0.1000 Max loss rate(Fm)= 0.073(In/Hr) Rainfall intensity = 1.914(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.865 Subarea runoff = 0.000 (CFS) for 0.000 (Ac. ) Total runoff = 36.790(CFS) Effective area this stream = 20.00(Ac•)20.00(Ac.) Total Study Area (Main Stream No. 1) _ Area averaged Fm value = 0.073(In/Hr) Street flow at end of street = 36.790(CFS) Half street flow at end of street = 36.790(CFS) Depth of flow = 0.784(Ft.), Average velocity = 2.991(Ft/s) Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 5.89(Ft.) Flow width (from curb towards crown)= 34.469(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 607.000 to Point/Station 607.000 **** CONFLUENCE OF MINOR STREAMS **** � Along Main Stream number: 1 in normal stream number 1 rw Stream flow area = 20.000(Ac.) Runoff from this stream = 36.790(CFS) Time of concentration = 23.74 min. Rainfall intensity = 1.914(In/Hr) Area averaged loss rate (Fm) = 0.0734(In/Hr) Area averaged Pervious ratio (Ap) = 0.1000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 604.000 to Point/Station 605.000 **** INITIAL AREA EVALUATION **** COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1062.900(Ft.) Bottom (of initial area) elevation = 1057.900(Ft.) Difference in elevation = 5.000(Ft.) Slope = 0.00500 s 0.50 .r TC = k(0.304)*[(length"3)/(elevation change)]"0.2 Initial area time of concentration = 13.902 min. Rainfall intensity = 2.638(In/Hr) for a 25.0 Effective runoff coefficient used for area (Q=KCIA) Subarea runoff = 11.541(CFS) 0.073(In/Hr) year storm is C = 0.875 $y5 Total initial stream area = 5.000(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.073(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 605.000 to Point/Station* 606.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION Top of street segment elevation = 1057.900(Ft.) End of street segment elevation = 1055.900(Ft.) Length of street segment = 330.000(Ft.) Height of curb above gutter flowline = 8.0(In•) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on (21 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 = 1.500(Ft.) Gutter hike from flowline = 1.500(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 = 17.312(CFS) Depth of flow = 0.464(Ft.), Average velocity = 2.492(Ft/s) Streetflow hydraulics at midpoint of street travel: ,M,. Halfstreet flow width = 18.447 (Ft. ) Flow velocity = 2.49(Ft/s) Travel time = 2.21 min. TC = 16.11 min. Adding area flow to street COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 0.073 (In/Hr) Pervious ratio(AP) = 0.1000 Max loss rate(Fm)= Rainfall intensity = 2.415(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.873 Subarea runoff = 9.532(CFS) for 5.000(Ac.) Total runoff = 21.074(CFS) Effective area this stream = 10.00(Ac•)30.00(Ac.) Total Study Area (Main Stream No. 1) _ Area averaged Fm value = 0.073(In/Hr) Street flow at end of street = 21.074(CFS) Half street flow at end of street = 10.537(CFS) Depth of flow = 0.493(Ft.), Average velocity = 2.616(Ft/s) Flow width (from curb towards crown)= 19.892(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 100"" Process from Point/Station 606.000 to Point/Station 607.000 %N,,**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1055.900(Ft.) End of street segment elevation = 1052.000(Ft.) Length of street segment = 660.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on (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 = 1.500(Ft.) Gutter hike from flowline = 1.500(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 = 31.611(CFS) Depth of flow = 0.551(Ft.), Average velocity = 3.043(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 = 3.04(Ft/s) Travel time = 3.61 min. TC = 19.72 min. Adding area flow to street CONDOMINIUM subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 0.257(In/Hr) Pervious ratio(Ap) = 0.3500 Max loss rate(Fm)= Rainfall intensity = 2.139(In/Hr) for a 25.0 year storm ,- Effective runoff coefficient used for area,(total area with modified rational method)(4=KCIA) is C = 0.831 Subarea runoff = 14.451(CFS) for 10.000(Ac.) Total runoff = 35.524(CFS) Effective area this stream = 20.00(Ac•)40.00{Ac.} (Main Stream No. 1) _ "Mrr' Total Study Area Area averaged Fm value = 0.165(In/Hr) Street flow at end of street = 35.524(CFS) Half street flow at end of street = 17.762(CFS) Depth of flow = 0.570(Ft.), Average velocity = 3.187(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 607.000 to Point/Station 607.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 20.000(Ac.) Runoff from this stream = 35.524(CFS) Time of concentration = 19.72 min. Rainfall intensity = 2.139(In/Hr) Area averaged loss rate (Fm) = 0.1651(In/Hr) Area averaged Pervious ratio (Ap) = 0.2250 Summary of stream data: Stream Flow rate TC No. (CFS) (min) Rainfall Intensity (In/Hr) 857 1 36.790 23.74 1.914 2 35.524 19.72 2.139 Qmax (1) _ 1.000 * 1.000 * 36.790) + 0.886 * 1.000 * 35.524) + = 68.267 Qmax (2 ) _ 1.122 * 0.831 * 36.790) + 1.000 * 1.000 * 35.524) + = 69.831 Total of 2 streams to confluence: Flow rates before confluence point: 36.790 35.524 Maximum flow rates at confluence using above data: 68.267 69.831 Area of streams before confluence: 20.000 20.000 Effective area values after confluence: 40.000 36.620 Results of confluence: Total flow rate = 69.831(CFS) Time of concentration = 19.724 min. Effective stream area after confluence = 36.620(Ac.) Stream Area average Pervious fraction(Ap) = 0.163 Stream Area average soil loss rate(Fm) = 0.119(In/Hr) Study area (this main stream) = 40.00(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ,.�. Process from Point/Station 607.000 to Point/Station 45.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1047.000(Ft.) Downstream point/station elevation = 1041.000(Ft.) Pipe length = 660.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 69.831(CFS) Given pipe size = 42.00(In.) Calculated individual pipe flow = 69.831(CFS) Normal flow depth in pipe = 26.58(In.) Flow top width inside pipe = 40.49(In.) Critical Depth = 31.40(In.) Pipe flow velocity = 10.88(Ft/s) Travel time through pipe = 1.01 min. Time of concentration (TC) = 20.74 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 45.000 to Point/Station 45.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 36.620(Ac.) Runoff from this stream = 69.831(CFS) Time of concentration = 20.74 min. Rainfall intensity = 2.075(In/Hr) Area averaged loss rate (Fm) = 0.1193(In/Hr) Area averaged Pervious ratio (Ap) = 0.1625 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 608.000 to Point/Station 609.000 @4 IN **** INITIAL AREA EVALUATION **** COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1060.800(Ft.) Bottom (of initial area) elevation = 1055.800(Ft.) Difference in elevation = 5.000(Ft.) Slope = 0.00500 s(%-)= 0.50 TC = k(0.304)*[(length"3)/(elevation change)] -0.2 Initial area time of concentration = 13.902 min. Rainfall intensity = 2.638(In/Hr) for a 25.0 Effective runoff coefficient used for area (Q=KCIA) Subarea runoff = 11.541(CFS) Total initial stream area = 5.000(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.073(In/Hr) 0 .073 (In/Hr) year storm is C = 0.875 858 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 609.000 to Point/Station 610.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1055.800(Ft.) End of street segment elevation = 1053.500(Ft.) Length of street segment = 330.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [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 = 1.500(Ft.) Gutter hike from flowline = 1.500(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 = 0.454(Ft.), Average velocity = Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 17.958(Ft.) Flow velocity = 2.63(Ft/s) Travel time = 2.09 min. TC = 16.00 min. Adding area flow to street COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 17.312(CFS) 2.626(Ft/s) Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.073(In/Hr) Rainfall intensity = 2.425(In/Hr) for a 25.0 year storm M Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.873 Subarea runoff = 9.624 (CFS) for 5.000 (Ac. ) Total runoff = 21.166(CFS) Effective area this stream = 10.00(Ac.) Total Study Area (Main Stream No. 1) = 50.00(Ac.) Area averaged Fm value = 0.073(In/Hr) Street flow at end of street = 21.166(CFS) Half street flow at end of street = 10.583(CFS) Depth of flow = 0.483(Ft.), Average velocity = 2.760(Ft/s) Flow width (from curb towards crown)= 19.399(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 610.000 to Point/Station 611.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1053.500(Ft.) End of street segment elevation = 1049.000(Ft.) Length of street segment = 660.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [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 = 1.500(Ft.) Gutter hike from flowline = 1.500(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 = 31.749(CFS) Depth of flow = 0.541(Ft.), Average velocity = 3.183(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 = 3.18(Ft/s) Travel time = 3.46 min. TC = 19.45 min. Adding area flow to street CONDOMINIUM subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.3500 Max loss rate(Fm)= 0.257(In/Hr) Rainfall intensity = 2.157(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.831 Subarea runoff = 14.680 (CFS) for 10.000 (Ac. ) Total runoff = 35.846(CFS) A00* Effective area this stream = 20.00(Ac.) Total Study Area (Main Stream No. 1) = 60.00(Ac.) Area averaged Fm value = 0.165(In/Hr) Street flow at end of street = 35.846(CFS) Half street flow at end of street = 17.923(CFS) Depth of flow = 0.560(Ft.), Average velocity = 3.340(Ft/s) Note: depth of flow exceeds top of street crown. 9 C Flow width (from curb towards crown)= 20.000(Ft.) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 611.000 to Point/Station 611.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 20.000(Ac.) Runoff from this stream = 35.846(CFS) Time of concentration = 19.45 min. Rainfall intensity = 2.157(In/Hr) Area averaged loss rate (Fm) = 0.1651(In/Hr) Area averaged Pervious ratio (Ap) = 0.2250 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 69.831 20.74 2.075 2 35.846 19.45 2.157 Qmax (1) _ 1.000 * 1.000 * 69.831) + 0.959 * 1.000 * 35.846) + = 104.218 Qmax (2 ) _ 1.041 * 0.938 * 69.831) + 1.000 * 1.000 * 35.846) + = 104.072 fir." Total of 2 streams to confluence: Flow rates before confluence point: 69.831 35.846 Maximum flow rates at confluence using above data: 104.218 104.072 Area of streams before confluence: 36.620 20.000 Effective area values after confluence: 56.620 54.354 Results of confluence: Total flow rate = 104.218(CFS) Time of concentration = 20.736 min. Effective stream area after confluence = 56.620(Ac.) Stream Area average Pervious fraction(Ap) = 0.185 Stream Area average soil loss rate(Fm) = 0.135(In/Hr) Study area (this main stream) = 56.62(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 45.000 to Point/Station 90.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1040.000(Ft.) Downstream point/station elevation = 1025.000(Ft.) Pipe length = 750.00(Ft.) Manning's N = 0.013 AOW**, No. of pipes = 1 Required pipe flow = 104.218(CFS) `err' Given pipe size = 54.00 (In. ) Calculated individual pipe flow = 104.218(CFS) Normal flow depth in pipe = 22.90(In.) Flow top width inside pipe = 53.37(In.) Critical Depth = 35.99(In.) 861 Pipe flow velocity = 16.23(Ft/s) Travel time through pipe = 0.77 min. Time of concentration (TC) = 21.51 min. fir.+ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 90.000 to Point/Station 90.000 **** CONFLUENCE OF MINOR STREAMS **** N Along Main Stream number: l in normal stream number 1 Stream flow area = 56.620(Ac.) Runoff from this stream = 104.218(CFS) Time of concentration = 21.51 min. Rainfall intensity = 2.031(In/Hr) Area averaged loss rate (Fm) = 0.1355(In/Hr) Area averaged Pervious ratio (Ap) = 0.1846 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 612.000 to Point/Station 613.000 **** INITIAL AREA EVALUATION **** COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1058.700(Ft.) Bottom (of initial area) elevation = 1053.700(Ft.) Difference in elevation = 5.000(Ft.) Slope = 0.00500 s(%-)= 0.50 TC = k(0.304)*[(length"3)/(elevation change)] -0.2 Initial area time of concentration = 13.902 min. Rainfall intensity = 2.638(In/Hr) for a 25.0 Effective runoff coefficient used for area (Q=KCIA) Subarea runoff = 11.541(CFS) Total initial stream area = 5.000(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.073(In/Hr) 0.073(In/Hr) year storm is C = 0.875 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 613.000 to Point/Station 614.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1053.700(Ft.) End of street segment elevation = 1051.100(Ft.) Length of street segment = 330.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 962 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(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 = 0.446(Ft.), Average velocity = Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 17.539(Ft.) Flow velocity = 2.75(Ft/s) Travel time = 2.00 min. TC = 15.90 min. Adding area flow to street COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 mb for soi1(AMC 21 = 56.00 17.312(CFS) 2.750(Ft/s) SCS curve nu er Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.073 (In/Hr) Rainfall intensity = 2.434(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(4=KCIA) is C = 0.873 Subarea runoff = 9.702(CFS) for 5.000(Ac.) Total runoff = 21.244(CFS) Effective area this stream = 10.00(Ac.) Total Study Area (Main Stream No. 1) = 70.00(Ac.) Area averaged Fm value = 0.073(In/Hr) Street flow at end of street = 21.244(CFS) Half street flow at end of street = 10.622 (CFS) Depth of flow = 0.474(Ft.), Average velocity = 2.893 (Ft/s) Flow width (from curb towards crown)= 18.975(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 614.000 to Point/Station 615.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1051.100(Ft.) End of street segment elevation = 1046.000(Ft.) Length of street segment = 660.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [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 = 1.500(Ft.) Gutter hike from flowline = 1.500(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 = 0.532(Ft.), Average velocity = '%W Note: depth of flow exceeds top of street crown. Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 20.000(Ft.) Flow velocity = 3.31(Ft/s) Travel time = 3.32 min. TC = 19.23 min. 31.865(CFS) 3.310(Ft/s) 8G; Adding area flow to street CONDOMINIUM subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 ✓ Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS rve number for soil (AMC 2) = 56.00 cu Pervious ratio(Ap) = 0.3500 Max loss rate(Fm)= 0.257(In/Hr) Rainfall intensity = 2.172(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.832 Subarea runoff = 14.877(CFS) for 10.000(Ac.) Total runoff = 36.121(CFS) Effective area this stream = 20.00(Ac.) Total Study Area (Main Stream No. 1) = 80.00(Ac.) Area averaged Fm value = 0.165(In/Hr) Street flow at end of street = 36.121(CFS) Half street flow at end of street = 18.060(CFS) Depth of flow = 0.551(Ft.), Average velocity = 3.479 (Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown) = 20.000 (Ft . ) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 615.000 to Point/Station 615.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 -- Stream flow area = 20.000 (Ac. ) Runoff from this stream = 36.121(CFS) Time of concentration = 19.23 min. Rainfall intensity = 2.172(In/Hr) Area averaged loss rate (Fm) = 0.1651(In/Hr) Area averaged Pervious ratio (Ap) = 0.2250 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 104.218 21.51 2.031 2 36.121 19.23 2.172 Qmax ( 1) _ 1.000 * 1.000 * 104.218) + 0.930 * 1.000 * 36.121) + = 137.795 Qmax (2 ) _ 1.075 * 0.894 * 104.218) + 1.000 * 1.000 * 36.121) + = 136.232 Total of 2 streams to confluence: Flow rates before confluence point: 104.218 36.121 Maximum flow rates at confluence using above data: 137.795 136.232 Area of streams before confluence: r' 56.620 20.000 Effective area values after confluence: 76.620 70.615 Results of confluence: Total flow rate = 137.795(CFS) Time of concentration = 21.506 min. Effective stream area after confluence = 76.620(Ac.) Stream Area average Pervious fraction(Ap) = 0.195 Stream Area average soil loss rate(Fm) = 0.143(In/Hr) Study area (this main stream) = 76.62(Ac.) End of computations, Total Study Area = 80.00 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. Area averaged pervious area fraction(Ap) = 0.194 Area averaged SCS curve number = 56.0 M 86� m N 15C Iyt San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2001 Version 6.4 Rational Hydrology Study Date: 08/03/04 ------------------------------------------------------------------------ FONTANA / LINE DZ -4A HYDROLOGY 25 YEAR STORM JN 04339 ------------------------------------------------------------------------ Hall & Forman, Inc. - SIN 950 ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** Rational hydrology study storm event year is 25.0 10 Year storm 1 hour rainfall = 0.930(In.) 100 Year storm 1 hour rainfall = 1.350(In.) Computed rainfall intensity: Storm year = 25.00 1 hour rainfall = 1.097 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 625.000 to Point/Station 626.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1058.000(Ft.) Bottom (of initial area) elevation = 1051.300(Ft.) Difference in elevation = 6.700(Ft.) Slope = 0.00670 s(t)= 0.67 TC = k(0.389)*[(length"3)/(elevation change)] -0.2 Initial area time of concentration = 16.778 min. Rainfall intensity = 2.357(In/Hr) for a 25.0 Effective runoff coefficient used for area (Q=KCIA) Subarea runoff = 8.954(CFS) Total initial stream area = 5.000(Ac.) Pervious area fraction = 0.500 Initial area Fm value = 0.367(In/Hr) 0.367 (In/Hr) year storm is C = 0.760 100*1 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ �%Ww Process from Point/Station 626.000 to Point/Station 627.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1051.300(Ft.) End of street segment elevation = 1049.000(Ft.) 752 Length of street segment = 330.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) AOM- Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [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 = 1.500(Ft.) Gutter hike from flowline = 1.500(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 = 13.431(CFS) Depth of flow = 0.421(Ft•), Average velocity = 2.467(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 16.282(Ft.) Flow velocity = 2.47(Ft/s) Travel time = 2.23 min. TC = 19.01 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.367(In/Hr) Rainfall intensity = 2.187(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method) (Q=KCIA) is C = 0.749 Subarea runoff = 7.424 (CFS) for 5.000 (Ac. ) Total runoff = 16.378(CFS) Effective area this stream = 10.00(Ac.) Total Study Area (Main Stream No. 1) = 10.00(Ac.) Area averaged Fm value = 0.367(In/Hr) Street flow at end of street = 16.378(CFS) Half street flow at end of street = 8.189(CFS) Depth of flow = 0.447(Ft.), Average velocity = 2.591(Ft/s) Flow width (from curb towards crown)= 17.578(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 627.000 to Point/Station 628.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1049.000(Ft.) End of street segment elevation = 1044.600(Ft.) Length of street segment = 660.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 A""` 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 = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 95� 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 = 0.507(Ft.), Average velocity = Note: depth of flow exceeds top of street crown. Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 20.000(Ft.) Flow velocity = 2.86(Ft/s) Travel time = 3.85 min. TC = 22.86 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 24.567(CFS) 2.855(Ft/s) Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.367(In/Hr) Rainfall intensity = 1.958(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.731 Subarea runoff = 12.252(CFS) for 10.000(Ac.) Total runoff = 28.630(CFS) Effective area this stream = 20.00(Ac.) Total Study Area (Main Stream No. 1) = 20.00(Ac.) Area averaged Fm value = 0.367(In/Hr) Street flow at end of street = 28.630(CFS) Half street flow at end of street = 14.315(CFS) Depth of flow = 0.527(Ft.), Average velocity = 3.034(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 628.000 to Point/Station 629.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1044.600(Ft.) End of street segment elevation = 1040.300(Ft.) Length of street segment = 660.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 42.000(Ft.) Distance from crown to crossfall grade break = 40.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side (s) of the street Distance from curb to property line = 13.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(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 = AOM,, Depth of flow = 0.778(Ft.), Average velocity = r Warning: depth of flow exceeds top of curb vftDistance that curb overflow reaches into property = Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 34.140(Ft.) Flow velocity = 3.57(Ft/s) Travel time = 3.08 min. TC = 25.94 min. 42.945(CFS) 3.568(Ft/s) 5.56 (Ft.) 194 - Adding area flow to street RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 °ww Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.367(In/Hr) Rainfall intensity = 1.814(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method) (Q=KCIA) is C = 0.718 Subarea runoff = 23.479(CFS) for 20.000(Ac.) Total runoff = 52.109(CFS) Effective area this stream = 40.00(Ac.) Total Study Area (Main Stream No. 1) = 40.00(Ac.) Area averaged Fm value = 0.367(In/Hr) Street flow at end of street = 52.109(CFS) Half street flow at end of street = 52.109(CFS) Depth of flow = 0.828(Ft.), Average velocity = 3.678(Ft/s) Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 8.08(Ft.) Flow width (from curb towards crown)= 36.667(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 629.000 to Point/Station 46.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1033.300(Ft.) Downstream point/station elevation = 1026.000(Ft.) Pipe length = 660.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 52.109(CFS) Given pipe size = 36.00(In.) Calculated individual pipe flow = 52.109(CFS) Normal flow depth in pipe = 23.11(In.) Flow top width inside pipe = 34.52(In.) Critical Depth = 28.15(In.) Pipe flow velocity = 10.87(Ft/s) Travel time through pipe = 1.01 min. Time of concentration (TC) = 26.95 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 629.000 to Point/Station 46.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 40.000(Ac.) Runoff from this stream = 52.109(CFS) Time of concentration = 26.95 min. Rainfall intensity = 1.773(In/Hr) Area averaged loss rate (Fm) = 0.3670(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 630.000 to Point/Station 631.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1052.200(Ft.) Bottom (of initial area) elevation = 1044.000(Ft.) Difference in elevation = 8.200(Ft.) Slope = 0.00820 s(%-)= 0.82 TC = k(0.389)*[(length"3)/(elevation change)]"0.2 Initial area time of concentration = 16.113 min. Rainfall intensity = 2.415(In/Hr) for a 25.0 Effective runoff coefficient used for area (Q=KCIA) Subarea runoff = 9.214(CFS) Total initial stream area = 5.000(Ac.) Pervious area fraction = 0.500 Initial area Fm value = 0.367(In/Hr) 0.367 (In/Hr) year storm is C = 0.763 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 631.000 to Point/Station 632.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1044.000(Ft.) End of street segment elevation = 1041.300(Ft.) ,r••. Length of street segment = 330.000 (Ft . ) I 11%W Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [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 = 1.500(Ft.) Gutter hike from flowline = 1.500(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 = 0.414(Ft.), Average velocity = Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 15.960(Ft.) Flow velocity = 2.64(Ft/s) Travel time = 2.08 min. TC = 18.20 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 13.821(CFS) 2.639(Ft/s) Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.367(In/Hr) Rainfall intensity = 2.245(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.753 Subarea runoff = 7.685(CFS) for 5.000(Ac.) 9 R5G Total runoff = 16.899(CFS) Effective area this stream = 10.00(Ac.) Total Study Area (Main Stream No. 1) = 50.00(Ac.) Area averaged Fm value = 0.367(In/Hr) Street flow at end of street = 16.899(CFS) Half street flow at end of street = 8.449(CFS) Depth of flow = 0.440(Ft.), Average velocity = 2.773 (Ft/s) Flow width (from curb towards crown)= 17.250(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 632.000 to Point/Station 633.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1041.300(Ft.) End of street segment elevation = 1035.900(Ft.) Length of street segment = 660.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) t from crown to crossfall grade break = 18.500(Ft.) W ance Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 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 = 1.500(Ft.) Gutter hike from flowline = 1.500(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 = 0.498(Ft.), Average velocity = Note: depth of flow exceeds top of street crown. Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 20.000(Ft.) Flow velocity = 3.07(Ft/s) Travel time = 3.58 min. TC = 21.77 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 n tuber for soil (AMC 2) = 56.00 25.348(CFS) 3 .075 (Ft/s) SCS curve u Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.367(In/Hr) Rainfall intensity = 2.015(In/Hr) for a 25.0 year storm off coefficient used for area,(total area with modified Effective run rational method)(Q=KCIA) is C = 0.736 Subarea runoff = 12.774(CFS) for 10.000(Ac.) Total runoff = 29.673 (CFS) Effective area this stream = 20.00(Ac.) d Area (Main Stream No. 1) = 60.00(Ac.) Total Stu y Area averaged Fm value = 0.367(In/Hr) Street flow at end of street = 29.673(CFS) Half street flow at end of street = 14.837(CFS) Depth of flow = 0.518(Ft.), Average velocity = Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 20.000(Ft.) 3.273(Ft/s) 707 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 633.000 to Point/Station 633.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number z Stream flow area = 20.000(Ac.) Runoff from this stream = 29.673(CFS) Time of concentration = 21.77 min. Rainfall intensity = 2.015(In/Hr) Area averaged loss rate (Fm) = 0.3670(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 Summary of stream data: Stream Flow rate TC No. (CFS) (min) Rainfall Intensity (In/Hr) 1 52.109 26.95 1.773 2 29.673 21.77 2.015 Qmax(1) _ 1.000 * 1.000 * 52.109) + 0.853 * 1.000 * 29.673) + = 77.421 Qmax (2 ) _ 1.172 * 0.808 * 52.109) + 1.000 * 1.000 * 29.673) + = 79.019 Total of 2 streams Flow rates before �... 52.109 Maximum flow rates 77.421 to confluence: confluence point: 29.673 at confluence using above data: 79.019 Area of streams before confluence: 40.000 20.000 Effective area values after confluence: 60.000 52.313 Results of confluence: Total flow rate = 79.019(CFS) Time of concentration = 21.775 min. Effective stream area after confluence = 52.313(Ac.) Stream Area average Pervious fraction(Ap) = 0.500 Stream Area average soil loss rate(Fm) = 0.367(In/Hr) Study area (this main stream) = 60.00(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 46.000 to Point/Station 91.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1026.000(Ft.) Downstream point/station elevation = 1014.500(Ft.) Pipe length = 750.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 79.019(CFS) Given pipe size = 60.00(In.) Calculated individual pipe flow = 79.019(CFS) low- Normal flow depth in pipe = 20.23 (In. ) '*Mr' Flow top width inside pipe = 56.73 (In. ) Critical Depth = 30.19(In.) Pipe flow velocity = 13.58(Ft/s) Travel time through pipe = 0.92 min. Time of concentration (TC) = 22.70 min. 958 +++++++++++++++.++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 91.000 to Point/Station 91.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 52.313(Ac.) Runoff from this stream = 79.019(CFS) Time of concentration = 22.70 min. Rainfall intensity = 1.966(In/Hr) Area averaged loss rate (Fm) = 0.3670(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 634.000 to Point/Station 635.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1046.800(Ft.) Bottom (of initial area) elevation = 1041.800(Ft.) Difference in elevation = 5.000(Ft.) Slope = 0.00500 s(g)= 0.50 TC = k(0.389)*[(length"3)/(elevation change)] -0.2 Initial area time of concentration = 17.789 min. Rainfall intensity = 2.275(In/Hr) for a 25.0 Effective runoff coefficient used for area (Q=KCIA) Subarea runoff = 10.306(CFS) Total initial stream area = 6.000(Ac.) Pervious area fraction = 0.500 Initial area Fm value = 0.367(In/Hr) 0.367(In/Hr) year storm is C = 0.755 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 635.000 to Point/Station 636.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1041.800(Ft.) End of street segment elevation = 1037.800(Ft.) Length of street segment = 330.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [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 = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 a, 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 = 15.458(CFS) Depth of flow = 0.404(Ft.), Average velocity = 3.146(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 15.445(Ft.) Flow velocity = 3.15(Ft/s) Travel time = 1.75 min. TC = 19.54 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.367(In/Hr) Rainfall intensity = 2.151(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.746 Subarea runoff = 8.962(CFS) for 6.000(Ac.) Total runoff = 19.267(CFS) Effective area this stream = 12.00(Ac.) Total Study Area (Main Stream No. 1) = 72.00(Ac.) Area averaged Fm value = 0.367(In/Hr) Street flow at end of street = 19.267(CFS) Half street flow at end of street = 9.634(CFS) Depth of flow = 0.431(Ft.), Average velocity = 3.321(Ft/s) Flow width (from curb towards crown)= 16.820(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 636.000 to Point/Station 637.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1037.800(Ft.) End of street segment elevation = 1031.000(Ft.) Length of street segment = 660.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [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 = 1.500(Ft.) Gutter hike from flowline = 1.500(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 = 28.098(CFS) Depth of flow = 0.496(Ft.), Average velocity = 3.434(Ft/s) Note: depth of flow exceeds top of street crown. Streetflow hydraulics at midpoint of street travel: tw Halfstreet flow width = 20.000(Ft.) +�"✓ Flow velocity = 3.43(Ft/s) Travel time = 3.20 min. TC = 22.74 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 1.000 146 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 �Ovmk Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(AP) = 0.5000 Max loss rate(Fm)= 0.489(In/Hr) Rainfall intensity = 1.964(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.705 Subarea runoff = 12.577(CFS) for 11.000(Ac.) Total runoff = 31.844(CFS) Effective area this stream = 23.00(Ac.) Total Study Area (Main Stream No. 1) = 83.00(Ac.) Area averaged Fm value = 0.425(In/Hr) Street flow at end of street = 31.844(CFS) Half street flow at end of street = 15.922(CFS) Depth of flow = 0.512(Ft.), Average velocity = 3.609(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 637.000 to Point/Station 637.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 23.000(Ac.) Runoff from this stream = 31.844(CFS) Time of concentration = 22.74 min. Rainfall intensity = 1.964(In/Hr) Area averaged loss rate (Fm) = 0.4253(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 Summary of stream data: Stream Flow rate TC No. (CFS) (min) Rainfall Intensity (In/Hr) 1 79.019 22.70 1.966 2 31.844 22.74 1.964 Qmax (1) _ 1.000 * 1.000 * 79.019) + 1.002 * 0.998 * 31.844) + = 110.848 Qmax (2 ) _ 0.999 * 1.000 * 79.019) + 1.000 * 1.000 * 31.844) + = 110.747 Total of 2 streams to confluence: Flow rates before confluence point: 79.019 31.844 Maximum flow rates at confluence using above data: 110.848 110.747 Area of streams before confluence: 52.313 23.000 Effective area values after confluence: I 75.267 75.313 Results of confluence: Total flow rate = 110.848(CFS) Time of concentration = 22.696 min. Effective stream area after confluence = 75.267(Ac.) Stream Area average Pervious fraction(Ap) = 0.500 Stream Area average soil loss rate(Fm) = 0.385(In/Hr) Study area (this main stream) = 75.31(Ac.) End of computations, Total Study Area = 83.00 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. Area averaged pervious area fraction(Ap) = 0.500 Area averaged SCS curve number = 52.8 IM it ~14x9RC, 0.50 105 ,*W&- San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2001 Version 6.4 Rational Hydrology Study Date: 01/13/05 ------------------------------------------------------------------- FONTANA / LINE JURUPA AVE. 141X 9' RCB HYDROLOGY 25 YEAR STORM JN 04339 ----------------------------------------------------------------- Hall & Forman, Inc. - SIN 950 ------------------------------------------------------------------ ********* Hydrology Study Control Information ********** -------------------------------------------------------------------- Rational hydrology study storm event year is 25.0 10 Year storm 1 hour rainfall = 0.930(In.) 100 Year storm 1 hour rainfall = 1.350(In.) Computed rainfall intensity: Storm year = 25.00 1 hour rainfall = 1.097 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 89.000 to Point/Station 89.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** Soil classification AP and SCS values input by user USER INPUT of soil data for subarea SCS curve number for soil(AMC 2) = 68.38 Pervious ratio(Ap) = 0.4790 Max loss rate(Fm)= 0.267 (In/Hr) Rainfall intensity = 2.805(In/Hr) for a 25.0 year storm User specified values are as follows: TC = 12.55 min. Rain intensity = 2.81(In/Hr) Total area this stream = 577.91(Ac.) Total Study Area (Main Stream No. 1) = 577.91(Ac.) Total runoff = 1522.64(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 89.000 to Point/Station 90.000 **** IMPROVED CHANNEL TRAVEL TIME **** Covered channel Upstream point elevation = 1028.200(Ft.) Downstream point elevation = 1022.300(Ft.) Channel length thru subarea = 1320.000(Ft.) Channel base width = 14.000(Ft.) Slope or 'Z' of left channel bank = 0.000 Slope or 'Z' of right channel bank = 0.000 Manning's 'N' = 0.015 Maximum depth of channel = 9.000(Ft.) Flow(q) thru subarea = 1522.640(CFS) Depth of flow = 7.092(Ft.), Average velocity = 15.335(Ft/s) Channel flow top width = 14.000(Ft.) Flow Velocity = 15.33(Ft/s) err Travel time = 1.43 min. 16 ,5 Z Time of concentration = 13.98 min. Critical depth = 7.125(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 90.000 to Point/Station 90.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 577.910(Ac.) Runoff from this stream = 1522.640(CFS) Time of concentration = 13.98 min. Rainfall intensity = 2.629(In/Hr) Area averaged loss rate (Fm) = 0.2670(In/Hr) Area averaged Pervious ratio (Ap) = 0.4790 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 90.000 to Point/Station 90.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** Soil classification AP and SCS values input by user USER INPUT of soil data for subarea SCS curve number for soil(AMC 2) = 56.05 Pervious ratio(Ap) = 0.1950 Max loss rate(Fm)= 0.143(In/Hr) Rainfall intensity = 2.030(In/Hr) for a 25.0 year storm User specified values are as follows: TC = 21.51 min. Rain intensity = 2.03(In/Hr) Total area this stream = 76.62(Ac.) Total Study Area (Main Stream No. 1) = 654.53(Ac.) Total runoff = 137.80 (CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 90.000 to Point/Station 90.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 76.620(Ac.) Runoff from this stream = 137.800(CFS) Time of concentration = 21.51 min. Rainfall intensity = 2.030(In/Hr) Area averaged loss rate (Fm) = 0.1430(In/Hr) Area averaged Pervious ratio (Ap) = 0.1950 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 616.000 to Point/Station 617.000 **** INITIAL AREA EVALUATION **** UNDEVELOPED (poor cover) subarea Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 78.00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.404(In/Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1540.000(Ft.) ywr Bottom (of initial area) elevation = 1160.000(Ft.) 1053 Difference in elevation = 380.000(Ft.) Slope = 0.38000 s(%)= 38.00 TC = k(0.525)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 10.097 min. Rainfall intensity = 3.196(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.786 Subarea runoff = 17.594(CFS) Total initial stream area = 7.000(Ac.) Pervious area fraction = 1.000 Initial area Fm value = 0.404(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 617.000 to Point/Station 618.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** Estimated mean flow rate at midpoint of channel = 40.214(CFS) Depth of flow = 0.512(Ft.), Average velocity = 5.105(Ft/s) ******* Irregular Channel Data *********** -------------------------------------------------------------- Information entered for subchannel number 1 : Point number 'X' coordinate 'Y' coordinate 1 0.00 5.00 2 150.00 0.00 3 300.00 5.00 Manninq's 'N' friction factor = 0.035 Sub -Channel flow = 40.214(CFS) flow top width = 30.747(Ft.) ' velocity= 5.105(Ft/s) area = 7.878 (Sq. Ft) Froude number = 1.777 Upstream point elevation = 1160.000(Ft.) Downstream point elevation = 1080.000(Ft.) Flow length = 900.000(Ft.) Travel time = 2.94 min. Time of concentration = 13.04 min. Depth of flow = 0.512(Ft.) Average velocity = 5.105(Ft/s) Total irregular channel flow = 40.214(CFS) Irregular channel normal depth above invert elev. = 0.512(Ft.) Average velocity of channel(s) = 5.105(Ft/s) Sub -Channel No. 1 Critical depth = 0.645(Ft.) Critical flow top width = 38.672(Ft Critical flow velocity= 3.227(Ft/s) Critical flow area = 12.463(Sq.Ft) Adding area flow to channel UNDEVELOPED (poor cover) subarea Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 78.00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.404(In/Hr) Rainfall intensity = 2.742(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.768 �„e Subarea runoff = 35.022(CFS) for 18.000(Ac.) to54 Total runoff = 52.616(CFS) 0W*- Effective area this stream = 25.00(Ac.) Total Study Area (Main Stream No. 1) = 679.53(Ac.) Area averaged Fm value = 0.404(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 618.000 to Point/Station 90.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1033.000(Ft.) Downstream point/station elevation = 1025.000(Ft.) Pipe length = 420.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 52.616(CFS) Given pipe size = 48.00(In.) Calculated individual pipe flow = 52.616(CFS) Normal flow depth in pipe = 16.88(In.) Flow top width inside pipe = 45.84(In.) Critical Depth = 26.14(In.) Pipe flow velocity = 13.33(Ft/s) Travel time through pipe = 0.53 min. Time of concentration (TC) = 13.56 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 90.000 to Point/Station 90.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 3 Stream flow area = 25.000(Ac.) Runoff from this stream = 52.616(CFS) Time of concentration = 13.56 min. Rainfall intensity = 2.678(In/Hr) Area averaged loss rate (Fm) = 0.4035(In/Hr) Area averaged Pervious ratio (Ap) = 1.0000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 619.000 to Point/Station 620.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.367(In/Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1056.400(Ft.) Bottom (of initial area) elevation = 1051.400(Ft.) Difference in elevation = 5.000(Ft.) Slope = 0.00500 s(%)= 0.50 TC = k(0.389)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 17.789 min. Rainfall intensity = 2.275(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.755 Subarea runoff = 10.306(CFS) Total initial stream area = 6.000(Ac.) err Pervious area fraction = 0.500 Jo 55 Initial area Fm value = 0.367(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 620.000 to Point/Station 621.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1051.400(Ft.) End of street segment elevation = 1046.000(Ft.) Length of street segment = 1070.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.083 Slope from grade break to crown (v/hz) = 0.020 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 = 1.500(Ft.) Gutter hike from flowline = 1.500(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 = 15.458(CFS) Depth of flow = 0.461(Ft.), Average velocity = 2.261(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 18.293(Ft.) Flow velocity = 2.26(Ft/s) Travel time = 7.89 min. TC = 25.67 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.367(In/Hr) Rainfall intensity = 1.826(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.719 Subarea runoff = 5.450(CFS) for 6.000(Ac.) Total runoff = 15.755(CFS) Effective area this stream = 12.00(Ac.) Total Study Area (Main Stream No. 1) = 691.53(Ac.) Area averaged Fm value = 0.367(In/Hr) Street flow at end of street = 15.755(CFS) Half street flow at end of street = 7.878(CFS) Depth of flow = 0.464(Ft.), Average velocity = 2.272(Ft/s) Flow width (from curb towards crown)= 18.428(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 621.000 to Point/Station 621.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 4 Stream flow area = 12.000(Ac.) Runoff from this stream = 15.755(CFS) Time of concentration = 25.67 min. Rainfall intensity = 1.826(In/Hr) Area averaged loss rate (Fm) = 0.3670(In/Hr) I e) 56 ,0001., Area averaged Pervious ratio (Ap) = 0.5000 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 1522.640 13.98 2.629 2 137.800 21.51 2.030 3 52.616 13.56 2.678 4 15.755 25.67 1.826 Qmax(1) _ 1.000 * 1.000 * 1522.640) + 1.317 * 0.650 * 137.800) + 0.978 * 1.000 * 52.616) + 1.550 * 0.545 * 15.755) + = 1705.428 Qmax (2 ) _ 0.747 * 1.000 * 1522.640) + 1.000 * 1.000 * 137.800) + 0.715 * 1.000 * 52.616) + 1.140 * 0.838 * 15.755) + = 1327.290 Qmax(3) _ 1.021 * 0.970 * 1522.640) + 1.343 * 0.630 * 137.800) + 1.000 * 1.000 * 52.616) + 1.584 * 0.528 * 15.755) + = 1689.602 Qmax (4 ) _ 0.660 * 1.000 * 1522.640) + 0.892 * 1.000 * 137.800) + ^00 - 0.625 * 1.000 * 52.616) + 1.000 * 1.000 * 15.755) + = 1176.449 1%WW Total of 4 streams to confluence: Flow rates before confluence point: 1522.640 137.800 52.616 15.755 Maximum flow rates at confluence using above data: 1705.428 1327.290 1689.602 1176.449 Area of streams before confluence: 577.910 76.620 25.000 12.000 Effective area values after confluence: 659.260 689.583 640.042 691.530 Results of confluence: Total flow rate = 1705.428(CFS) Time of concentration = 13.985 min. Effective stream area after confluence = 659.260(Ac.) Stream Area average Pervious fraction(Ap) = 0.467 Stream Area average soil loss rate(Fm) = 0.260(In/Hr) Study area (this main stream) = 691.53(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 90.000 to Point/Station 91.000 **** IMPROVED CHANNEL TRAVEL TIME **** Covered channel Upstream point elevation = 1022.300(Ft.) Downstream point elevation = 1013.100(Ft.) Channel length thru subarea = 1320.000(Ft.) yew. Channel base width = 14.000(Ft.) Slope or 'Z' of left channel bank = 0.000 Slope or 'Z' of right channel bank = 0.000 10,157 Manning's 'N' = 0.015 Maximum depth of channel = 9.000(Ft.) Flow(q) thru subarea = 1705.428(CFS) Depth of flow = 6.539(Ft.), Average velocity = 18.630(Ft/s) Channel flow top width = 14.000(Ft.) Flow Velocity = 18.63(Ft/s) Travel time = 1.18 min. Time of concentration = 15.17 min. Critical depth = 7.750(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 91.000 to Point/Station 91.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 659.260(Ac.) Runoff from this stream = 1705.428(CFS) Time of concentration = 15.17 min. Rainfall intensity = 2.504(In/Hr) Area averaged loss rate (Fm) = 0.2599(In/Hr) Area averaged Pervious ratio (Ap) = 0.4667 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 91.000 to Point/Station 91.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** Soil classification AP and SCS values input by user USER INPUT of soil data for subarea 10" SCS curve number for soil(AMC 2) = 53.21 144w, Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.385(In/Hr) Rainfall intensity = 1.966(In/Hr) for a 25.0 year storm User specified values are as follows: TC = 22.70 min. Rain intensity = 1.97(In/Hr) Total area this stream = 75.27(Ac.) Total Study Area (Main Stream No. 1) = 766.80(Ac.) Total runoff = 110.85(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 91.000 to Point/Station 91.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 75.270(Ac.) Runoff from this stream = 110.850(CFS) Time of concentration = 22.70 min. Rainfall intensity = 1.966(In/Hr) Area averaged loss rate (Fm) = 0.3850(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 638.000 to Point/Station 639.000 **** INITIAL AREA EVALUATION **** UNDEVELOPED (poor cover) subarea Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 *%We Decimal fraction soil group C = 0.000 1 058 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 78.00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.404(In/Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1900.000(Ft.) Bottom (of initial area) elevation = 1540.000(Ft.) Difference in elevation = 360.000(Ft.) Slope = 0.36000 s(%)= 36.00 TC = k(0.525)*[(length^3)/(elevation change) ]^0.2 Initial area time of concentration = 10.207 min. Rainfall intensity = 3.175(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.786 Subarea runoff = 24.948(CFS) Total initial stream area = 10.000(Ac.) Pervious area fraction = 1.000 Initial area Fm value = 0.404(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 639.000 to Point/Station 640.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** Estimated mean flow rate at midpoint of channel = 49.896(CFS) Depth of flow = 0.772(Ft.), Average velocity = 16.729(Ft/s) ******* Irregular Channel Data *********** ----------------------------------------------------------------- Information entered for subchannel number 1 : Point number 'X' coordinate 'Y' coordinate 1 0.00 20.00 2 100.00 0.00 r 3 200.00 20.00 Manning's 'N' friction factor = 0.035 ----------------------------------------------------------------- Sub-Channel flow = 49.896(CFS) ' flow top width = 7.724(Ft.) ' velocity= 16.729(Ft/s) area = 2.983(Sq.Ft) ' Froude number = 4.744 Upstream point elevation = 1540.000(Ft.) Downstream point elevation = 1200.000(Ft.) Flow length = 600.000(Ft.) Travel time = 0.60 min. Time of concentration = 10.80 min. Depth of flow = 0.772(Ft.) Average velocity = 16.729(Ft/s) Total irregular channel flow = 49.896(CFS) Irregular channel normal depth above invert elev. = 0.772(Ft.) Average velocity of channel(s) = 16.729(Ft/s) Sub -Channel No. 1 Critical depth = 1.438(Ft.) Critical flow top width = 14.375(Ft.) ' Critical flow velocity= 4.829(Ft/s) ' Critical flow area = 10.332(Sq.Ft) Adding area flow to channel UNDEVELOPED (poor cover) subarea Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 ✓ Decimal fraction soil group C = 0.000 1 o,5q 00001- Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 78.00 `%r" Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.404(In/Hr) Rainfall intensity = 3.069(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.782 Subarea runoff = 47.017(CFS) for 20.000(Ac.) Total runoff = 71.965(CFS) Effective area this stream = 30.00(Ac.) Total Study Area (Main Stream No. 1) = 796.80(Ac.) Area averaged Fm value = 0.404(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 640.000 to Point/Station 641.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** Estimated mean flow rate at midpoint of channel = 122.341(CFS) Depth of flow = 0.624(Ft.), Average velocity = 6.279(Ft/s) ******* Irregular Channel Data *********** ----------------------------------------------------------------- Information entered for subchannel number 1 : Point number 'X' coordinate. 'Y' coordinate 1 0.00 4.00 2 200.00 0.00 3 400.00 4.00 Manning's 'N' friction factor = 0.035 ----------------------------------------------------------------- Sub-Channel flow = 122.341(CFS) ' ' flow top width = 62.424(Ft.) ' ' velocity= 6.279(Ft/s) ' I area = 19.484(Sq.Ft) ' I Froude number = 1.981 Upstream point elevation = 1200.000(Ft.) Downstream point elevation = 1045.000(Ft.) Flow length = 1500.000(Ft.) Travel time = 3.98 min. Time of concentration = 14.79 min. Depth of flow = 0.624(Ft.) Average velocity = 6.279(Ft/s) Total irregular channel flow = 122.341(CFS) Irregular channel normal depth above invert elev. = 0.624(Ft.) Average velocity of channel(s) = 6.279(Ft/s) Sub -Channel No. 1 Critical depth = 0.820(Ft.) ' Critical flow top width = 82.031(Ft.) ' Critical flow velocity= 3.636(Ft/s) ' Critical flow area = 33.646(Sq.Ft) Adding area flow to channel UNDEVELOPED (poor cover) subarea Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 78.00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.404(In/Hr) Rainfall intensity = 2.542(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.757 10('0 Subarea runoff = 66.631(CFS) for 42.000(Ac.) Total runoff = 138.596(CFS) Effective area this stream = 72.00(Ac.) Total Study Area (Main Stream No. 1) = 838.80(Ac.) Area averaged Fm value = 0.404(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 641.000 to Point/Station 91.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1035.000(Ft.) Downstream point/station elevation = 1015.400(Ft.) Pipe length = 450.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 138.596(CFS) Given pipe size = 42.00(In.) Calculated individual pipe flow = 138.596(CFS) Normal flow depth in pipe = 24.91(In.) Flow top width inside pipe = 41.26(In.) Critical depth could not be calculated. Pipe flow velocity = 23.31(Ft/s) Travel time through pipe = 0.32 min. Time of concentration (TC) = 15.11 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 91.000 to Point/Station 91.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 3 Stream flow area = 72.000(Ac.) ,r Runoff from this stream = 138.596(CFS) Time of concentration = 15.11 min. Rainfall intensity = 2.510(In/Hr) Area averaged loss rate (Fm) = 0.4035(In/Hr) Area averaged Pervious ratio (Ap) = 1.0000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 642.000 to Point/Station 643.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 0.367(In/Hr) Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1042.000(Ft.) Bottom (of initial area) elevation = 1037.000(Ft.) Difference in elevation = 5.000(Ft.) Slope = 0.00500 s(%)= 0.50 TC = k(0.389)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 17.789 min. Rainfall intensity = 2.275(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.755 Subarea runoff = 10.306(CFS) Total initial stream area = 6.000(Ac.) k0,GI Pervious area fraction = 0.500 Initial area Fm value = 0.367(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 643.000 to Point/Station 644.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1037.000(Ft.) End of street segment elevation = 1031.000(Ft.) Length of street segment = 1200.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.083 Slope from grade break to crown (v/hz) = 0.020 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 = 1.500(Ft.) Gutter hike from flowline = 1.500(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 = 17.176(CFS) Depth of flow = 0.477(Ft.), Average velocity = 2.313(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 19.083(Ft.) Flow velocity = 2.31(Ft/s) Travel time = 8.65 min. TC = 26.44 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.489(In/Hr) Rainfall intensity = 1.794(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.681 Subarea runoff = 6.798(CFS) for 8.000(Ac.) Total runoff = 17.103(CFS) Effective area this stream = 14.00(Ac.) Total Study Area (Main Stream No. 1) = 852.80(Ac.) Area averaged Fm value = 0.437(In/Hr) Street flow at end of street = 17.103(CFS) Half street flow at end of street = 8.552(CFS) Depth of flow = 0.476(Ft.), Average velocity = 2.311(Ft/s) Flow width (from curb towards crown)= 19.052(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 644.000 to Point/Station 644.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 4 Stream flow area = 14.000(Ac.) Runoff from this stream = 17.103(CFS) Time of concentration = 26.44 min. �r� Rainfall intensity = 1.794(In/Hr) 0 62 .. Area averaged loss rate (Fm) = 0.4366(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 645.000 to Point/Station 646.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 0.489(In/Hr) Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1042.000(Ft.) Bottom (of initial area) elevation = 1037.000(Ft.) Difference in elevation = 5.000(Ft.) Slope = 0.00500 s(%)= 0.50 TC = k(0.389)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 17.789 min. Rainfall intensity = 2.275(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.707 Subarea runoff = 9.647(CFS) Total initial stream area = 6.000(Ac.) Pervious area fraction = 0.500 Initial area Fm value = 0.489(In/Hr) %ow,++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 646.000 to Point/Station* 647.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION Top of street segment elevation = 1037.000(Ft.) End of street segment elevation = 1031.000(Ft.) Length of street segment = 1200.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.083 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 10.000020.) Slope from curb to property line (v/hz) _ Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(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 = 15.275(CFS) Depth of flow = 0.460(Ft.), Average velocity = 2.247(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 18.242(Ft.) Flow velocity = 2.25(Ft/s) Travel time = 8.90 min. TC = 26.69 min. Adding area flow to street ,,... RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.489(In/Hr) Rainfall intensity = 1.784(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.653 Subarea runoff = 5.503(CFS) for 7.000(Ac.) Total runoff = 15.150(CFS) Effective area this stream = 13.00(Ac.) Total Study Area (Main Stream No. 1) = 865.80(Ac.) Area averaged Fm value = 0.489(In/Hr) Street flow at end of street = 15.150(CFS) Half street flow at end of street = 7.575(CFS) Depth of flow = 0.459(Ft.), Average velocity = 2.242(Ft/s) Flow width (from curb towards crown)= 18.185(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 647.000 to Point/Station 647.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 5 Stream flow area = 13.000(Ac.) Runoff from this stream = 15.150(CFS) Time of concentration = 26.69 min. Rainfall intensity = 1.784(In/Hr) Area averaged loss rate (Fm) = 0.4889(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 Summary of stream data: Stream Flow rate No. (CFS) 1 1705.428 2 110.850 3 138.596 4 17.103 5 15.150 Qmax(1) _ 1.000 1.340 0.997 1.523 1.556 Qmax(2) _ 0.760 1.000 * 0.742 * 1.127 1.141 Qmak(3) _ 1.003 1.344 1.000 1.527 1.561 Qmax(4) _ 0.684 0.891 TC (min) 15.17 22.70 15.11 26.44 26.69 1.000 * 0.668 * 1.000 * 0.574 * 0.568 * 1.000 * 1.000 * 1.000 * 0.859 * 0.850 * 0.996 * 0.666 * 1.000 * 0.571 * 0.566 * 1.000 * 1.000 * Rainfall Intensity (In/Hr) 2.504 1.966 2.510 1.794 1.784 1705.428) + 110.850) + 138.596) + 17.103) + 15.150) + _ 1705.428) + 110.850) + 138.596) + 17.103) + 15.150) + _ 1705.428) + 110.850) + 138.596) + 17.103) + 15.150) + _ 1705.428) + 110.850) + 1971.261 1541.286 1969.35-6 tdr.3 lo64 0.660 * 1.000 * 138.596) + A"` 1.000 * 1.000 * 17.103) + 1.008 * 0.990 * 15.150) + = 1388.419 Qmax(5) _ 0.679 * 1.000 * 1705.428) + 0.885 * 1.000 * 110.850) + 0.655 * 1.000 * 138.596) + 0.992 * 1.000 * 17.103) + 1.000 * 1.000 * 15.150) + = 1379.108 Total of 5 streams to confluence: Flow rates before confluence point: 1705.428 110.850 138.596 17.103 15.150 Maximum flow rates at confluence using above data: 1971.261 1541.286 1969.356 1388.419 1379.108 Area of streams before confluence: 659.260 75.270 72.000 14.000 13.000 Effective area values after confluence: 796.965 829.608 794.213 833.407 833.530 Results of confluence: Total flow rate = 1971.261(CFS) Time of concentration = 15.166 min. Effective stream area after confluence = 796.965(Ac.) Stream Area average Pervious fraction(Ap) = 0.517 Stream Area average soil loss rate(Fm) = 0.290(In/Hr) Study area (this main stream) = 833.53(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 91.000 to Point/Station 92.000 **** IMPROVED CHANNEL TRAVEL TIME **** Covered channel Upstream point elevation = 1013.100(Ft.) Downstream point elevation = 1006.400(Ft.) Channel length thru subarea = 1340.000(Ft.) Channel base width = 14.000(Ft.) Slope or 'Z' of left channel bank = 0.000 Slope or 'Z' of right channel bank = 0.000 Manning's 'N' = 0.013 Maximum depth of channel = 9.000(Ft.) Flow(q) thru subarea = 1971.261(CFS) Depth of flow = 7.415(Ft.), Average velocity = 18.989(Ft/s) Channel flow top width = 14.000(Ft.) Flow Velocity = 18.99(Ft/s) Travel time = 1.18 min. Time of concentration = 16.34 min. Critical depth = 8.500(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 92.000 to Point/Station 92.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 796.965(Ac.) Runoff from this stream = 1971.261(CFS) Time of concentration = 16.34 min. Rainfall intensity = 2.394(In/Hr) 7 0001-1 Area averaged loss rate (Fm) = 0.2902(In/Hr) V44W, Area averaged Pervious ratio (AP) = 0.5169 10(.S ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 650.000 to Point/Station 651.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 0.489(In/Hr) Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1040.300(Ft.) Bottom (of initial area) elevation = 1033.600(Ft.) Difference in elevation = 6.700(Ft.) Slope = 0.00670 s(%)= 0.67 TC = k(0.389)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 16.778 min. Rainfall intensity = 2.357(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.713 Subarea runoff = 8.405(CFS) Total initial stream area = 5.000(Ac.) Pervious area fraction = 0.500 Initial area Fm value = 0.489(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ OOW* Process from Point/Station 651.000 to Point/Station 652.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1033.600(Ft.) End of street segment elevation = 1031.400(Ft.) Length of street segment = 330.000(Ft.) 8.0(In.) Height of curb above gutter flowline = (curb to crown) = 20.000(Ft.) Width of half street Distance from crown to crossfall grade break0.08318.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) - Street flow is on [2] side(s) of the street line = 10.000020•) Distance from curb to property Slope from curb to property line (v/hz) _ Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(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 midpoint of street = 12.608(CFS) Estimated mean flow rate at flow = 0.416(Ft.), Average velocity = 2.388(Ft/s) Depth of Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 16.025(Ft.) Flow velocity = 2.39(Ft/s) TC = 19.08 min. Travel time = 2.30 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 i o (,(* SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.489(In/Hr) Rainfall intensity = 2.182(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.698 Subarea runoff = 6.830(CFS) for 5.000(Ac.) Total runoff = 15.235(CFS) Effective area this stream = 10.00(Ac.) Total Study Area (Main Stream No. 1) = 875.80(Ac.) Area averaged Fm value = 0.489(In/Hr) Street flow at end of street = 15.235(CFS) Half street flow at end of street = 7.618(CFS) Depth of flow = 0.440(Ft.), Average velocity = 2.502 (Ft/s) Flow width (from curb towards crown)= 17.242(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 652.000 to Point/Station 653.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1031.400(Ft.) End of street segment elevation = 1026.000(Ft.) Length of street segment = 750.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.083 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 10.000(Ft.) ""bl. Slope from curb to property line (v/hz) = 0.020 %up, Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(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 = 23.615(CFS) Depth of flow = 0.497(Ft.), Average velocity = 2.877(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 = 2.88(Ft/s) Travel time = 4.35 min. TC = 23.43 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.489(In/Hr) Rainfall intensity = 1.929(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.672 Subarea runoff = 11.982(CFS) for 11.000(Ac.) Total runoff = 27.218(CFS) Effective area this stream = 21.00(Ac.) Total Study Area (Main Stream No. 1) = 886.80(Ac.) Area averaged Fm value = 0.489(In/Hr) Street flow at end of street = 27.218(CFS) *4wwr Half street flow at end of street = 13.609(CFS) 10 �-7 Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = 10.00(Ft.) Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 653.000 to Point/Station 654.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1026.000(Ft.) End of street segment elevation = 1023.000(Ft.) Length of street segment = 660.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 42.000(Ft.) Distance from crown to crossfall grade break = 40.500(Ft.) Slope from gutter to grade break (v/hz) = 0.083 Slope from grade break to crown (v/hz) = 0.020 Street flow is on (1] side(s) of the street Distance from curb to property line = 13.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(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 = 34.346(CFS) Depth of flow = 0.767(Ft.), Average velocity = 2.963(Ft/s) Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 4.99(Ft.) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 33.576(Ft.) Flow velocity = 2.96(Ft/s) Travel time = 3.71 min. TC = 27.14 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.489(In/Hr) Rainfall intensity = 1.766(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.651 Subarea runoff = 9.563(CFS) for 11.000(Ac.) Total runoff = 36.781(CFS) Effective area this stream = 32.00(Ac.) Total Study Area (Main Stream No. 1) = 897.80(Ac.) Area averaged Fm value = 0.489(In/Hr) Street flow at end of street = 36.781(CFS) Half street flow at end of street = 36.781(CFS) Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 13.42(Ft.) Flow width (from curb towards crown)= 42.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 654.000 to Point/Station 654.000 CONFLUENCE OF MINOR STREAMS **** jo48 Along Main Stream number: 1 in normal stream number 2 Y00111 Stream flow area = 32.000 (Ac. ) 1�kftw Runoff from this stream = 36.781(CFS) Time of concentration = 27.14 min. Rainfall intensity = 1.766(In/Hr) Area averaged loss rate (Fm) = 0.4889(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 1971.261 16.34 2.394 2 36.781 27.14 1.766 Qmax(1) _ 1.000 * 1.000 * 1971.261) + 1.492 * 0.602 * 36.781) + = 2004.303 Qmax(2) _ 0.701 * 1.000 * 1971.261) + 1.000 * 1.000 * 36.781) + = 1419.449 Total of 2 streams to confluence: Flow rates before confluence point: 1971.261 36.781 Maximum flow rates at confluence using above data: 2004.303 1419.449 Area of streams before confluence: 796.965 32.000 Effective area values after confluence: 816.234 828.965 Results of confluence: Total flow rate = 2004.303(CFS) Time of concentration = 16.342 min. Effective stream area after confluence = 816.234(Ac.) Stream Area average Pervious fraction(Ap) = 0.516 Stream Area average soil loss rate(Fm) = 0.298(In/Hr) Study area (this main stream) = 828.97(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 92.000 to Point/Station 93.000 **** IMPROVED CHANNEL TRAVEL TIME **** Covered channel Upstream point elevation = 1006.400(Ft.) Downstream point elevation = 1005.500(Ft.) Channel length thru subarea = 450.000(Ft.) Channel base width = 14.000(Ft.) Slope or 'Z' of left channel bank = 0.000 Slope or 'Z' of right channel bank = 0.000 Manning's 'N' = 0.015 Maximum depth of channel = 9.000(Ft.) Flow(q) thru subarea = 2004.303(CFS) Pressure flow condition in covered channel: Wetted perimeter = 46.00(Ft.) Flow area = 126.00(Sq.Ft) Hydraulic grade line required at box inlet = 4.505(Ft.) Friction loss = 5.405(Ft.) Minor Friction loss = 0.000(Ft.) K -Factor = 0.000 Flow Velocity = 15.91(Ft/s) Travel time = 0.47 min. Time of concentration = 23.17 min. IOOW- End of computations, Total Study Area = 897.80 (Ac.) 10401 The following figures may be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. Area averaged pervious area fraction(Ap) = 0.514 Area averaged SCS curve number = 64.7 M PI m M, m ii5< V51 19 San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2001 Version 6.4 Rational Hydrology Study Date: 01/13/05 ------------------------------------------------------------------------ FONTANA / LINE DZ -6 HYDROLOGY 25 YEAR STORM JN 04339 ------------------------------------------------------------------------ Hall & Forman, Inc. - SIN 950 ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** ------------------------------------------------------------------------ Rational hydrology study storm event year is 25.0 10 Year storm 1 hour rainfall = 0.930(In.) 100 Year storm 1 hour rainfall = 1.350(In.) Computed rainfall intensity: Storm year = 25.00 1 hour rainfall = 1.097 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 714.000 to Point/Station 715.000 **** INITIAL AREA EVALUATION **** COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1104.000(Ft.) Bottom (of initial area) elevation = 1092.000(Ft.) Difference in elevation = 12.000(Ft.) Slope = 0.01200 s(%)= 1.20 TC = k(0.304)*((length^3)/(elevation change) ]^0.2 Initial area time of concentration = 11.669 min. Rainfall intensity = 2.930(In/Hr) for a 25.0 Effective runoff coefficient used for area (Q=KCIA) Subarea runoff = 17.846(CFS) Total initial stream area = 7.000(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.098(In/Hr) 0.098(In/Hr) year storm is C = 0.870 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 715.000 to Point/Station 716.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1092.000(Ft.) 10001- End of street segment elevation = 1089.000(Ft.) 'rw✓ Length of street segment = 800.000(Ft.) H51 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 716.000 to Point/Station 717.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1089.000(Ft.) End of street segment elevation = 1081.500(Ft.) Length of street segment = 660.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 42.000(Ft.) Distance from crown to crossfall grade break = 40.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 13.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) x Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [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 = 1.500(Ft.) Gutter hike from flowline = 1.500(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 = 31.867(CFS) Depth of flow = 0.591(Ft.), Average velocity = 2.662(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 = 2.66(Ft/s) Travel time = 5.01 min. TC = 16.68 min. Adding area flow to street COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) Rainfall intensity = 2.365(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.863 Subarea runoff = 18.885(CFS) for 11.000(Ac.) Total runoff = 36.731(CFS) Effective area this stream = 18.00(Ac.) Total Study Area (Main Stream No. 1) = 18.00(Ac.) Area averaged Fm value = 0.098(In/Hr) Street flow at end of street = 36.731(CFS) Half street flow at end of street = 18.366(CFS) Depth of flow = 0.618(Ft.), Average velocity = 2.816(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 716.000 to Point/Station 717.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1089.000(Ft.) End of street segment elevation = 1081.500(Ft.) Length of street segment = 660.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 42.000(Ft.) Distance from crown to crossfall grade break = 40.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 13.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) x Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 1153 Manning's N from gutter to grade break = 0.0150 Iowa` Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = Depth of flow = 0.780(Ft.), Average velocity = Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 34.236(Ft.) Flow velocity = 4.72(Ft/s) Travel time = 2.33 min. TC = 19.01 min. Adding area flow to street COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 57.137(CFS) 4.717(Ft/s) 5.65(Ft.) Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) Rainfall intensity = 2.187(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.860 Subarea runoff = 34.704(CFS) for 20.000(Ac.) Total runoff = 71.435(CFS) Effective area this stream = 38.00(Ac.) Total Study Area (Main Stream No. 1) = 38.00(Ac.) Area averaged Fm value = 0.098(In/Hr) Street flow at end of street = 71.435(CFS) Half street flow at end of street = 71.435(CFS) Depth of flow = 0.838(Ft.), Average velocity = 4.888(Ft/s) Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 8.58(Ft.) Flow width (from curb towards crown)= 37.160(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 717.000 to Point/Station 33.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1075.000(Ft.) Downstream point/station elevation = 1061.000(Ft.) Pipe length = 990.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 71.435(CFS) Given pipe size = 36.00(In.) Calculated individual pipe flow = 71.435(CFS) Normal flow depth in pipe = 26.72(In.) Flow top width inside pipe = 31.49(In.) Critical Depth = 32.12(In.) Pipe flow velocity = 12.70(Ft/s) Travel time through pipe = 1.30 min. Time of concentration (TC) = 20.31 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 33.000 to Point/Station 33.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 38.000(Ac.) Runoff from this stream = 71.435(CFS) Aloft, Time of concentration = 20.31 min. 11*� Rainfall intensity = 2.102(In/Hr) Area averaged loss rate (Fm) = 0.0978(In/Hr) A00111 Area averaged Pervious ratio (Ap) = 0.1000 ,% we. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 718.000 to Point/Station 719.000 **** INITIAL AREA EVALUATION **** COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1082.000(Ft.) Bottom (of initial area) elevation = 1075.000(Ft.) Difference in elevation = 7.000(Ft.) Slope = 0.00700 s(%)= 0.70 TC = k(0.304)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 12.997 min. Rainfall intensity = 2.747(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.868 Subarea runoff = 11.921(CFS) Total initial stream area = 5.000(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.098(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 719.000 to Point/Station 720.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1075.000(Ft.) End of street segment elevation = 1073.300(Ft.) Length of street segment = 330.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [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 = 1.500(Ft.) Gutter hike from flowline = 1.500(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 = 17.881(CFS) Depth of flow = 0.480(Ft.), Average velocity = 2.363(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 19.269(Ft.) Flow velocity = 2.36(Ft/s) Travel time = 2.33 min. TC = 15.33 min. Adding area flow to street COMMERCIAL subarea type °001^1 Decimal fraction soil group A = 1.000 `%ft,, Decimal fraction soil group B = 0.000 I 1 55 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) Rainfall intensity = 2.488(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.865 Subarea runoff = 9.594(CFS) for 5.000(Ac.) Total runoff = 21.515(CFS) Effective area this stream = 10.00(Ac.) Total Study Area (Main Stream No. 1) = 48.00(Ac.) Area averaged Fm value = 0.098(In/Hr) Street flow at end of street = 21.515(CFS) Half street flow at end of street = 10.757(CFS) Depth of flow = 0.506(Ft.), Average velocity = 2.506(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 720.000 to Point/Station 721.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1073.300(Ft.) End of street segment elevation = 1070.000(Ft.) Length of street segment = 660.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [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 = 1.500(Ft.) Gutter hike from flowline = 1.500(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 = 32.272(CFS) Depth of flow = 0.568(Ft.), Average velocity = 2.918(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 = 2.92(Ft/s) Travel time = 3.77 min. TC = 19.10 min. Adding area flow to street COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098 (In/Hr) Rainfall intensity = 2.181(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.860 Subarea runoff = 15.977(CFS) for 10.000(Ac.) Total runoff = 37.492(CFS) Effective area this stream = 20.00(Ac.) ' Total Study Area (Main Stream No. 1) = 58.00(Ac.) 1154 Area averaged Fm value = 0.098(In/Hr) Street flow at end of street = 37.492(CFS) Half street flow at end of street = 18.746(CFS) Depth of flow = 0.594(Ft.), Average velocity = 3.096(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 721.000 to Point/Station 722.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1070.000(Ft.) End of street segment elevation = 1068.000(Ft.) Length of street segment = 330.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 42.000(Ft.) Distance from crown to crossfall grade break = 40.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on (1) side(s) of the street Distance from curb to property line = 13.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(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 = 46.865(CFS) Depth of flow = 0.810(Ft.), Average velocity = 3.506(Ft/s) Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 7.17(Ft.) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 35.750(Ft.) Flow velocity = 3.51(Ft/s) Travel time = 1.57 min. TC = 20.66 min. Adding area flow to street CONDOMINIUM subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.3500 Max loss rate(Fm)= 0.342(In/Hr) Rainfall intensity = 2.080(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.822 Subarea runoff = 13.822(CFS) for 10.000(Ac.) Total runoff = 51.314(CFS) Effective area this stream = 30.00(Ac.) Total Study Area (Main Stream No. 1) = 68.00(Ac.) Area averaged Fm value = 0.179(In/Hr) Street flow at end of street = 51.314(CFS) Half street flow at end of street = 51.314(CFS) Depth of flow = 0.834(Ft.), Average velocity = 3.559(Ft/s) Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 8.36(Ft.) Flow width (from curb towards crown)= 36.941(Ft.) wr*++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ t 57 Process from Point/Station 722.000 to Point/Station 722.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 30.000(Ac.) Runoff from this stream = 51.314(CFS) Time of concentration = 20.66 min. Rainfall intensity = 2.080(In/Hr) Area averaged loss rate (Fm) = 0.1793(In/Hr) Area averaged Pervious ratio (Ap) = 0.1833 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 71.435 20.31 2.102 2 51.314 20.66 2.080 Qmax(1) _ 1.000 * 1.000 * 71.435) + 1.011 * 0.983 * 51.314) + = 122.445 Qmax(2) _ 0.989 * 1.000 * 71.435) + 1.000 * 1.000 * 51.314) + = 121.976 Total of 2 streams to confluence: Flow rates before confluence point: 71.435 51.314 Maximum flow rates at confluence using above data: 122.445 121.976 Area of streams before confluence: 38.000 30.000 Effective area values after confluence: 67.485 68.000 Results of confluence: Total flow rate = 122.445(CFS) Time of concentration = 20.310 min. Effective stream area after confluence = 67.485(Ac.) Stream Area average Pervious fraction(Ap) = 0.137 Stream Area average soil loss rate(Fm) = 0.134(In/Hr) Study area (this main stream) = 68.00(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 33.000 to Point/Station 34.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1061.000(Ft.) Downstream point/station elevation = 1048.200(Ft.) Pipe length = 990.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 122.445(CFS) Given pipe size = 39.00(In.) NOTE: Normal flow is pressure flow in user selected pipe size. The approximate hydraulic grade line above the pipe invert is 14.039(Ft.) at the headworks or inlet of the pipe(s) Pipe friction loss = 21.764(Ft.) Minor friction loss = 5.074(Ft.) K -factor = 1.50 Pipe flow velocity = 14.76(Ft/s) Travel time through pipe = 1.12 min. Time of concentration (TC) = 21.43 min. IM ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 34.000 to Point/Station 34.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 67.485(Ac.) Runoff from this stream = 122.445(CFS) Time of concentration = 21.43 min. Rainfall intensity = 2.035(In/Hr) Area averaged loss rate (Fm) = 0.1337(In/Hr) Area averaged Pervious ratio (Ap) = 0.1368 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 723.000 to Point/Station 724.000 **** INITIAL AREA EVALUATION **** CONDOMINIUM subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.3500 Max loss rate(Fm)= 0.342(In/Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1072.000(Ft.) Bottom (of initial area) elevation = 1066.600(Ft.) Difference in elevation = 5.400(Ft.) Slope = 0.00540 s(%)= 0.54 TC = k(0.360)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 16.212 min. Rainfall intensity = 2.406(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.772 Subarea runoff = 9.286(CFS) Total initial stream area = 5.000(Ac.) Pervious area fraction = 0.350 Initial area Fm value = 0.342(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 724.000 to Point/Station 725.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1066.600(Ft.) End of street segment elevation = 1063.000(Ft.) Length of street segment = 660.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [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 = 1.500(Ft.) Gutter hike from flowline = 1.500(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 1151 Estimated mean flow rate at midpoint of street = 13.929(CFS) Depth of flow = 0.441(Ft.), Average velocity = 2.270(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 17.313(Ft.) Flow velocity = 2.27(Ft/s) Travel time = 4.85 min. TC = 21.06 min. Adding area flow to street CONDOMINIUM subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.3500 Max loss rate(Fm)= 0.342(In/Hr) Rainfall intensity = 2.056(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.750 Subarea runoff = 6.141(CFS) for 5.000(Ac.) Total runoff = 15.427(CFS) Effective area this stream = 10.00(Ac.) Total Study Area (Main Stream No. 1) = 78.00(Ac.) Area averaged Fm value = 0.342(In/Hr) Street flow at end of street = 15.427(CFS) Half street flow at end of street = 7.713(CFS) Depth of flow = 0.455(Ft.), Average velocity = 2.327(Ft/s) Flow width (from curb towards crown)= 18.008(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 725.000 to Point/Station 729.000 AAWW **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Nft+f Top of street segment elevation = 1063.000(Ft.) End of street segment elevation = 1056.600(Ft.) Length of street segment = 660.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 42.000(Ft.) Distance from crown to crossfall grade break = 40.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on (1] side(s) of the street Distance from curb to property line = 13.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(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 = 15.427(CFS) Depth of flow = 0.516(Ft.), Average velocity = 3.431(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 21.037(Ft.) Flow velocity = 3.43(Ft/s) Travel time = 3.21 min. TC = 24.26 min. Adding area flow to street COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 11(-(3 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) Rainfall intensity = 1.889(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.737 Subarea runoff = 0.000(CFS) for 0.000(Ac.) Total runoff = 15.427(CFS) Effective area this stream = 10.00(Ac.) Total Study Area (Main Stream No. 1) = 78.00(Ac.) Area averaged Fm value = 0.342(In/Hr) Street flow at end of street = 15.427(CFS) Half street flow at end of street = 15.427(CFS) Depth of flow = 0.516(Ft.), Average velocity = 3.431(Ft/s) Flow width (from curb towards crown)= 21.037(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 729.000 to Point/Station 729.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 10.000(Ac.) Runoff from this stream = 15.427(CFS) Time of concentration = 24.26 min. Rainfall intensity = 1.889(In/Hr) Area averaged loss rate (Fm) = 0.3422(In/Hr) Area averaged Pervious ratio (Ap) = 0.3500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 726.000 to Point/Station 727.000 **** INITIAL AREA EVALUATION **** CONDOMINIUM subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.3500 Max loss rate(Fm)= 0.342(In/Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1069.200(Ft.) Bottom (of initial area) elevation = 1062.000(Ft.) Difference in elevation = 7.200(Ft.) Slope = 0.00720 s(%)= 0.72 TC = k(0.360)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 15.305 min. Rainfall intensity = 2.490(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.776 Subarea runoff = 9.666(CFS) Total initial stream area = 5.000(Ac.) Pervious area fraction = 0.350 Initial area Fm value = 0.342(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 727.000 to Point/Station 728.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1062.000(Ft.) End of street segment elevation = 1060.000(Ft.) M-1 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 728.000 to Point/Station 729.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1060.000(Ft.) End of street segment elevation = 1056.600(Ft.) Length of street segment = 660.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [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 = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Length of street segment = 330.000(Ft.) ,ems Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [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 = 1.500(Ft.) Gutter hike from flowline = 1.500(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 = 14.499(CFS) Depth of flow = 0.440(Ft.), Average velocity = 2.385(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 17.230(Ft.) Flow velocity = 2.38(Ft/s) Travel time = 2.31 min. TC = 17.61 min. Adding area flow to street CONDOMINIUM subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.3500 Max loss rate(Fm)= 0.342(In/Hr) Rainfall intensity = 2.289(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified �*- rational method)(Q=KCIA) is C = 0.765 Subarea runoff = 7.856(CFS) for 5.000(Ac.) Total runoff = 17.522(CFS) Effective area this stream = 10.00(Ac.) Total Study Area (Main Stream No. 1) = 88.00(Ac.) Area averaged Fm value = 0.342(In/Hr) Street flow at end of street = 17.522(CFS) Half street flow at end of street = 8.761(CFS) Depth of flow = 0.466(Ft.), Average velocity = 2.499(Ft/s) Flow width (from curb towards crown)= 18.533(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 728.000 to Point/Station 729.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1060.000(Ft.) End of street segment elevation = 1056.600(Ft.) Length of street segment = 660.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [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 = 1.500(Ft.) Gutter hike from flowline = 1.500(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 = 26.284(CFS) Depth of flow = 0.534(Ft.), Average velocity = 2.714(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 = 2.71(Ft/s) Travel time = 4.05 min. TC = 21.67 min. Adding area flow to street CONDOMINIUM subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.3500 Max loss rate(Fm)= 0.342(In/Hr) Rainfall intensity = 2.022(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.748 Subarea runoff = 12.706(CFS) for 10.000(Ac.) Total runoff = 30.229(CFS) Effective area this stream = 20.00(Ac.) Total Study Area (Main Stream No. 1) = 98.00(Ac.) Area averaged Fm value = 0.342(In/Hr) Street flow at end of street = 30.229(CFS) Half street flow at end of street = 15.114(CFS) Depth of flow = 0.555(Ft.), Average velocity = 2.868(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 729.000 to Point/Station 729.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 3 Stream flow area = 20.000(Ac.) Runoff from this stream = 30.229(CFS) Time of concentration = 21.67 min. Rainfall intensity = 2.022(In/Hr) Area averaged loss rate (Fm) = 0.3422(In/Hr) Area averaged Pervious ratio (Ap) = 0.3500 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 122.445 21.43 2.035 2 15.427 24.26 1.889 3 30.229 21.67 2.022 Qmax(1) _ 1.000 * 1.000 * 122.445) + 1.095 * 0.883 * 15.427) + 1.008 * 0.989 * 30.229) + = 167.493 Qmax(2) _ 0.923 * 1.000 * 122.445) + 1.000 * 1.000 * 15.427) + 0.921 * 1.000 * 30.229) + = 156.287 Qmax (3 ) _ 0.993 * 1.000 * 122.445) + 1.086 * 1.000 * Total of 3 streams Flow rates before 122.445 Maximum flow rates 167.493 0.893 * 15.427) + 1.000 * 30.229) + = 166.768 to confluence: confluence point: 15.427 30.229 at confluence using above data: 156.287 166.768 Area of streams before confluence: 67.485 10.000 20.000 Effective area values after confluence: 96.097 97.485 96.414 Results of confluence: Total flow rate = 167.493(CFS) Time of concentration = 21.428 min. Effective stream area after confluence = 96.097(Ac.) Stream Area average Pervious fraction(Ap) = 0.202 Stream Area average soil loss rate(Fm) = 0.198(In/Hr) Study area (this main stream) = 97.49(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 34.000 to Point/Station 35.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1048.200(Ft.) Downstream point/station elevation = 1042.000(Ft.) Pipe length = 660.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 167.493(CFS) Given pipe size = 39.00(In.) NOTE: Normal flow is pressure flow in user selected pipe size. The approximate hydraulic grade line above the pipe invert is 30.445(Ft.) at the headworks or inlet of the pipe(s) Pipe friction loss = 27.150(Ft.) Minor friction loss = 9.495(Ft.) K -factor = 1.50 Pipe flow velocity = 20.19(Ft/s) Travel time through pipe = 0.54 min. Time of concentration (TC) = 21.97 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 35.000 to Point/Station 35.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 96.097(Ac.) Runoff from this stream = 167.493(CFS) Time of concentration = 21.97 min. Rainfall intensity = 2.005(In/Hr) Area averaged loss rate (Fm) = 0.1979(In/Hr) Area averaged Pervious ratio (Ap) = 0.2024 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 730.000 to Point/Station 731.000 **** INITIAL AREA EVALUATION **** CONDOMINIUM subarea type Decimal fraction soil group A = 0.000 Owl, Decimal fraction soil group B = 1.000 1 Decimal fraction soil group C = 0.000 1►Gq Decimal fraction soil group D = 0.000 ,.., SCS curve number for soil (AMC 2) = 56.00 Pervious ratio(Ap) = 0.3500 Max loss rate(Fm)= 0.257(In/Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1063.700(Ft.) Bottom (of initial area) elevation = 1055.800(Ft.) Difference in elevation = 7.900(Ft.) Slope = 0.00790 s(%)= 0.79 TC = k(0.360)*[(length^3)/(elevation change) ]^0.2 Initial area time of concentration = 15.024 min. Rainfall intensity = 2.518(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.808 Subarea runoff = 10.176(CFS) Total initial stream area = 5.000(Ac.) Pervious area fraction = 0.350 Initial area Fm value = 0.257(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 731.000 to Point/Station 732.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1055.800(Ft.) End of street segment elevation = 1053.600(Ft.) Length of street segment = 330.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [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 = 1.500(Ft.) Gutter hike from flowline = 1.500(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 = 15.264(CFS) Depth of flow = 0.440(Ft.), Average velocity = 2.504(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 17.254(Ft.) Flow velocity = 2.50(Ft/s) Travel time = 2.20 min. TC = 17.22 min. Adding area flow to street CONDOMINIUM subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.3500 Max loss rate(Fm)= 0.257(In/Hr) Rainfall intensity = 2.320(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.800 Subarea runoff = 8.394(CFS) for 5.000(Ac.) Total runoff = 18.570(CFS) Effective area this stream = 10.00(Ac.) � Total Study Area (Main Stream No. 1) = 108.00(Ac.) Area averaged Fm value = 0.257(In/Hr) I SGC Street flow at end of street = 18.570(CFS) �. Half street flow at end of street = 9.285(CFS) Depth of flow = 0.467(Ft.), Average velocity = 2.628(Ft/s) Flow width (from curb towards crown)= 18.607(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 732.000 to Point/Station 733.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1053.600(Ft.) End of street segment elevation = 1049.000(Ft.) Length of street segment = 660.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 42.000(Ft.) Distance from crown to crossfall grade break = 40.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 13.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(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 = 27.855(CFS) Depth of flow = 0.656(Ft.), Average velocity = 3.510(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 28.045(Ft.) ,..oft, Flow velocity = 3.51 (Ft/s) Travel time = 3.13 min. TC = 20.35 min. Adding area flow to street CONDOMINIUM subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.3500 Max loss rate(Fm)= 0.342(In/Hr) Rainfall intensity = 2.099(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.772 Subarea runoff = 13.815(CFS) for 10.000(Ac.) Total runoff = 32.385(CFS) Effective area this stream = 20.00(Ac.) Total Study Area (Main Stream No. 1) = 118.00(Ac.) Area averaged Fm value = 0.300(In/Hr) Street flow at end of street = 32.385(CFS) Half street flow at end of street = 32.385(CFS) Depth of flow = 0.695(Ft.), Average velocity = 3.567(Ft/s) Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 1.40(Ft.) Flow width (from curb towards crown)= 29.981(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 733.000 to Point/Station 733.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 20.000(Ac.) ,�•. Runoff from this stream = 32.385(CFS) Time of concentration = 20.35 min. Rainfall intensity = 2.099(In/Hr) Area averaged loss rate (Fm) = 0.2996(In/Hr) Area averaged Pervious ratio (Ap) = 0.3500 Summary of stream data: Stream Flow rate TC No. (CFS) (min) 1 167.493 2 32.385 Qmax(1) = 1.000 * 0.948 * Qmax(2) = 1.052 * 1.000 * 21.97 20.35 Rainfall Intensity (In/Hr) 2.005 2.099 1.000 * 167.493) + 1.000 * 32.385) + _ 0.926 * 167.493) + 1.000 * 32.385) + _ 198.184 195.630 Total of 2 streams to confluence: Flow rates before confluence point: 167.493 32.385 Maximum flow rates at confluence using above data: 198.184 195.630 Area of streams before confluence: 96.097 20.000 Effective area values after confluence: 116.097 109.023 Results of confluence: Total flow rate = 198.184(CFS) Time of concentration = 21.972 min. Effective stream area after confluence = 116.097(Ac.) Stream Area average Pervious fraction(Ap) = 0.228 Stream Area average soil loss rate(Fm) = 0.215(In/Hr) Study area (this main stream) = 116.10(Ac.) End of computations, Total Study Area = 118.00 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. Area averaged pervious area fraction(Ap) = 0.227 Area averaged SCS curve number = 34.0 14 L// ti.. ND 2- l M 14 126 I Z5 t 1"' San Bernardino County Rational Hydrology Program S4Mr✓ (Hydrology Manual Date - August 1986) CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2001 Version 6.4 Rational Hydrology Study Date: 01/13/05 ---------------------------------------------------- FONTANA / LINE DZ -7 HYDROLOGY 25 YEAR STORM JN 04339 Hall & Forman, Inc. - SIN 950 ------------------------------------------------------- ********* Hydrology Study Control Information ********** -------------------------------------------------- Rational hydrology study storm event year is 25.0 10 Year storm 1 hour rainfall = 0.930(In.) 100 Year storm 1 hour rainfall = 1.350(In.) Computed rainfall intensity: Storm year = 25.00 1 hour rainfall = 1.097 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 800.000 to Point/Station 801.000 **** INITIAL AREA EVALUATION **** COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1098.000(Ft.) Bottom (of initial area) elevation = 1088.000(Ft.) Difference in elevation = 10.000(Ft.) Slope = 0.01000 s(%)= 1.00 TC = k(0.304)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 12.102 min. Rainfall intensity = 2.867(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.869 Subarea runoff = 14.954(CFS) Total initial stream area = 6.000(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.098(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 801.000 to Point/Station 802.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1088.000(Ft.) End of street segment elevation = 1081.000(Ft.) Length of street segment = 820.000(Ft..}, 1'Z,5 2 Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [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 = 1.500(Ft.) Gutter hike from flowline = 1.500(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 = 27.415(CFS) Depth of flow = 0.505(Ft.), Average velocity = 3.213(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 = 3.21(Ft/s) Travel time = 4.25 min. TC = 16.36 min. Adding area flow to street COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) Rainfall intensity = 2.393(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.863 Subarea runoff = 18.097(CFS) for 10.000(Ac.) Total runoff = 33.051(CFS) Effective area this stream = 16.00(Ac.) Total Study Area (Main Stream No. 1) = 16.00(Ac.) Area averaged Fm value = 0.098(In/Hr) Street flow at end of street = 33.051(CFS) Half street flow at end of street = 16.526(CFS) Depth of flow = 0.530(Ft.), Average velocity = 3.461(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 802.000 to Point/Station 803.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1081.000(Ft.) End of street segment elevation = 1075.000(Ft.) Length of street segment = 620.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 42.000(Ft.) Distance from crown to crossfall grade break = 40.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 13.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 fZ 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 = 53.708(CFS) Depth of flow = 0.785(Ft.), Average velocity = 4.365(Ft/s) Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 5.89(Ft.) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 34.476(Ft.) Flow velocity = 4.37(Ft/s) Travel time = 2.37 min. TC = 18.72 min. Adding area flow to street COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) Rainfall intensity = 2.207(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.860 Subarea runoff = 35.274(CFS) for 20.000(Ac.) Total runoff = 68.325(CFS) Effective area this stream = 36.00(Ac.) Total Study Area (Main Stream No. 1) = 36.00(Ac.) Area averaged Fm value = 0.098(In/Hr) Street flow at end of street = 68.325(CFS) Half street flow at end of street = 68.325(CFS) Depth of flow = 0.848(Ft.), Average velocity = 4.539(Ft/s) Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 9.05(Ft.) Flow width (from curb towards crown)= 37.634(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 803.000 to Point/Station 36.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream pointlstation elevation = 1069.000(Ft.) Downstream point/station elevation = 1054.000(Ft.) Pipe length = 990.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 68.325(CFS) Given pipe size = 36.00(In.) Calculated individual pipe flow = 68.325(CFS) Normal flow depth in pipe = 25.08(In.) Flow top width inside pipe = 33.10(In.) Critical Depth = 31.61(In.) Pipe flow velocity = 12.99(Ft/s) Travel time through pipe = 1.27 min. Time of concentration (TC) = 19.99 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 36.000 to Point/Station 36.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 36.000(Ac.) Runoff from this stream = 68.325(CFS) Time of concentration = 19.99 min. I sow, Rainfall intensity = 2.121(In/Hr) [z94 Area averaged loss rate (Fm) = 0.0978(In/Hr) Area averaged Pervious ratio (Ap) = 0.1000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 804.000 to Point/Station 805.000 **** INITIAL AREA EVALUATION **** COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1081.500(Ft.) Bottom (of initial area) elevation = 1071.000(Ft.) Difference in elevation = 10.500(Ft.) Slope = 0.01050 s(%)= 1.05 TC = k(0.304)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 11.985 min. Rainfall intensity = 2.884(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.869 Subarea runoff = 12.537(CFS) Total initial stream area = 5.000(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.098(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 805.000 to Point/Station 806.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1071.000(Ft.) End of street segment elevation = 1069.000(Ft.) Length of street segment = 660.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on (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 = 1.500(Ft.) Gutter hike from flowline = 1.500(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 = 25.074(CFS) Depth of flow = 0.568(Ft.), Average velocity = 2.270(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 = 2.27(Ft/s) Travel time = 4.85 min. TC = 16.83 min. Adding area flow to street COMMERCIAL subarea type �.�,, Decimal fraction soil group A = 1.000 (z55 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) Rainfall intensity = 2.352(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.863 Subarea runoff = 17.897(CFS) for 10.000(Ac.) Total runoff = 30.435(CFS) Effective area this stream = 15.00(Ac.) Total Study Area (Main Stream No. 1) = 51.00(Ac.) Area averaged Fm value = 0.098(In/Hr) Street flow at end of street = 30.435(CFS) Half street flow at end of street = 15.217(CFS) Depth of flow = 0.602(Ft.), Average velocity = 2.451(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 806.000 to Point/Station 807.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1069.000(Ft.) End of street segment elevation = 1065.000(Ft.) Length of street segment = 330.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [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 = 1.500(Ft.) Gutter hike from flowline = 1.500(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 = 35.507(CFS) Depth of flow = 0.516(Ft.), Average velocity = 3.958(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 = 3.96(Ft/s) Travel time = 1.39 min. TC = 18.22 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.489(In/Hr) Rainfall intensity = 2.243(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.822 Subarea runoff = 6.417(CFS) for 5.000(Ac.) Total runoff = 36.851(CFS) �,,, Effective area this stream = 20.00(Ac.) Total Study Area (Main Stream No. 1) = 56.00(Ac.) Area averaged Fm value = 0.196(In/Hr) Street flow at end of street = 36.851(CFS) Half street flow at end of street = 18.426(CFS) Depth of flow = 0.521(Ft.), Average velocity = 4.016(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 807.000 to Point/Station 808.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1065.000(Ft.) End of street segment elevation = 1060.000(Ft.) Length of street segment = 330.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 42.000(Ft.) Distance from crown to crossfall grade break = 40.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 13.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(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 = 46.064(CFS) Depth of flow = 0.685(Ft.), Average velocity = 5.249(Ft/s) Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 0.91(Ft.) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 29.489(Ft.) Flow velocity = 5.25(Ft/s) Travel time = 1.05 min. TC = 19.27 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000, Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.489(In/Hr) Rainfall intensity = 2.169(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.778 Subarea runoff = 13.788(CFS) for 10.000(Ac.) Total runoff = 50.639(CFS) Effective area this stream = 30.00(Ac.) Total Study Area (Main Stream No. 1) = 66.00(Ac.) Area averaged Fm value = 0.293(In/Hr) Street flow at end of street = 50.639(CFS) Half street flow at end of street = 50.639(CFS) Depth of flow = 0.710(Ft.), Average velocity = 5.281(Ft/s) Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 2.19(Ft.) Flow width (from curb towards crown)= 30.772(Ft.) M 17 5( ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 808.000 to Point/Station 808.000 CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 30.000(Ac.) Runoff from this stream = 50.639(CFS) Time of concentration = 19.27 min. Rainfall intensity = 2.169(In/Hr) Area averaged loss rate (Fm) = 0.2933(In/Hr) Area averaged Pervious ratio (Ap) = 0.3000 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 68.325 19.99 2.121 2 50.639 19.27 2.169 Qmax(1) _ 1.000 * 1.000 * 68.325) + 0.975 * 1.000 * 50.639) + = 117.682 Qmax(2) _ 1.023 * 0.964 * 68.325) + 1.000 * 1.000 * 50.639) + = 118.035 Total of 2 streams to confluence: Flow rates before confluence point: 68.325 50.639 Maximum flow rates at confluence using above data: 117.682 118.035 Area of streams before confluence: 36.000 30.000 Effective area values after confluence: 66.000 64.696 Results of confluence: Total flow rate = 118.035(CFS) Time of concentration = 19.269 min. Effective stream area after confluence = 64.696(Ac.) Stream Area average Pervious fraction(Ap) = 0.191 Stream Area average soil loss rate(Fm) = 0.187(In/Hr) Study area (this main stream) = 66.00(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 36.000 to Point/Station 37.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1054.000(Ft.) Downstream point/station elevation = 1043.500(Ft.) Pipe length = 990.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 118.035(CFS) Given pipe size = 42.00(In.) NOTE: Normal flow is pressure flow in user selected pipe size. The approximate hydraulic grade line above the pipe invert is 6.627(Ft.) at the headworks or inlet of the pipe(s) Pipe friction loss = 13.622(Ft.) Minor friction loss = 3.506(Ft.) K -factor = 1.50 Pipe flow velocity = 12.27(Ft/s) Travel time through pipe = 1.34 min. Time of concentration (TC) = 20.61 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 37.000 to Point/Station 37.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 64.696(Ac.) Runoff from this stream = 118.035(CFS) Time of concentration = 20.61 min. Rainfall intensity = 2.083(In/Hr) Area averaged loss rate (Fm) = 0.1867(In/Hr) Area averaged Pervious ratio (Ap) = 0.1909 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 809.000 to Point/Station 810.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.489(In/Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1068.000(Ft.) Bottom (of initial area) elevation = 1061.000(Ft.) Difference in elevation = 7.000(Ft.) Slope = 0.00700 s(%)= 0.70 TC = k(0.389)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 16.631 min. Rainfall intensity = 2.369(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.714 Subarea runoff = 8.461(CFS) Total initial stream area = 5.000(Ac.) Pervious area fraction = 0.500 Initial area Fm value = 0.489(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 810.000 to Point/Station 811.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1061.000(Ft.) End of street segment elevation = 1057.000(Ft.) Length of street segment = 660.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [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 = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 I IM Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 12.692(CFS) Depth of flow = 0.422(Ft.), Average velocity = 2.308(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 16.366(Ft.) Flow velocity = 2.31(Ft/s) Travel time = 4.77 min. TC = 21.40 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.489(In/Hr) Rainfall intensity = 2.037(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.684 Subarea runoff = 5.469(CFS) for 5.000(Ac.) Total runoff = 13.930(CFS) Effective area this stream = 10.00(Ac.) Total Study Area (Main Stream No. 1) = 76.00(Ac.) Area averaged Fm value = 0.489(In/Hr) Street flow at end of street = 13.930(CFS) Half street flow at end of street = 6.965(CFS) Depth of flow = 0.434(Ft.), Average velocity = 2.361(Ft/s) Flow width (from curb towards crown)= 16.965(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 0OWN Process from Point/Station 811.000 to Point/Station 812.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1057.000(Ft.) End of street segment elevation = 1051.000(Ft.) Length of street segment = 660.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 42.000(Ft.) Distance from crown to crossfall grade break = 40.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on (1) side(s) of the street Distance from curb to property line = 13.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(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 = 27.861(CFS) Depth of flow = 0.628(Ft.), Average velocity = 3.878(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 26.670(Ft.) Flow velocity = 3.88(Ft/s) Travel time = 2.84 min. TC = 24.23 min. Adding area flow to street SCHOOL subarea Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 00,11 Decimal fraction soil group C = 0.000 *440, Decimal fraction soil group D = 0.000 124C SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.587(In/Hr) `�rrr Rainfall intensity = 1.890(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.636 Subarea runoff = 22.143(CFS) for 20.000(Ac.) Total runoff = 36.073(CFS) Effective area this stream = 30.00(Ac.) Total Study Area (Main Stream No. 1) = 96.00(Ac.) Area averaged Fm value = 0.554(In/Hr) Street flow at end of street = 36.073(CFS) Half street flow at end of street = 36.073(CFS) Depth of flow = 0.688(Ft.), Average velocity = 4.068(Ft/s) Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 1.06(Ft.) Flow width (from curb towards crown)= 29.640(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 812.000 to Point/Station 812.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 30.000(Ac.) Runoff from this stream = 36.073(CFS) Time of concentration = 24.23 min. Rainfall intensity = 1.890(In/Hr) Area averaged loss rate (Fm) = 0.5541(In/Hr) Area averaged Pervious ratio (Ap) = 0.5667 Summary of stream data: ,VMI Stream Flow rate TC Rainfall Intensity Nftw No. (CFS) (min) (In/Hr) 1 118.035 20.61 2.083 2 36.073 24.23 1.890 Qmax(1) _ 1.000 * 1.000 * 118.035) + 1.144 * 0.851 * 36.073) + = 153.145 Qmax(2) _ 0.898 * 1.000 * 118.035) + 1.000 * 1.000 * 36.073) + = 142.114 Total of 2 streams to confluence: Flow rates before confluence point: 118.035 36.073 Maximum flow rates at confluence using above data: 153.145 142.114 Area of streams before confluence: 64.696 30.000 Effective area values after confluence: 90.215 94.696 Results of confluence: Total flow rate = 153.145(CFS) Time of concentration = 20.614 min. Effective stream area after confluence = 90.215(Ac.) Stream Area average Pervious fraction(Ap) = 0.310 Stream Area average soil loss rate(Fm) = 0.303(In/Hr) Study area (this main stream) = 94.70(Ac.) 12(.1 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 37.000 to Point/Station 38.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1043.500(Ft.) Downstream point/station elevation = 1038.000(Ft.) Pipe length = 660.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 153.145(CFS) Given pipe size = 42.00(In.) NOTE: Normal flow is pressure flow in user selected pipe size. The approximate hydraulic grade line above the pipe invert is 15.689(Ft.) at the headworks or inlet of the pipe(s) Pipe friction loss = 15.287(Ft.) Minor friction loss = 5.901(Ft.) K -factor = 1.50 Pipe flow velocity = 15.92(Ft/s) Travel time through pipe = 0.69 min. Time of concentration (TC) = 21.31 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 38.000 to Point/Station 38.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 90.215(Ac.) Runoff from this stream = 153.145(CFS) Time of concentration = 21.31 min. Rainfall intensity = 2.042(In/Hr) Area averaged loss rate (Fm) = 0.3031(In/Hr) +.. Area averaged Pervious ratio (Ap) = 0.3099 CJ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 813.000 to Point/Station 814.000 **** INITIAL•AREA EVALUATION **** CONDOMINIUM subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.3500 Max loss rate(Fm)= 0.342(In/Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1056.600(Ft.) Bottom (of initial area) elevation = 1048.500(Ft.) Difference in elevation = 8.100(Ft.) Slope = 0.00810 s(%)= 0.81 TC = k(0.360)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 14.949 min. Rainfall intensity = 2.526(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.778 Subarea runoff = 9.826(CFS) Total initial stream area = 5.000(Ac.) Pervious area fraction = 0.350 Initial area Fm value = 0.342(In/Hr) Av�. ,%W ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 815.000 to Point/Station 816.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1047.300(Ft.) End of street segment elevation = 1045.000(Ft.) Length of street segment = 660.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 ate,/ Street flow is on (2] side(s) of the street Process from Point/Station 814.000 to Point/Station 815.000 lop" **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** err` Top of street segment elevation = 1048.500(Ft.) End of street segment elevation = 1047.300(Ft.) Length of street segment = 330.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on (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 = 1.500(Ft.) Gutter hike from flowline = 1.500(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 = 14.739(CFS) Depth of flow = 0.478(Ft.), Average velocity = 1.976(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 19.128(Ft.) Flow velocity = 1.98(Ft/s) Travel time = 2.78 min. TC = 17.73 min. Adding area flow to street CONDOMINIUM subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.3500 Max loss rate(Fm)= 0.342(In/Hr) Rainfall intensity = 2.280(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.765 Subarea runoff = 7.612(CFS) for 5.000(Ac.) Total runoff = 17.438(CFS) Effective area this stream = 10.00(Ac.) Total Study Area (Main Stream No. 1) = 106.00(Ac.) Area averaged Fm value = 0.342(In/Hr) Street flow at end of street = 17.438(CFS) Half street flow at end of street = 8.719(CFS) Depth of flow = 0.501(Ft.), Average velocity = 2.076(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 815.000 to Point/Station 816.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1047.300(Ft.) End of street segment elevation = 1045.000(Ft.) Length of street segment = 660.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 ate,/ Street flow is on (2] side(s) of the street i'c4 Distance from curb to property line = 10.000(Ft.) ..- Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(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 = 26.156(CFS) Depth of flow = 0.563(Ft.), Average velocity = 2.407(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 = 2.41(Ft/s) Travel time = 4.57 min. TC = 22.30 min. Adding area flow to street CONDOMINIUM subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.3500 Max loss rate(Fm)= 0.342(In/Hr) Rainfall intensity = 1.987(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.745 Subarea runoff = 12.164(CFS) for 10.000(Ac.) Total runoff = 29.601(CFS) Effective area this stream = 20.00(Ac.) Total Study Area (Main Stream No. 1) = 116.00(Ac.) Area averaged Fm value = 0.342(In/Hr) Street flow at end of street = 29.601(CFS) Half street flow at end of street = 14.801(CFS) Depth of flow = 0.584(Ft.), Average velocity = 2.528(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 816.000 to Point/Station 816.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 20.000(Ac.) Runoff from this stream = 29.601(CFS) Time of concentration = 22.30 min. Rainfall intensity = 1.987(In/Hr) Area averaged loss rate (Fm) = 0.3422(In/Hr) Area averaged Pervious ratio (Ap) = 0.3500 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 153.145 21.31 2.042 2 29.601 22.30 1.987 Qmax(1) = 1.000 * 1.000 * 153.145) + 1.034 * 0.955 * 29.601) + = 182.373 Qmax (2 ) = ,, 0.968 * 1.000 * 153.145) + 1.000 * 1.000 * 29.601) + = 177.878 Total of 2 streams to confluence: Flow rates before confluence point: 153.145 29.601 Maximum flow rates at confluence using above data: 182.373 177.878 Area of streams before confluence: 90.215 20.000 Effective area values after confluence: 109.321 110.215 Results of confluence: Total flow rate = 182.373(CFS) Time of concentration = 21.305 min. Effective stream area after confluence = 109.321(Ac.) Stream Area average Pervious fraction(Ap) = 0.317 Stream Area average soil loss rate(Fm) = 0.310(In/Hr) Study area (this main stream) = 110.22(Ac.) End of computations, Total Study Area = 116.00 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. Area averaged pervious area fraction(Ap) = 0.316 Area averaged SCS curve number = 32.0 IN 1265 .INE "DZ - 5 m im 131 1351 ,Ao*San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2001 Version 6.4 Rational Hydrology Study Date: 01/13/05 ------------------------------------------------------------------------ FONTANA / LINE DZ -6 HYDROLOGY 25 YEAR STORM JN 04339 ----------------------------------------------------------- Hall & Forman, Inc. - SIN 950 ----------------------------------------------------------- ********* Hydrology Study Control Information ********** Rational hydrology study storm event year is 25.0 10 Year storm 1 hour rainfall = 0.930(In.) 100 Year storm 1 hour rainfall = 1.350(In.) Computed rainfall intensity: Storm year = 25.00 1 hour rainfall = 1.097 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 700.000 to Point/Station 701.000 **** INITIAL AREA EVALUATION **** CONDOMINIUM subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.3500 Max loss rate(Fm)= 0.342(In/Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1104.000(Ft.) Bottom (of initial area) elevation = 1096.700(Ft.) Difference in elevation = 7.300(Ft.) Slope = 0.00730 s(%)= 0.73 TC = k(0.360)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 15.263 min. Rainfall intensity = 2.494(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.777 Subarea runoff = 9.685(CFS) Total initial stream area = 5.000(Ac.) Pervious area fraction = 0.350 Initial area Fm value = 0.342(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 701.000 to Point/Station 702.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1096.700(Ft.) ,+�*► End of street segment elevation = 1095.000(Ft.) Length of street segment = 330.000(Ft.) 1352 Height of curb above gutter flowline = 8.0(In.) ONMI Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [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 = 1.500(Ft.) Gutter hike from flowline = 1.500(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 = 14.527(CFS) Depth of flow = 0.451(Ft.), Average velocity = 2.244(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 17.791(Ft.) Flow velocity = 2.24(Ft/s) Travel time = 2.45 min. TC = 17.71 min. Adding area flow to street CONDOMINIUM subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.3500 Max loss rate(Fm)= 0.342(In/Hr) Rainfall intensity = 2.281(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.765 �a.+. Subarea runoff = 7.766(CFS) for 5.000(Ac.) Total runoff = 17.451(CFS) Effective area this stream = 10.00(Ac.) Total Study Area (Main Stream No. 1) = 10.00(Ac.) Area averaged Fm value = 0.342(In/Hr) Street flow at end of street = 17.451(CFS) Half street flow at end of street = 8.725(CFS) Depth of flow = 0.477(Ft.), Average velocity = 2.348(Ft/s) Flow width (from curb towards crown)= 19.090(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 702.000 to Point/Station 703.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1095.000(Ft.) End of street segment elevation = 1092.000(Ft.) Length of street segment = 660.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [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 = 1.500(Ft.) Gutter hike from flowline = 1.500(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 = 26.176(CFS) Depth of flow = 0.542(Ft.), Average velocity = 2.609(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 = 2.61(Ft/s) Travel time = 4.22 min. TC = 21.93 min. Adding area flow to street CONDOMINIUM subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.3500 Max loss rate(Fm)= 0.342(In/Hr) Rainfall intensity = 2.007(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.747 Subarea runoff = 12.513(CFS) for 10.000(Ac.) Total runoff = 29.964(CFS) Effective area this stream = 20.00(Ac.) Total Study Area (Main Stream No. 1) = 20.00(Ac.) Area averaged Fm value = 0.342(In/Hr) Street flow at end of street = 29.964(CFS) Half street flow at end of street = 14.982(CFS) Depth of flow = 0.564(Ft.), Average velocity = 2.753(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 703.000 to Point/Station 704.000 **** **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION Top of street segment elevation = 1092.000(Ft.) End of street segment elevation = 1082.000(Ft.) Length of street segment = 660.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 42.000(Ft.) Distance from crown to crossfall grade break = 40.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on (1] side(s) of the street Distance from curb to property line = 13.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(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 = 44.946(CFS) Depth of flow = 0.678(Ft.), Average velocity = 5.244(Ft/s) Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 0.56(Ft.) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 29.148(Ft.) Flow velocity = 5.24(Ft/s) Travel time = 2.10 min. TC = 24.03 min. Adding area flow to street CONDOMINIUM subarea type �, Decimal fraction soil group A = 1.000 X354 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.3500 Max loss rate(Fm)= 0.342(In/Hr) Rainfall intensity = 1.900(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.738 Subarea runoff = 26.111(CFS) for 20.000(Ac.) Total runoff = 56.075(CFS) Effective area this stream = 40.00(Ac.) Total Study Area (Main Stream No. 1) = 40.00(Ac.) Area averaged Fm value = 0.342(In/Hr) Street flow at end of street = 56.075(CFS) Half street flow at end of street = 56.075(CFS) Depth of flow = 0.737(Ft.), Average velocity = 5.334(Ft/s) Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 3.53(Ft.) Flow width (from curb towards crown)= 32.118(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 704.000 to Point/Station 30.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1076.000(Ft.) Downstream point/station elevation = 1066.000(Ft.) Pipe length = 1000.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 56.075(CFS) Given pipe size = 36.00(In.) Calculated individual pipe flow = 56.075(CFS) Normal flow depth in pipe = 25.27(In.) Flow top width inside pipe = 32.94(In.) Critical Depth = 29.14(In.) Pipe flow velocity = 10.57(Ft/s) Travel time through pipe = 1.58 min. Time of concentration (TC) = 25.60 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 30.000 to Point/Station 30.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 40.000(Ac.) Runoff from this stream = 56.075(CFS) Time of concentration = 25.60 min. Rainfall intensity = 1.829(In/Hr) Area averaged loss rate (Fm) = 0.3422(In/Hr) Area averaged Pervious ratio (Ap) = 0.3500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 705.000 to Point/Station 706.000 **** INITIAL AREA EVALUATION **** CONDOMINIUM subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 "m-, Decimal fraction soil group C = 0.000 *w„ Decimal fraction soil group D = 0.000 13 55 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.3500 Max loss rate(Fm)= 0.342(In/Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1085.700(Ft.) Bottom (of initial area) elevation = 1075.300(Ft.) Difference in elevation = 10.400(Ft.) Slope = 0.01040 s(%)= 1.04 TC = k(0.360)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 14.220 min. Rainfall intensity = 2.603(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.782 Subarea runoff = 20.344(CFS) Total initial stream area = 10.000(Ac.) Pervious area fraction = 0.350 Initial area Fm value = 0.342(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 706.000 to Point/Station 707.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1075.300(Ft.) End of street segment elevation = 1072.000(Ft.) Length of street segment = 330.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [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 = 1.500(Ft.) Gutter hike from flowline = 1.500(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 = 27.972(CFS) Depth of flow = 0.497(Ft.), Average velocity = 3.397(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 = 3.40(Ft/s) Travel time = 1.62 min. TC = 15.84 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 0.367 (In/Hr) Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= Rainfall intensity = 2.440(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.770 Subarea runoff = 12.523(CFS) for 7.500(Ac.) Total runoff = 32.866(CFS) Effective area this stream = 17.50(Ac.)57.50(Ac.) Total Study Area (Main Stream No. 1) _ ,. Area averaged Fm value = 0.353(In/Hr) 135( Street flow at end of street = 32.866(CFS) �^ Half street flow at end of street = 16.433(CFS) Depth of flow = 0.518(Ft.), Average velocity = 3.622(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 707.000 to Point/Station 707.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 17.500(Ac.) Runoff from this stream = 32.866(CFS) Time of concentration = 15.84 min. Rainfall intensity = 2.440(In/Hr) Area averaged loss rate (Fm) = 0.3528(In/Hr) Area averaged Pervious ratio (Ap) = 0.4143 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 56.075 25.60 1.829 2 32.866 15.84 2.440 Qmax(1) _ 1.000 * 1.000 * 56.075) + 0.707 * 1.000 * 32.866) + = 79.321 Qmax(2) _ 1.411 * 0.619 * 56.075) + 1.000 * 1.000 * 32.866) + = 81.807 Total of 2 streams to confluence: Flow rates before confluence point: 56.075 32.866 Maximum flow rates at confluence using above data: 79.321 81.807 Area of streams before confluence: 40.000 17.500 Effective area values after confluence: 57.500 42.244 Results of confluence: Total flow rate = 81.807(CFS) Time of concentration = 15.839 min. Effective stream area after confluence = 42.244(Ac.) Stream Area average Pervious fraction(Ap) = 0.370 Stream Area average soil loss rate(Fm) = 0.345(In/Hr) Study area (this main stream) = 57.50(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 30.000 to Point/Station 31.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1066.000(Ft.) Downstream point/station elevation = 1062.200(Ft.) Pipe length = 990.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 81.807(CFS) Given pipe size = 39.00(In.) vim,,, NOTE: Normal flow is pressure flow in user selected pipe size. The approximate hydraulic grade line above the pipe invert is 8.180(Ft.) at the headworks or inlet of the pipe(s) Pipe friction loss = 9.715(Ft.) Minor friction loss = 2.265(Ft.) K -factor = 1.50 Pipe flow velocity = 9.86(Ft/s) Travel time through pipe = 1.67 min. Time of concentration (TC) = 17.51 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 31.000 to Point/Station 31.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 42.244(Ac.) Runoff from this stream = 81.807(CFS) Time of concentration = 17.51 min. Rainfall intensity = 2.297(In/Hr) Area averaged loss rate (Fm) = 0.3455(In/Hr) Area averaged Pervious ratio (Ap) = 0.3696 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 708.000 to Point/Station 709.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.367 (In/Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1072.000(Ft.) Bottom (of initial area) elevation = 1069.200(Ft.) Difference in elevation = 2.800(Ft.) Slope = 0.00280 s(%)= 0.28 TC = k(0.389)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 19.976 min. Rainfall intensity = 2.122(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.744 Subarea runoff = 11.850(CFS) Total initial stream area = 7.500(Ac.) Pervious area fraction = 0.500 Initial area Fm value = 0.367(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 709.000 to Point/Station* 710.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION Top of street segment elevation = 1069.200(Ft.) End of street segment elevation = 1062.600(Ft.) Length of street segment = 660.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 42.000(Ft.) Distance from crown to crossfall grade break = 40.500(Ft.) "000- Slope from gutter to grade break (v/hz) = 0.020 %,. Slope from grade break to crown (v/hz) = 0.020 Street flow is on (1) side(s) of the street Distance from curb to property line = 13.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(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 = 27.649(CFS) Depth of flow = 0.617(Ft.), Average velocity = 4.012(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 26.116(Ft.) Flow velocity = 4.01(Ft/s) Travel time = 2.74 min. TC = 22.72 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.367(In/Hr) Rainfall intensity = 1.965(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.732 Subarea runoff = 27.697(CFS) for 20.000(Ac.) Total runoff = 39.547(CFS) Effective area this stream = 27.50(Ac.) Total Study Area (Main Stream No. 1) = 85.00(Ac.) Area averaged Fm value = 0.367(In/Hr) *. Street flow at end of street = 39.547(CFS) Half street flow at end of street = 39.547(CFS) Depth of flow = 0.700(Ft.), Average velocity = 4.278(Ft/s) Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 1.66(Ft.) Flow width (from curb towards crown)= 30.242(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 710.000 to Point/Station 710.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 27.500(Ac.) Runoff from this stream = 39.547(CFS) Time of concentration = 22.72 min. Rainfall intensity = 1.965(In/Hr) Area averaged loss rate (Fm) = 0.3670(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 Summary of stream data: Stream Flow rate TC No. (CFS) (min) 1 81.807 2 39.547 Qmax(1) _ 1.000 ^ 1.208 Qmax(2) _ 17.51 22.72 Rainfall Intensity (In/Hr) 2.297 1.965 1.000 * 81.807) + 0.771 * 39.547) + = 118.627 1358 1351 0.830 * 1.000 * 81.807) + 1.000 * 1.000 * 39.547) + = 107.433 Total of 2 streams to confluence: Flow rates before confluence point: 81.807 39.547 Maximum flow rates at confluence using above data: 118.627 107.433 Area of streams before confluence: 42.244 27.500 Effective area values after confluence: 63.443 69.744 Results of confluence: Total flow rate = 118.627(CFS) Time of concentration = 17.512 min. Effective stream area after confluence = 63.443(Ac.) Stream Area average Pervious fraction(Ap) = 0.421 Stream Area average soil loss rate(Fm) = 0.354(In/Hr) Study area (this main stream) = 69.74(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 31.000 to Point/Station 32.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1056.600(Ft.) Downstream point/station elevation = 1052.000(Ft.) Pipe length = 660.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 118.627(CFS) Given pipe size = 39.00(In.) NOTE: Normal flow is pressure flow in user selected pipe size. The approximate hydraulic grade line above the pipe invert is 13.782(Ft.) at the headworks or inlet of the pipe(s) Pipe friction loss = 13.619(Ft.) Minor friction loss = 4.763(Ft.) K -factor = 1.50 Pipe flow velocity = 14.30(Ft/s) Travel time through pipe = 0.77 min. Time of concentration (TC) = 18.28 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 32.000 to Point/Station 32.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 63.443(Ac.) Runoff from this stream = 118.627(CFS) Time of concentration = 18.28 min. Rainfall intensity = 2.238(In/Hr) Area averaged loss rate (Fm) = 0.3539(In/Hr) Area averaged Pervious ratio (Ap) = 0.4210 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 711.000 to Point/Station 712.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 13(i0 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 ;fir Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.367(In/Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1069.600(Ft.) Bottom (of initial area) elevation = 1062.100(Ft.) Difference in elevation = 7.500(Ft.) Slope = 0.00750 s(%)= 0.75 TC = k(0.389)*[(length^3)/(elevation change) ]^0.2 Initial area time of concentration = 16.404 min. Rainfall intensity = 2.389(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.762 Subarea runoff = 9.098(CFS) Total initial stream area = 5.000(Ac.) Pervious area fraction = 0.500 Initial area Fm value = 0.367(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 712.000 to Point/Station 713.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1062.100(Ft.) End of street segment elevation = 1058.000(Ft.) Length of street segment = 990.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 42.000(Ft.) Distance from crown to crossfall grade break = 40.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Owl- Slope from grade break to crown (v/hz) = 0.020 %WW Street flow is on [1] side(s) of the street Distance from curb to property line = 13.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(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 = 22.746(CFS) Depth of flow = 0.669(Ft.), Average velocity = 2.740(Ft/s) Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 0.11(Ft.) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 28.690(Ft.) Flow velocity = 2.74(Ft/s) Travel time = 6.02 min. TC = 22.43 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.367(In/Hr) Rainfall intensity = 1.980(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.733 Subarea runoff = 19.939(CFS) for 15.000(Ac.) Total runoff = 29.037(CFS) ,,, Effective area this stream = 20.00(Ac.) Total Study Area (Main Stream No. 1) = 105.00(Ac.) Area averaged Fm value = 0.367(In/Hr) Street flow at end of street = 29.037(CFS) Half street flow at end of street = 29.037(CFS) Depth of flow = 0.735(Ft.), Average velocity = 2.786(Ft/s) Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 3.41(Ft.) Flow width (from curb towards crown)= 31.992(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 713.000 to Point/Station 713.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 20.000(Ac.) Runoff from this stream = 29.037(CFS) Time of concentration = 22.43 min. Rainfall intensity = 1.980(In/Hr) Area averaged loss rate (Fm) = 0.3670(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 118.627 18.28 2.238 2 29.037 22.43 1.980 Qmax(1) _ 1.000 * 1.000 * 118.627) + 1.160 * 0.815 * 29.037) + = 146.088 Qmax(2) _ 0.863 * 1.000 * 118.627) + 1.000 * 1.000 * 29.037) + = 131.405 Total of 2 streams to confluence: Flow rates before confluence point: 118.627 29.037 Maximum flow rates at confluence using above data: 146.088 131.405 Area of streams before confluence: 63.443 20.000 Effective area values after confluence: 79.746 83.443 Results of confluence: Total flow rate = 146.088(CFS) Time of concentration = 18.281 min. Effective stream area after confluence = 79.746(Ac.) Stream Area average Pervious fraction(Ap) = 0.440 Stream Area average soil loss rate(Fm) = 0.357(In/Hr) Study area (this main stream) = 83.44(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 32.000 to Point/Station 35.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1052.000(Ft.) Downstream point/station elevation = 1041.000(Ft.) ,. Pipe length = 1320.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 146.088(CFS) AOW► Given pipe size = 51.00(In.) ,;*W- Calculated individual pipe flow = 146.088(CFS) Normal flow depth in pipe = 39.56(In.) Flow top width inside pipe = 42.54(In.) Critical Depth = 42.87(In.) Pipe flow velocity = 12.36(Ft/s) Travel time through pipe = 1.78 min. Time of concentration (TC) = 20.06 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 35.000 to Point/Station 35.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 79.746(Ac.) Runoff from this stream = 146.088(CFS) Time of concentration = 20.06 min. Rainfall intensity = 2.117(In/Hr) Area averaged loss rate (Fm) = 0.3571(In/Hr) Area averaged Pervious ratio (Ap) = 0.4399 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 35.000 to Point/Station 35.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** Soil classification AP and SCS values input by user USER INPUT of soil data for subarea '•'"`` SCS curve number for soil(AMC 2) = 36.98 'N,. Pervious ratio(Ap) = 0.2280 Max loss rate(Fm)= 0.215(In/Hr) Rainfall intensity = 2.005(In/Hr) for a 25.0 year storm User specified values are as follows: TC = 21.97 min. Rain intensity = 2.00(In/Hr) Total area this stream = 116.10(Ac.) Total Study Area (Main Stream No. 1) = 221.10(Ac.) Total runoff = 198.18(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 35.000 to Point/Station 35.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 116.100(Ac.) Runoff from this stream = 198.180(CFS) Time of concentration = 21.97 min. Rainfall intensity = 2.005(In/Hr) Area averaged loss rate (Fm) = 0.2150(In/Hr) Area averaged Pervious ratio (Ap) = 0.2280 Summary of stream data: Stream Flow rate TC No. (CFS) (min) 1 146.088 20.06 2 198.180 21.97 1000' Qmax(1) _ `i%WW 1.000 * 1.000 Rainfall Intensity (In/Hr) 2.117 2.005 146.088) + 133 Qmax(2) _ 1.063 * 0.913 * 198.180) + = 338.411 0.936 * 1.000 * 146.088) + 1.000 * 1.000 * 198.180) + = 334.941 Total of 2 streams to confluence: Flow rates before confluence point: 146.088 198.180 ,Maximum flow rates at confluence using above data: 338.411 334.941 Area of streams before confluence: 79.746 116.100 Effective area values after confluence: 185.759 195.846 Results of confluence: Total flow rate = 338.411(CFS) Time of concentration = 20.061 min. Effective stream area after confluence = 185.759(Ac.) Stream Area average Pervious fraction(Ap) = 0.314 Stream Area average soil loss rate(Fm) = 0.273(In/Hr) Study area (this main stream) = 195.85(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 35.000 to Point/Station 38.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1041.000(Ft.) Downstream point/station elevation = 1035.000(Ft.) Pipe length = 1320.00(Ft.) Manning's N = 0.013 sem• No. of pipes = 1 Required pipe flow = 338.411(CFS) Given pipe size = 84.00(In.) NOW Calculated individual pipe flow 338.411(CFS) Normal flow depth in pipe = 56.06(In.) Flow top width inside pipe = 79.15(In.) Critical Depth = 58.21(In.) Pipe flow velocity = 12.39(Ft/s) Travel time through pipe = 1.78 min. Time of concentration (TC) = 21.84 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 38.000 to Point/Station 38.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 185.759(Ac.) Runoff from this stream = 338.411(CFS) Time of concentration = 21.84 min. Rainfall intensity = 2.012(In/Hr) Area averaged loss rate (Fm) = 0.2728(In/Hr) Area averaged Pervious ratio (Ap) = 0.3143 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 38.000 to Point/Station 38.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** Soil classification AP and SCS values input by user USER INPUT of soil data for subarea SCS curve number for soil(AMC 2) = 31.98 Pervious ratio(Ap) = 0.3170 Max loss rate(Fm)= 0.310(In/Hr) ,.... Rainfall intensity = 2.042(In/Hr) for a 25.0 year storm User specified values are as follows: TC = 21.31 min. Rain intensity = 2.04(In/Hr) Total area this stream = 109.32(Ac.) Total Study Area (Main Stream No. 1) = 330.42(Ac.) Total runoff = 182.37(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 38.000 to Point/Station 38.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 109.320(Ac.) Runoff from this stream = 182.370(CFS) Time of concentration = 21.31 min. Rainfall intensity = 2.042(In/Hr) Area averaged loss rate (Fm) = 0.3100(In/Hr) Area averaged Pervious ratio (Ap) = 0.3170 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 338.411 21.84 2.012 2 182.370 21.31 2.042 Qmax(1) = 1.000 * 1.000 * 338.411) + ,Arw, 0.983 * 1.000 * 182.370) + = 517.654 Qmax(2) = 1.017 * 0.976 * 338.411) + 1.000 * 1.000 * 182.370) + = 518.256 Total of 2 streams to confluence: Flow rates before confluence point: 338.411 182.370 Maximum flow rates at confluence using above data: 517.654 518.256 Area of streams before confluence: 185.759 109.320 Effective area values after confluence: 295.079 290.599 Results of confluence: Total flow rate = 518.256(CFS) Time of concentration = 21.310 min. Effective stream area after confluence = 290.599(Ac.) Stream Area average Pervious fraction(Ap) = 0.315 Stream Area average soil loss rate(Fm) = 0.287(In/Hr) Study area (this main stream) = 295.08(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 38.000 to Point/Station 39.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1035.000(Ft.) Downstream point/station elevation = 1026.600(Ft.) 140"' Pipe length = 990.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 518.256(CFS) I3(.E Given pipe size = 84.00(In.) Aw", Calculated individual pipe flow = 518.256(CFS) Normal flow depth in pipe = 61.22(In.) Flow top width inside pipe = 74.69(In.) Critical Depth = 71.20(In.) Pipe flow velocity = 17.26(Ft/s) Travel time through pipe = 0.96 min. Time of concentration (TC) = 22.27 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 39.000 to Point/Station 39.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 290.599(Ac.) Runoff from this stream = 518.256(CFS) Time of concentration = 22.27 min. Rainfall intensity = 1.989(In/Hr) Area averaged loss rate (Fm) = 0.2866(In/Hr) Area averaged Pervious ratio (Ap) = 0.3153 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 817.000 to Point/Station 818.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.489(In/Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1049.000(Ft.) Bottom (of initial area) elevation = 1044.000(Ft.) Difference in elevation = 5.000(Ft.) Slope = 0.00500 s(%)= 0.50 TC = k(0.389)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 17.789 min. Rainfall intensity = 2.275(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.707 Subarea runoff = 8.039(CFS) Total initial stream area = 5.000(Ac.) Pervious area fraction = 0.500 Initial area Fm value = 0.489(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 818.000 to Point/Station 819.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1044.000(Ft.) End of street segment elevation = 1042.300(Ft.) Length of street segment = 330.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) 000*' Distance from crown to crossfall grade break = 18.500(Ft.) 11*� Slope from gutter to grade break (v/hz) = 0.020 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 819.000 to Point/Station 820.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1042.300(Ft.) End of street segment elevation = 1039.000(Ft.) Length of street segment = 660.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on (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 = 1.500(Ft.) Gutter hike from flowline = 1.500(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 = 21.732(CFS) Depth of flow = 0.509(Ft.), Average velocity = 2.494(Ft/s) A00- Note: depth of flow exceeds top of street crown. fir, Streetflow hydraulics at midpoint of street travel: Slope from grade break to crown (v/hz) = 0.020 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 = 1.500(Ft.) Gutter hike from flowline = 1.500(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 = 12.059(CFS) Depth of flow = 0.426(Ft.), Average velocity = 2.144(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 16.557(Ft.) Flow velocity = 2.14(Ft/s) Travel time = 2.57 min. TC = 20.35 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.5000 -Max loss rate(Fm)= 0.489(In/Hr) Rainfall intensity = 2.099(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.690 Subarea runoff = 6.449(CFS) for 5.000(Ac.) Total runoff = 14.488(CFS) Effective area this stream = 10.00(Ac.) Total Study Area (Main Stream No. 1) = 340.42(Ac.) Area averaged Fm value = 0.489(In/Hr) Street flow at end of street = 14.488(CFS) Half street flow at end of street = 7.244(CFS) Depth of flow = 0.450(Ft.), Average velocity = 2.243(Ft/s) Flow width (from curb towards crown)= 17.772(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 819.000 to Point/Station 820.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1042.300(Ft.) End of street segment elevation = 1039.000(Ft.) Length of street segment = 660.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on (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 = 1.500(Ft.) Gutter hike from flowline = 1.500(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 = 21.732(CFS) Depth of flow = 0.509(Ft.), Average velocity = 2.494(Ft/s) A00- Note: depth of flow exceeds top of street crown. fir, Streetflow hydraulics at midpoint of street travel: I3q Halfstreet flow width = 20.000(Ft.) Flow velocity = 2.49(Ft/s) Travel time = 4.41 min. TC = 24.77 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.489(In/Hr) Rainfall intensity = 1.866(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.664 Subarea runoff = 10.294(CFS) for 10.000(Ac.) Total runoff = 24.782(CFS) Effective area this stream = 20.00(Ac.) Total Study Area (Main Stream No. 1) = 350.42(Ac.) Area averaged Fm value = 0.489(In/Hr) Street flow at end of street = 24.782(CFS) Half street flow at end of street = 12.391(CFS) Depth of flow = 0.527(Ft.), Average velocity = 2.627(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 820.000 to Point/Station 821.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1039.000(Ft.) ,. End of street segment elevation = 1037.000(Ft.) Length of street segment = 330.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 42.000(Ft.) Distance from crown to crossfall grade break = 40.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1) side(s) of the street Distance from curb to property line = 13.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(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 = 30.977(CFS) Depth of flow = 0.701(Ft.), Average velocity = 3.332(Ft/s) Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 1.74(Ft.) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 30.325(Ft.) Flow velocity = 3.33(Ft/s) Travel time = 1.65 min. TC = 26.42 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 VOW,,. SCS curve number for soil(AMC 2) = 32.00 13e.8 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.489(In/Hr) Rainfall intensity = 1.795(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method) (Q=KCIA) is C = 0.655 Subarea runoff = 10.478(CFS) for 10.000(Ac.) Total runoff = 35.260(CFS) Effective area this stream = 30.00(Ac.) Total Study Area (Main Stream No. 1) = 360.42(Ac.) Area averaged Fm value = 0.489(In/Hr) Street flow at end of street = 35.260(CFS) Half street flow at end of street = 35.260(CFS) Depth of flow = 0.736(Ft.), Average velocity = 3.372(Ft/s) Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 3.46(Ft.) Flow width (from curb towards crown)= 32.042(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 821.000 to Point/Station 821.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 30.000(Ac.) Runoff from this stream = 35.260(CFS) Time of concentration = 26.42 min. Rainfall intensity = 1.795(In/Hr) Area averaged loss rate (Fm) = 0.4889(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 518.256 22.27 1.989 2 35.260 26.42 1.795 Qmax(1) _ 1.000 * 1.000 * 518.256) + 1.148 * 0.843 * 35.260) + = 552.387 Qmax(2) _ 0.886 * 1.000 * 518.256) + 1.000 * 1.000 * 35.260) + = 494.489 Total of 2 streams to confluence: Flow rates before confluence point: 518.256 35.260 Maximum flow rates at confluence using above data: 552.387 494.489 Area of streams before confluence: 290.599 30.000 Effective area values after confluence: 315.885 320.599 Results of confluence: Total flow rate = 552.387(CFS) Time of concentration = 22.266 min. Effective stream area after confluence = 315.885(Ac.) Stream Area average Pervious fraction(Ap) = 0.333 Stream Area average soil loss rate(Fm) = 0.306(In/Hr) Study area (this main stream) = 320.60(Ac.) 13C` ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 1400- Process from Point/Station 39.000 to Point/Station 40.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1026.600(Ft.) Downstream point/station elevation = 1012.800(Ft.) Pipe length = 1720.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 552.387(CFS) Given pipe size = 84.00(In.) Calculated individual pipe flow = 552.387(CFS) Normal flow depth in pipe = 66.38(In.) Flow top width inside pipe = 68.41(In.) Critical Depth = 73.04(In.) Pipe flow velocity = 16.94(Ft/s) Travel time through pipe = 1.69 min. Time of concentration (TC) = 23.96 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 40.000 to Point/Station 40.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 315.885(Ac.) Runoff from this stream = 552.387(CFS) Time of concentration = 23.96 min. Rainfall intensity = 1.903(In/Hr) Area averaged loss rate (Fm) = 0.3055(In/Hr) Area averaged Pervious ratio (Ap) = 0.3326 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 822.000 to Point/Station 823.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.489(In/Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1037.700(Ft.) Bottom (of initial area) elevation = 1034.300(Ft.) Difference in elevation = 3.400(Ft.) Slope = 0.00340 s(%)= 0.34 TC = k(0.389)*((length^3)/(elevation change)]^0.2 Initial area time of concentration = 19.216 min. Rainfall intensity = 2.172(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.697 Subarea runoff = 7.576(CFS) Total initial stream area = 5.000(Ac.) Pervious area fraction = 0.500 Initial area Fm value = 0.489(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ .000Process from Point/Station 823.000 to Point/Station 824.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** 13 7a Top of street segment elevation = 1034.300(Ft.) End of street segment elevation = 1032.000(Ft.) Length of street segment = 660.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [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 = 1.500(Ft.) Gutter hike from flowline = 1.500(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 = 11.364(CFS) Depth of flow = 0.444(Ft.), Average velocity = 1.823(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 17.451(Ft.) Flow velocity = 1.82(Ft/s) Travel time = 6.03 min. TC = 25.25 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.489(In/Hr) Rainfall intensity = 1.844(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.661 Subarea runoff = 4.621(CFS) for 5.000(Ac.) Total runoff = 12.198(CFS) Effective area this stream = 10.00(Ac.) Total Study Area (Main Stream No. 1) = 370.42(Ac.) Area averaged Fm value = 0.489(In/Hr) Street flow at end of street = 12.198(CFS) Half street flow at end of street = 6.099(CFS) Depth of flow = 0.454(Ft.), Average velocity = 1.855(Ft/s) Flow width (from curb towards crown)= 17.933(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 824.000 to Point/Station 825.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1032.000(Ft.) End of street segment elevation = 1027.000(Ft.) Length of street segment = 660.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 42.000(Ft.) Distance from crown to crossfall grade break = 40.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 13.000(Ft.) JOW- Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) *"*" Manning's N in gutter = 0.0150 �+rr✓ 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 = 0.566(Ft.), Average velocity = Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 23.533(Ft.) Flow velocity = 3.26(Ft/s) Travel time = 3.37 min. TC = 28.62 min. Adding area flow to street CONDOMINIUM subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 NO 18.296(CFS) 3.262(Ft/s) Pervious ratio(Ap) = 0.3500 Max loss rate(Fm)= 0.342(In/Hr) Rainfall intensity = 1.711(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.681 Subarea runoff = 11.112(CFS) for 10.000(Ac.) Total runoff = 23.310(CFS) Effective area this stream = 20.00(Ac.) Total Study Area (Main Stream No. 1) = 380.42(Ac.) Area averaged Fm value = 0.416(In/Hr) Street flow at end of street = 23.310(CFS) Half street flow at end of street = 23.310(CFS) Depth of flow = 0.611(Ft.), Average velocity = 3.464(Ft/s) Flow width (from curb towards crown)= 25.802(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 825.000 to Point/Station 826.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1027.000(Ft.) End of street segment elevation = 1023.000(Ft.) Length of street segment = 750.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 42.000(Ft.) Distance from crown to crossfall grade break = 40.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 13.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(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 = 0.679(Ft.), Average velocity = Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 29.221(Ft.) Flow velocity = 3.11(Ft/s) Travel time = 4.02 min. TC = 32.64 min. Adding area flow to street 26.806(CFS) 3.112(Ft/s) 0.64(Ft.) 13Z( 1371 CONDOMINIUM subarea type Decimal fraction soil group A = 1.000 syr, Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.3500 Max loss rate(Fm)= 0.342(In/Hr) Rainfall intensity = 1.581(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.673 Subarea runoff = 4.356(CFS) for 6.000(Ac.) Total runoff = 27.666(CFS) Effective area this stream = 26.00(Ac.) Total Study Area (Main Stream No. 1) = 386.42(Ac.) Area averaged Fm value = 0.399(In/Hr) Street flow at end of street = 27.666(CFS) Half street flow at end of street = 27.666(CFS) Depth of flow = 0.688(Ft.), Average velocity = 3.116(Ft/s) Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 1.07(Ft.) Flow width (from curb towards crown)= 29.657(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 826.000 to Point/Station 826.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 26.000(Ac.) Runoff from this stream = 27.666(CFS) Time of concentration = 32.64 min. w Rainfall intensity = 1.581(In/Hr) Area averaged loss rate (Fm) = 0.3986(In/Hr) Area averaged Pervious ratio (Ap) = 0.4077 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 552.387 23.96 1.903 2 27.666 32.64 1.581 Qmax(1) _ 1.000 * 1.000 * 552.387) + 1.273 * 0.734 * 27.666) + = 578.231 Qmax (2 ) _ 0.798 * 1.000 * 552.387) + 1.000 * 1.000 * 27.666) + = 468.647 Total of 2 streams to confluence: Flow rates before confluence point: 552.387 27.666 Maximum flow rates at confluence using above data: 578.231 468.647 Area of streams before confluence: 315.885 26.000 Effective area values after confluence: 334.971 341.885 Results of confluence: Total flow rate = 578.231(CFS) ,,, Time of concentration = 23.959 min. (313 Effective stream area after confluence = 334.971(Ac.) Stream Area average Pervious fraction(Ap) = 0.338 *4%W. Stream Area average soil loss rate(Fm) = 0.313(In/Hr) Study area (this main stream) = 341.88(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 40.000 to Point/Station 94.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1011.300(Ft.) Downstream point/station elevation = 1004.000(Ft.) Pipe length = 900.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 578.231(CFS) Given pipe size = 102.00(In.) Calculated individual pipe flow = 578.231(CFS) Normal flow depth in pipe = 56.91(In.) Flow top width inside pipe = 101.31(In.) Critical Depth = 72.44(In.) Pipe flow velocity = 17.78(Ft/s) Travel time through pipe = 0.84 min. Time of concentration (TC) = 24.80 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 94.000 to Point/Station 94.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 334.971(Ac.) Runoff from this stream = 578.231(CFS) Time of concentration = 24.80 min. Rainfall intensity = 1.864(In/Hr) Area averaged loss rate (Fm) = 0.3126(In/Hr) Area averaged Pervious ratio (Ap) = 0.3383 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 827.000 to Point/Station 828.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.489(In/Hr) Initial subarea data: Initial area flow distance = 900.000(Ft.) Top (of initial area) elevation = 1023.000(Ft.) Bottom (of initial area) elevation = 1014.000(Ft.) Difference in elevation = 9.000(Ft.) Slope = 0.01000 s(%)= 1.00 TC = k(0.389)*[(length^3)/(elevation change) ]^0.2 Initial area time of concentration = 14.847 min. Rainfall intensity = 2.536(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.726 Subarea runoff = 11.055(CFS) -o""` Total initial stream area = 6.000(Ac.) Pervious area fraction = 0.500 (31� Initial area Fm value = 0.489(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 828.000 to Point/Station 828.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 6.000(Ac.) Runoff from this stream = 11.055(CFS) Time of concentration = 14.85 min. Rainfall intensity = 2.536(In/Hr) Area averaged loss rate (Fm) = 0.4889(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 578.231 24.80 1.864 2 11.055 14.85 2.536 Qmax(1) = 1.000 * 1.000 * 578.231) + 0.672 * 1.000 * 11.055) + = 585.656 Qmax(2) = 1.433 * 0.599 * 578.231) + 1.000 * 1.000 * 11.055) + = 507.139 Total of 2 streams to confluence: 400.,1 Flow rates before confluence point: r 578.231 11.055 Maximum flow rates at confluence using above data: 585.656 507.139 Area of streams before confluence: 334.971 6.000 Effective area values after confluence: 340.971 206.522 Results of confluence: Total flow rate = 585.656(CFS) Time of concentration = 24.802 min. Effective stream area after confluence = 340.971(Ac.) Stream Area average Pervious fraction(Ap) = 0.341 Stream Area average soil loss rate(Fm) = 0.316(In/Hr) Study area (this main stream) = 340.97(Ac.) End of computations, Total Study Area = 392.42 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. Area averaged pervious area fraction(Ap) = 0.343 Area averaged SCS curve number = 36.8 INA cm f4fo-. San Bernardino County Rational Hydrology Program `,*we (Hydrology Manual Date - August 1986) CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2001 Version 6.4 Rational Hydrology Study Date: 01/13/05 ------------------------------------------------------------------------ FONTANA / DECLEZ CHANNEL HYDROLOGY 25 YEAR STORM JN 04339 ------------------------------------------------------------------------ Hall & Forman, Inc. - SIN 950 ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** ------------------------------------------------------------------------ Rational hydrology study storm event year is 25.0 10 Year storm 1 hour rainfall = 0.930(In.) 100 Year storm 1 hour rainfall = 1.350(In.) Computed rainfall intensity: Storm year = 25.00 1 hour rainfall = 1.097 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 93.000 to Point/Station 93.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** Soil classification AP and SCS values input by user USER INPUT of soil data for subarea SCS curve number for soil(AMC 2) = 67.05 Pervious ratio(Ap) = 0.5160 Max loss rate(Fm)= 0.298(In/Hr) Rainfall intensity = 2.394(In/Hr) for a 25.0 year storm User specified values are as follows: TC = 16.34 min. Rain intensity = 2.39(In/Hr) Total area this stream = 816.23(Ac.) Total Study Area (Main Stream No. 1) = 816.23(Ac.) Total runoff = 2004.30(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 93.000 to Point/Station 94.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 1005.500(Ft.) Downstream point elevation = 1004.000(Ft.) Channel length thru subarea = 500.000(Ft.) Channel base width = 24.000(Ft.) Slope or 'Z' of left channel bank = 0.000 Slope or 'Z' of right channel bank = 0.000 Manning's 'N' = 0.015 Maximum depth of channel = 9.000(Ft.) Flow(q) thru subarea = 2004.300(CFS) Depth of flow = 6.075(Ft.), Average velocity = 13.748(Ft/s) Channel flow top width = 24.000(Ft.) Flow Velocity = 13.75(Ft/s) Travel time = 0.61 min. Time of concentration = 16.95 min. Critical depth = 6.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 94.000 to Point/Station 94.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 816.230(Ac.) Runoff from this stream = 2004.300(CFS) Time of concentration = 16.95 min. Rainfall intensity = 2.343(In/Hr) Area averaged loss rate (Fm) = 0.2980(In/Hr) Area averaged Pervious ratio (Ap) = 0.5160 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 94.000 to Point/Station 94.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** Soil classification AP and SCS values input by user USER INPUT of soil data for subarea SCS curve number for soil(AMC 2) = 38.89 Pervious ratio(Ap) = 0.3410 Max loss rate(Fm)= 0.316(In/Hr) Rainfall intensity = 1.864(In/Hr) for a 25.0 year storm User specified values are as follows: TC = 24.80 min. Rain intensity = 1.86(In/Hr) Total area this stream = 340.97(Ac.) Total Study Area (Main Stream No. 1) = 1157.20(Ac.) Total runoff = 585.66(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 94.000 to Point/Station 94.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 340.970(Ac.) Runoff from this stream = 585.660(CFS) Time of concentration = 24.80 min. Rainfall intensity = 1.864(In/Hr) Area averaged loss rate (Fm) = 0.3160(In/Hr) Area averaged Pervious ratio (Ap) = 0.3410 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 2004.300 16.95 2.343 2 585.660 24.80 1.864 Qmax(1) _ 1.000 * 1.000 * 2004.300) + 1.309 * 0.683 * 585.660) + = 2528.181 Qmax(2) _ 0.766 * 1.000 * 2004.300) + 1.000 * 1.000 * 585.660) + = 2120.895 Total of 2 streams to confluence: Flow rates before confluence point: r 2004.300 585.660 Maximum flow rates at confluence using above data: 2528.181 2120.895 Area of streams before confluence: 816.230 340.970 Effective area values after confluence: 1049.219 1157.200 Results of confluence: Total flow rate = 2528.181(CFS) Time of concentration = 16.946 min. Effective stream area after confluence = 1049.219(Ac.) Stream Area average Pervious fraction(Ap) = 0.464 Stream Area average soil loss rate(Fm) = 0.303(In/Hr) Study area (this main stream) = 1157.20(Ac.) End of computations, Total Study Area = 1157.20 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. Area averaged pervious area fraction(Ap) = 0.464 Area averaged SCS curve number = 58.8 ♦ LAND PLANNING ♦ CIVIL ENGINEERING ♦ SURVEYING HYDRAULICS JOB No. 0-453q BY DATE SHT. IG 49 OF m im JOB No. BY DATE SHT. OF ♦ LAND PLANNING ♦ CIVIL ENGINEERING ♦ SURVEYING 25 YEAR e N /25+ 5 7.73 s -o /02734 /25+03.44 N S/&'o �8 /08°R"ep 74l�0o P 728 owo` ' (9e7i S47 /oz* oc6rwapEK o I .p. /032.77 s' 143d. , 2 - Z42+ 42.12 �. 23 30' /0 d 5. 66 2, 004 N s` i PZ 54* 389 ` /0!2_93 7770 - ir r` I 42" w o0 DZ- 44 n io i3.0 9 77+ 9a l oo Co' r4i C PIPF55 �.J 7-13 P3 z Q r 0 r� 400* 64` .. 118 54` n T1 FONTANA / DECLEZ CHANNEL W/O DETENTION (AMC2) 0 T2 25 YEAR STORM T3 JN 04339 SO 23300.0001002.670 1 1002.670 R 24100.0001005.070 1 .014 .000 .000 0 JX 24100.0101005.070 1 2 .014 524.000 1005.070 .0 .000 R 24242.1201005.500 1 .014 .000 WX 24242.1201005.500 3 R 24242.1301005.500 3 .013 .000 .000 0 SH 24242.1301005.500 3 1005.500 CD 1 2 0 .000 11.000 24.000 .000 .000 .00 CD 2 4 1 .000 9.000 .000 .000 .000 .00 CD 3 3 0 .000 9.000 14.000 .000 .000 .00 Q 2004.000 .0 N b FILE: DECLEZOCH.WSW W S P G W - EDIT LISTING - Version 14.05 Date: 1-16-2005 Time: 3:33:50 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 2 0 .000 .11.000 24.000 .00 CD 2 4 1 9.000 CD 3 3 0 .000 9.000 14.000 .000 .000 .00 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - FONTANA / DECLEZ CHANNEL W/O DETENTION (AMC2) 0 HEADING LINE NO 2 IS - 25 YEAR STORM HEADING LINE NO 3 IS - JN 04339 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 23300.000 1002.670 1 1002.670 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 24100.000 1005.070 1 .014 .000 .000 .000 0 ELEMENT NO 3 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 24100.010 1005.070 1 2 0 .014 524.000 .000 1005.070 .000 .000 .000 RADIUS ANGLE .000 .000 THE ABOVE ELEMENT CONTAINED AN INVERT ELEV WHICH WAS NOT GREATER THAN THE PREVIOUS INVERT ELEV -WARNING THE ABOVE ELEMENT CONTAINED AN INVERT ELEV WHICH WAS NOT GREATER THAN THE PREVIOUS INVERT ELEV -WARNING ELEMENT NO 4 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 24242.120 1005.500 1 .014 .000 .000 .000 0 ELEMENT NO 5 IS A WALL EXIT U/S DATA STATION INVERT SECT 24242.120 1005.500 3 ELEMENT NO 6 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 24242.130 1005.500 3 .013 .000 .000 .000 0 ELEMENT NO 7 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 24242.130 1005.500 3 1005.500 W FILE: DECLEZOCH.WSW W S P G W- CIVILDESIGN Version 14.05 PAGE 1 Program Package Serial Number: 1432 WATER SURFACE PROFILE LISTING Date: 1-16-2005 Time: 3:33:34 FONTANA / DECLEZ CHANNEL W/O DETENTION (AMC2) 0 25 YEAR STORM JN 04339 I Invert I Depth I Water I 4 I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wtl ]No Wth Station -I- I Elev I -I- (FT) I -I- Elev I (CFS) I (FPS) Head I Grd.E1.1 Elev I Depth I Width IDia.-FTIor I.D.I ZL IPrs/Pip L/Elem ICh Slope I I -I- -I- I I -I- -I- SF Avel -I- -I- HF ISE DpthlFroude -I- NINorm -I- Dp -I- I "N" -I- I X-Fa11I ZR -i IType Ch I I I I I 23300.000 -i- 1002.670 -I- 6.806 -I- I 1009.476 2528.00 -I- -I- 15.48 -I- 3.72 I 1013.20 -I- .00 I 7.01 I 24.00 I 11.000 I I 24.000 .00 I 0 .0 722.635 .0030 -I- .0030 2.17 -I- 6.81 -I- 1.05 -I- 6.81 -I- .014 -I- .00 .00 1- RECTANG 24022.630 I I 1004.838 I 6.806 -I- I I 1011.644 2528.00 -I- 15.48 I 3.72 I 1015.36 .00 I 7.01 I 24.00 I 11.000 I I 24.000 .00 I 0 .0 -I- 77.365 -I- .0030 -I- -I- -I- .0029 -I- .22 -I- 6.81 -I- 1.05 -I- 6.81 -I- .014 -I- .00 .00 1- RECTANG 24100.000 -I- I I 1005.070 -I- I 7.010 -I- I I 1012.080 2528.00 -I- -I- 15.03 I 3.51 I 1015.59 .00 I 7.01 I 24.00 I 11.000 I I 24.000 .00 I 0 .0 JUNCT STR .0000 -I- -I- .0018 -I- .00 -I- 7.01 -I- 1.00 -I- -I- .014 -I- .00 .00 I- RECTANG 24100.010 I I 1005.070 I 9.499 -I- I I 1014.569 2004.00 -I- 8.79 I 1.20 I 1015.77 .00 I 6.01 I 24.00 I 11.000 I I 24.000 .00 I 0 .0 -I- 142.109 -I- .0030 -I- -I- -I- .0008 -I- .11 -I- 9.50 -I- .50 -I- 5.77 -I- .014 -I- .00 .00 1- RECTANG 24242.120 I I 1005.500 I 9.064 I I 1014.564 2004.00 9.21 I 1.32 I 1015.88 .00 I 6.01 I 24.00 I 11.000 I I 24.000 .00 I 0 .0 WALL EXIT 24242.120 I I 1005.500 I 9.064 I I 1014.564 2004.00 15.90 I 3.93 I 1018.49 .00 I 8.60 I 14.00 I 9.000 I I 14.000 .00 I 0 .0 -I- .012 -I- .0000 -I- -I- -I- -I- -I- .0051 -I- .00 -I- 9.06 -I- .93 -I- .00 -I- .013 -I- .00 .00 1- BOX 24242.130 -I- I I 1005.500 -I- I 9.064 -I- I I 1014.564 2004.00 -I- -I- 15.90 -I- I 3.93 -I- I 1018.49 -I- .00 -I- I 8.60 -I- I 14.00 -I- I 9.000 -I- I I 14.000 -I- .00 I 0 .0 I- T1 FONTANA / JURUPA AVE. 14'x 9' RCB W/O DETENTION (AMC2) 0 CD 1 3 0 .000 9.000 14.000 T2 _ 25 YEAR STORM .00 CD 2 4 1 .000 T3 JN 04339 .000 .000 .00 CD 3 4 SO 7990.5001005.500 1 .000 .000 .000 1016.140 CD R 8003.0701005.530 1 .000 .013 .000 .000 .000 .000 0 5 4 1 .000 4.000 .000 R 8143.7401005.810 1 CD .013 4 1 -89.554 .000 0 .000 .000 .00 CD 7 4 R 8600.0001006.720 1 .000 .013 .000 .00 .000 .000 0 1 .000 8.000 .000 .000 .000 R 9200.0001009.720 1 .013 .0 .000 .000 0 JX 9200.0101009.720 1 2 .013 33.000 1013.220 -45.0 .000 R 9680.0001012.120 1 .013 .000 .000 0 R 9770.0001012.930 1 .013 .000 .000 0 JX 9770.0101012.930 1 2 .013 28.000 1015.400 45.0 .000 R 9770.0201012.930 1 .013 .000 .000 0 JX 9770.0301012.930 1 3 .013 138.000 1015.400 45.0 .000 R 9790.0001013.090 1 .013 .000 .000 0 JX 9790.0101013.090 1 4 .013 100.000 1014.500 -45.0 .000 R 10700.0001019.670 1 .013 .000 .000 0 R 11000.0001021.870 1 .013 .000 .000 0 R 11108.0001022.300 1 .013 .000 .000 0 JX 11108.0101022.300 1 5 6.013 64.000 118.0001025.0001025.000 45.0-45.0 .000 R 12357.7301027.300 1 .013 .000 .000 0 R 12503.4001027.860 1 .013 -39.369 .000 0 JX 12503.4101028.860 8 7 1.013 48.000 728.0001029.9201027.860 45.0 .0 .000 R 125gR-Rn m n2R_gnn R _013 30.000 .000 0 SH 12528.3001028.900 8 1028.900 CD 1 3 0 .000 9.000 14.000 .000 .000 .00 CD 2 4 1 .000 3.000 .000 .000 .000 .00 CD 3 4 1 .000 3.500 .000 .000 .000 .00 CD 4 4 1 .000 5.000 .000 .000 .000 .00 CD 5 4 1 .000 4.000 .000 .000 .000 .00 CD 6 4 1 .000 4.500 .000 .000 .000 .00 CD 7 4 1 .000 4.000 .000 .000 .000 .00 CD 8 4 1 .000 8.000 .000 .000 .000 .00 Q 747.000 .0 FILE: JURUPARCB.WSW W S P G W - EDIT LISTING - Version 14.05 Date: 1-16-2005 Time: 4: 2:51 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 3 0 .000 9.000 14.000 .000 .000 .00 CD 2 4 1 3.000 CD 3 4 1 3.5,00 CD 4 4 1 5.000 CD 5 4 1 4.000 CD 6 4 1 4.500 CD 7 4 1 4.000 CD 8 4 1 8.000 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - FONTANA / JURUPA AVE. 14'x 9' RCB W/O DETENTION (AMC2) HEADING LINE NO 2 IS - 100 YEAR STORM HEADING LINE NO 3 IS - JN 04339 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 7990.500 1005.500 1 1016.140 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 8003.070 1005.530 1 .013 .000 .000 .000 0 ELEMENT NO 3 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 8143.740 1005.810 1 .013 90.000 -89.554 .000 0 ELEMENT NO 4 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 8600.000 1006.720 1 .013 .000 .000 .000 0 ELEMENT NO 5 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 9200.000 1009.720 1 .013 .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 9200.010 1009.720 1 2 0 .013 33.000 .000 1013.220 .000 -45.000 .000 RADIUS ANGLE .000 .000 THE ABOVE ELEMENT CONTAINED AN INVERT ELEV WHICH WAS NOT GREATER THAN THE PREVIOUS INVERT ELEV -WARNING THE ABOVE ELEMENT CONTAINED AN INVERT ELEV WHICH WAS NOT GREATER THAN THE PREVIOUS INVERT ELEV -WARNING ELEMENT NO 7 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 9680.000 1012.120 1 .013 .000 .000 .000 0 ELEMENT NO 8 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 9770.000 1012.930 1 .013 .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 9770.010 1012.930 1 2 0 .013 28.000 .000 1015.400 .000 45.000 .000 S RADIUS ANGLE .000 .000 THE ABOVE ELEMENT CONTAINED AN INVERT ELEV WHICH WAS NOT GREATER THAN THE PREVIOUS INVERT ELEV -WARNING THE ABOVE ELEMENT CONTAINED AN INVERT ELEV WHICH WAS NOT GREATER THAN THE PREVIOUS INVERT ELEV -WARNING W S P G W PAGE NO 3 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 10 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 9770.020 1012.930 1 .013 .000 .000 .000 0 ELEMENT NO 11 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 9770.030 1012.930 1 3 0 .013 138.000 .000 1015.400 .000 45.000 .000 RADIUS ANGLE .000 .000 THE ABOVE ELEMENT CONTAINED AN INVERT ELEV WHICH WAS NOT GREATER THAN THE PREVIOUS INVERT ELEV -WARNING THE ABOVE ELEMENT CONTAINED AN INVERT ELEV WHICH WAS NOT GREATER THAN THE PREVIOUS INVERT ELEV -WARNING ELEMENT NO 12 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 9790.000 1013.090 1 .013 .000 .000 .000 0 ELEMENT NO 13 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 9790.010 1013.090 1 4 0 .013 100.000 .000 1014.500 .000 -45.000 .000 RADIUS ANGLE .000 .000 THE ABOVE ELEMENT CONTAINED AN INVERT ELEV WHICH WAS NOT GREATER THAN THE PREVIOUS INVERT ELEV -WARNING THE ABOVE ELEMENT CONTAINED AN INVERT ELEV WHICH WAS NOT GREATER THAN THE PREVIOUS INVERT ELEV -WARNING ELEMENT NO 14 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 10700.000 1019.670 1 .013 .000 .000 .000 0 ELEMENT NO 15 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 11000.000 1021.870 1 .013 .000 .000 .000 0 ELEMENT NO 16 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 11108.000 1022.300 1 .013 .000 .000 .000 0 ELEMENT NO 17 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 11108.010 1022.300 1 5 6 .013 64.000 118.000 1025.000 1025.000 45.000 -45.000 RADIUS ANGLE .000 .000 THE ABOVE ELEMENT CONTAINED AN INVERT ELEV WHICH WAS NOT GREATER THAN THE PREVIOUS INVERT ELEV -WARNING THE ABOVE ELEMENT CONTAINED AN INVERT ELEV WHICH WAS NOT GREATER THAN THE PREVIOUS INVERT ELEV -WARNING W S P G W PAGE NO 4 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 18 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 12357.730 1027.300 1 .013 .000 .000 .000 0 ELEMENT NO 19 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 12503.400 1027.860 1 .013 212.001 -39.369 .000 0 ELEMENT NO 20 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 12503.410 1028.860 8 7 1 .013 48.000 728.000 1029.920 1027.860 45.000 .000 RADIUS ANGLE ELEMENT NO 21 IS A REACH U/S DATA STATION INVERT SECT 12528.300 1028.900 8 ELEMENT NO 22 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT 12528.300 1028.900 8 N 013 * 000 .000 RADIUS ANGLE ANG PT MAN H 47.536 30.000 .000 0 W S ELEV 1028.900 K, FILE: TURUPARCB.WSW W S P G W- CIVILDESIGN Version 14.05 PAGE 1 Program Package Serial Number: 1432 WATER SURFACE PROFILE LISTING Date: 1-16-2005 Time: 4: 2:35 FONTANA / JURUPA AVE. 141x 9' RCB W/O DETENTION (AMC2) 100 YEAR STORM JN 04339 Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/lBase Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.l Elev I Depth I Width IDia.-FTior I.D.1 ZL IPrs/Pip -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -i- -I- -I L/Eleni ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X-Fall) ZR (Type Ch I I I I i I I I I I I I I 7990.500 1005.500 10.640 1016.140 2004.00 15.90 3.93 1020.07 .00 8.60 14.00 9.000 14.000 .00 0 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 12.570 .0024 .0051 .06 10.64 .93 9.00 .013 .00 .00 BOX I I I I I I I I I I I I I 8003.070 1005.530 10.673 1016.203 2004.00 15.90 3.93 1020.13 .00 8.60 14.00 9.000 14.000 .00 0 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 140.670 .0020 .0051 .71 .00 .93 9.00 .013 .00 .00 BOX I I I I I I I I I I I I I 8143.740 1005.810 11.888 1017.698 2004.00 15.90 3.93 1021.63 .00 8.60 14.00 9.000 14.000 .00 0 .0 -I- -I- -I- -I- -I- -I- -1- -I- -I- -I- -I- -I- -I- 1- 456.260 .0020 .0051 2.30 11.89 .93 9.00 .013 .00 .00 BOX I I I I I I I I I I I I I 8600.000 1006.720 13.283 1020.003 2004.00 15.90 3.93 1023.93 .00 8.60 14.00 9.000 14.000 .00 0 .0 -I- -I- -I- -I- -I- -i- -I- -I- -I- -I- -I- -I- -I- 1- 600.000 .0050 .0051 3.03 13.28 .93 7.51 .013 .00 .00 BOX I I I I I I I I I I I I I 9200.000 1009.720 13.313 1023.033 2004.00 15.90 3.93 1026.96 .00 8.60 14.00 9.000 14.000 .00 0 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- JUNCT STR .0000 .0049 .00 13.31 .93 .013 .00 .00 BOX I I I I I I I I I I I I I 9200.010 1009.720 13.543 1023.263 1971.00 15.64 3.80 1027.06 .00 8.51 14.00 9.000 14.000 .00 0 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 479.990 .0050 .0049 2.35 13.54 .92 7.41 .013 .00 .00 BOX I I I I I I I I I I I I I 9680.000 1012.120 13.489 1025.609 1971.00 15.64 3.80 1029.41 .00 8.51 14.00 9.000 14.000 .00 0 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -i- -I- -I- -I- 1- 90.000 .0090 .0049 .44 13.49 .92 5.96 .013 .00 .00 BOX I I I I I I I I I I I I I 9770.000 1012.930 13.119 1026.049 1971.00 15.64 3.80 1029.85 .00 8.51 14.00 9.000 14.000 .00 0 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- JUNCT STR .0000 .0047 .00 13.12 .92 .013 .00 .00 BOX I I I I I I I I I I I 1 1 9770.020 1012.930 13.314 1026.244 1943.00 15.42 3.69 1029.94 .00 8.43 14.00 9.000 14.000 .00 0 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- JUNCT STR .0000 .0041 .00 13.31 .91 .013 .00 .00 BOX FILE: JURUPARCB.WSW W S P G W- CIVILDESIGN Version 14.05 PAGE 2 Program Package Serial Number: 1432 WATER SURFACE PROFILE LISTING Date: 1-16-2005 Time: 4: 2:35 FONTANA / JURUPA AVE. 14'x 9' RCS W/O DETENTION (AMC2) 100 YEAR STORM JN 04339 ************************************************************************************************************************** ******** I Invert I Depth I Water I 4 I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.l Elev I Depth I Width (Dia.-FTlor I.D.1 ZL IPrs/Pip -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X -Fall) ZR (Type Ch I I I I I I I I I I i I I 9770.030 1012.930 13.981 1026.911 1805.00 14.33 3.19 1030.10 .00 8.02 14.00 9.000 14.000 .00 0 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 19.970 .0080 .0041 .08 13.98 .84 5.83 .013 .00 .00 BOX I I I I I I I I I I I I i 9790.000 1013.090 13.902 1026.992 1805.00 14.33 3.19 1030.18 .00 8.02 14.00 9.000 14.000 .00 0 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -i- -I- I- JUNCT STR .0000 .0037 .00 13.90 .84 .013 .00 .00 BOX I I I I I I I I I I I I I 9790.010 1013.090 14.500 1027.590 1705.00 13.53 2.84 1030.43 .00 7.72 14.00 9.000 14.000 .00 0 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 909.990 .0072 .0037 3.33 14.50 .79 5.80 .013 .00 .00 BOX I I I I I I I I I I I I I 10700.000 1019.670 11.248 1030.918 1705.00 13.53 2.84 1033.76 .00 7.72 14.00 9.000 14.000 .00 0 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 300.000 .0073 .0037 1.10 11.25 .79 5.77 .013 .00 .00 BOX I I I I I I I I I I I I I 11000.000 1021.870 10.145 1032.015 1705.00 13.53 2.84 1034.86 .00 7.72 14.00 9.000 14.000 .00 0 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 108.000 .0040 .0037 .39 10.14 .79 7.24 .013 .00 .00 BOX I I I I I I I I I I I I I 11108.000 1022.300 10.109 1032.409 1705.00 13.53 2.84 1035.25 .00 7.72 14.00 9.000 14.000 .00 0 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- JUNCT STR .0000 .0029 .00 10.11 .79 .013 .00 .00 BOX I I I I I I I I I I I I I 11108.010 1022.300 11.049 1033.349 1523.00 12.09 2.27 1035.62 .00 7.16 14.00 9.000 14.000 .00 0 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -i- -I- -I- 1- 1249.721 .0040 .0029 3.65 11.05 .71 6.64 .013 .00 .00 BOX I I I I I I I I I I I I I 12357.730 1027.300 9.695 1036.995 1523.00 12.09 2.27 1039.26 .00 7.16 14.00 9.000 14.000 .00 0 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 145.670 .0038 .0029 .43 .00 .71 6.74 .013 .00 .00 BOX I I I I I I I I I I I I I 12503.400 1027.860 9.861 1037.721 1523.00 12.09 2.27 1039.99 .00 7.16 14.00 9.000 14.000 .00 0 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- JUNCT STR ******* .0048 .00 .00 .71 .013 .00 .00 BOX -------------------- WARNING - Junction Analysis - Change in Channel Type--------------- FILE: TURUPARCB.WSW W S P G W- CIVILDESIGN Version 14.05 PAGE 3 Program Package Serial Number: 1432 WATER SURFACE PROFILE LISTING Date: 1-16-2005 Time: 4: 2:35 FONTANA / JURUPA AVE. 14'x 9' RCB W/O DETENTION (AMC2) 100 YEAR STORM JN 04339 I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.l Elev I Depth I Width IDia.-FTlor I.D.I ZL IPrs/Pip -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I L/Eleni ICh Slope I I I I SF Avel HF ISE DpthlFroude NlNorm Dp I "N" I X -Fall) ZR (Type Ch I t I I I I I I I I I I I 12503.410 1028.860 9.908 1038.768 747.00 14.86 3.43 1042.20 .00 6.87 .00 8.000 .000 .00 1 .0 24.890 .0016 .0067 .17 .00 .00 8.00 .013 .00 .00 PIPE I I I I I I I I I I I 1 1 12528.300 1028.900 10.431 1039.331 747.00 14.86 3.43 1042.76 .00 6.87 .00 8.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 5 f Cz k PZA AVE. W /o D fTc-N-rlo&4 f N° 433 F -7o wrt4N_ is 7 (;n c°�o G,t� 4e►, (oto Z `-Yrz, 60 3� 3G' 28 �y 3a 3 G° 57t 24-.95 2 M D`rz-Q �t 3 Weep L to C 'Ic � � 46.4 14'x 4' RC 5 1,523 L f(JE "C3" 10 2' RCF' i3 "071 /-/ME 4 It (StE-2QAp- EA� 747 (3o7) Peak/ Q 30CD �Nt(Ve0eed Im T1 FONTANA / SIERRA AVE. LINE"A" 0 T2 25 YEAR STORM T3 JN 04339 SO 984.0501027.860 1 R 1055.5801028.170 1 .013 .000 0 SH 1757.8501031.790 TS 1085.5801028.290 2 .014 R 1735.6001030.240 2 .013 .000 0 2 4 JX 1757.8401031.790 4 3 .014 300.000 .000 4 1 .000 8.500 R 1757.8501031.790 4 .013 .000 0 .00 .000 .000 .00 SH 1757.8501031.790 .00 4 .000 CD 1 3 0 .000 9.000 14.000 CD 2 4 1 .000 9.000 .000 CD 3 4 1 .000 8.500 .000 CD 4 4 1 .000 7.500 .000 Q 612.000 .0 1038.770 1030.640 1031.790 .000 .000 .00 .000 .000 .00 .000 .000 .00 .000 .000 .00 -19.332 -8.108 .000 30.0 .000 8 FILE: SIERRAAVEA.WSW W S P G W - EDIT LISTING - Version 14.05 Date: 1-16-2005 Time: 4:58: 1 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 3 0 .000 9.000 14.000 .000 .000 .00 CD 2 4 1 9.000 CD 3 4 1 8.500 CD 4 4 1 7.500 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - FONTANA / SIERRA AVE. LINE"A" HEADING LINE NO 2 IS - 25 YEAR STORM HEADING LINE NO 3 IS - JN 04339 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 984.050 1027.860 1 1038.770 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1055.580 1028.170 1 .013 211.999 -19.332 .000 0 ELEMENT NO 3 IS A TRANSITION U/S DATA STATION INVERT SECT N RADIUS ANGLE 1085.580 1028.290 2 .014 211.997 -8.108 ELEMENT NO 4 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1735.600 1030.240 2 .013 .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 1757.840 1031.790 4 3 0 .014 300.000 .000 1030.640 .000 30.000 .000 RADIUS ANGLE .000 .000 ELEMENT NO 6 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1757.850 1031.790 4 .013 .000 .000 .000 0 ELEMENT NO 7 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 1757.850 1031.790 4 1031.790 FILE: SIERRAAVEA.WSW W S P G W- CIVILDESIGN Version 14.05 PAGE 1 Program Package Serial Number: 1432 WATER SURFACE PROFILE LISTING Date: 1-16-2005 Time: 4:57:20 FONTANA / SIERRA AVE. LINE"A" 25 YEAR STORM JN 04339 I Invert I Depth I Water I 4 I Vel Vel I Energy I Super ICritica11Fl0w ToplHeight/IBase WtI INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.E1.1 Elev I Depth 1 Width IDia.-FTlor I.D.1 ZL IPrs/Pip -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -i L/Elem ICh Slope I I I I SF Avel HF ISE DpthiFroude NINorm Dp I "N" I X-Fa11I ZR (Type Ch I 1 I I I I I I I I I I I 984.050 1027.860 10.910 1038.770 912.00 7.24 .81 1039.58 .00 5.09 14.00 9.000 14.000 .00 0 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 71.530 .0043 .0010 .07 .00 .43 4.44 .013 .00 .00 BOX I I I I I I I I I I I I I 1055.580 1028.170 10.750 1038.920 912.00 7.24 .81 1039.73 .00 5.09 14.00 9.000 14.000 .00 0 .0 TRANS STR .0040 .0034 .10 .00 .43 .014 .00 .00 BOX I I I I I I I I I I I I I 1085.580 1028.290 8.801 1037.091 912.00 14.42 3.23 1040.32 .00 7.42 2.65 9.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 83.053 .0030 .0050 .41 8.80 .52 9.00 .013 .00 .00 PIPE I I I I I I I I I I I I I 1168.633 1028.539 9.000 1037.539 912.00 14.34 3.19 1040.73 .00 7.42 .00 9.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -i- -I- -I- -I- -i- -I- -I- -I- 1- 566.967 .0030 .0053 2.98 9.00 .00 9.00 .013 .00 .00 PIPE I I I I I I I I I I I I I 1735.600 1030.240 10.324 1040.564 912.00 14.34 3.19 1043.76 .00 7.42 .00 9.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -i- I- JUNCT STR .0697 .0068 .15 10.32 .00 .014 .00 .00 PIPE I I I I I I I I I I I I I 1757.840 1031.790 10.781 1042.571 612.00 13.85 2.98 1045.55 .00 6.34 .00 7.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- .010 .0000 .0064 .00 10.78 .00 .00 .013 .00 .00 PIPE I I I I I I I I I I I I I 1757.850 1031.790 10.781 1042.572 612.00 13.85 2.98 1045.55 .00 6.34 .00 7.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- T1 FONTANA / SIERRA AVE. LINE"B" 0 T2 25 YEAR STORM T3 JN 04339 SO 1757.8501031.790 1 R 2441.5001034.530 1 .013 .000 0 3607.6601039.990 .00 JX 2441.5101034.530 1 2 .013 36.000 .000 7.500 CD 2 R 3590.5801039.120 1 .013 .000 0 1 .000 4.500 JX 3607.6501039.990 4 3 .014 172.000 30.000 Q R 3607.6601039.990 4 .013 .000 0 .000 .00 .000 SH 3607.6601039.990 .00 4 CD 1 4 1 .000 7.500 CD 2 4 1 .000 3.000 CD 3 4 1 .000 4.500 CD 4 4 1 .000 6.000 Q 404.000 .0 1042.570 1039.150 1042.180 1039.990 .000 .000 .000 .00 .000 .000 .000 .00 .000 .000 .000 .00 .000 .000 .000 .00 .000 -90.0 .000 .0 .000 /G6G 11 FILE: SIERRAAVEB.WSW W S P G W - EDIT LISTING - Version 14.05 Date: 1-16-2005 Time: 5: 4:17 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 7.500 CD 2 4 1 3.000 CD 3 4 1 4.500 CD 4 4 1 6.000 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - FONTANA / SIERRA AVE. LINE"B" HEADING LINE NO 2 IS - 25 YEAR STORM HEADING LINE NO 3 IS - JN 04339 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 1757.850 1031.790 1 1042.570 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 2441.500 1034.530 1 .013 .000 .000 .000 0 ELEMENT NO 3 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 2441.510 1034.530 1 2 0 .013 36.000 .000 1039.150 .000 -90.000 .000 RADIUS ANGLE .000 .000 THE ABOVE ELEMENT CONTAINED AN INVERT ELEV WHICH WAS NOT GREATER THAN THE PREVIOUS INVERT ELEV -WARNING THE ABOVE ELEMENT CONTAINED AN INVERT ELEV WHICH WAS NOT GREATER THAN THE PREVIOUS INVERT ELEV -WARNING ELEMENT NO 4 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 3590.580 1039.120 1 .013 .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 3607.650 1039.990 4 3 0 .014 172.000 .000 1042.180 .000 .000 .000 RADIUS ANGLE 32.601 30.000 ELEMENT NO 6 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 3607.660 1039.990 4 .013 .000 .000 .000 0 ELEMENT NO 7 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 3607.660 1039.990 4 1039.990 FILE: SIERRAAVEB.WSW W S P G W- CIVILDESIGN Version 14.05 PAGE 1 Program Package Serial Number: 1432 WATER SURFACE PROFILE LISTING Date: 1-16-2005 Time: 5: 4: 0 FONTANA / SIERRA AVE. LINE"B" 25 YEAR STORM JN 04339 1 Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTlor I.D.1 ZL IPrs/Pip -I- L/Elem -I- ICh Slope I -I- I -I- -I- I I -I- -I- SF Avel -I- -I- HF ISE DpthlFroude -I- NINorm Dp -I- -I- I "N" -I- I X -Fall) ZR -I IType Ch I 1757.850 -I- I I 1031.790 10.780 I I 1042.570 612.00 13.85 I 2.98 I 1045.55 .00 I 6.34 I .00 I 7.500 I I .000 .00 I 1 .0 683.650 -I- .0040 -I- -I- -I- -I- -I- .0064 -I- 4.34 -I- 10.78 .00 -I- 7.50 -I- -I- .013 -I- .00 .00 1- PIPE 2441.500 I I 1034.530 I 12.383 I I 1046.913 612.00 -I- 13.85 I 2.98 I 1049.89 .00 I 6.34 I .00 I 7.500 I I .000 .00 I 1 .0 -I- JUNCT STR -I- .0000 -I- -1- -I- -I- .0060 -I- .00 -I- 12.38 .00 -I- -I- -I- .013 -I- .00 .00 I- PIPE 2441.510 -I- I I 1034.530 I 13.063 I I 1047.593 576.00 13.04 I 2.64 I 1050.23 .00 I 6.18 I .00 I 7.500 I I .000 .00 I 1 .0 1149.070 -I- .0040 -I- -I- -I- -I- -I- .0056 -I- 6.47 -I- 13.06 .00 -I- 7.50 -I- -I- .013 -I- .00 .00 1- PIPE 3590.580 -I- I I 1039.120 -I- I 14.939 -I- I I 1054.059 576.00 -I- 13.04 I 2.64 I 1056.70 .00 I 6.18 I .00 I 7.500 I I .000 .00 I 1 .0 JUNCT STR .0510 -I- -I- -I- .0085 -I- .15 -I- .00 .00 -I- -I- -I- .014 -I- .00 .00 I- PIPE 3607.650 I I 1039.990 I 14.109 I I 1054.099 404.00 14.29 I 3.17 I 1057.27 .00 I 5.35 I .00 I 6.000 I I .000 .00 I 1 .0 -I- .010 -I- .0000 -I- -I- -I- -I- -I- .0091 -I- .00 -I- 14.11 .00 -I- .00 -I- -I- .013 -I- .00 .00 1- PIPE 3607.660 -I- I I 1039.990 -I- I 14.109 -I- I I 1054.099 404.00 -I- -I- 14.29 -I- I 3.17 -I- i 1057.27 -I- .00 -I- I 5.35 I .00 -I- I 6.000 -I- -I- I I .000 -I- .00 I 1 .0 I- T1 FONTANA / SIERRA AVE. LINE"C" 0 T2 25 YEAR STORM T3 JN 04339 SO 3607.3301042.180 1 R 3787.6901051.310 1 .013 .000 0 JX 3794.3501051.480 1 2 .014 .000 R 3794.3601051.480 1 .013 .000 0 SH 3794.3601051.480 1 CD 1 4 1 .000 4.500 CD 2 4 1 .000 2.000 Q 149.000 .0 1054.100 11I1I6 29.000 1052.860 -85.0 .000 1051.480 .000 .000 .000 .00 .000 .000 .000 .00 F7 FILE: SIERRAAVEC.WSW W S P G W - EDIT LISTING - Version 14.05 Date: 1-16-2005 Time: 5:23: 1 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 4.500 CD 2 4 1 2.000 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - FONTANA / SIERRA AVE. LINE"C" HEADING LINE NO 2 IS - 25 YEAR STORM HEADING LINE NO 3 IS - JN 04339 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 3607.330 1042.180 1 1054.100 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 3787.690 1051.310 1 .013 .000 .000 .000 0 ELEMENT NO 3 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 3794.350 1051.480 1 2 0 .014 29.000 .000 1052.860 .000 -85.000 .000 ELEMENT NO 4 IS A REACH U/S DATA STATION INVERT SECT 3794.360 1051.480 1 ELEMENT NO 5 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT 3794.360 1051.480 1 RADIUS ANGLE .000 .000 N RADIUS ANGLE ANG PT MAN H .013 .000 .000 .000 0 * W S ELEV 1051.480 ]c FILE: SIERRAAVEC.WSW W S P G W- CIVILDESIGN Version 14.05 PAGE 1 Program Package Serial Number: 1432 WATER SURFACE PROFILE LISTING Date: 1-16-2005 Time: 5:21:58 FONTANA / SIERRA AVE. LINE"C" 25 YEAR STORM JN 04339 I Invert I Depth I water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wtl INo Wth Station -I- I Elev I (FT) I Elev I -I- (CFS) I -I- (FPS) Head I Grd.El.l Elev I Depth I Width IDia.-FTlor I.D.I ZL IPrs/Pip L/Eleni -I- ICh Slope I -I- I I I -I- -I- SF Avel -I- -I- HF ISE DpthlFroude -I- NINorm Dp -I- -I- -I- I "N" I X -Fall► -I ZR (Type Ch I 3607.330 I 1042.180 I 11.920 I 1054.100 I 178.00 11.19 I 1.95 I 1056.05 .00 I 3.87 I .00 I I 4.500 I .000 .00 I 1 .0 -I- 174.884 -I- .0506 -I- -I- -I- -I- -I- .0081 -I- 1.42 -I- 11.92 .00 -I- 1.99 -I- -I- .013 -I- .00 .00 1- PIPE 3782.214 I I 1051.033 I 4.500 I 1055.533 I 178.00 11.19 I 1.95 I 1057.48 .00 I 3.87 I .00 I I 4.500 I .000 .00 I 1 .0 -I- 5.173 -I- .0506 -I- -I- -I- -I- -I- .0076 -I- .04 -I- 4.50 .00 -I- 1.99 -I- -I- .013 -I- .00 .00 1- PIPE 3787.386 -I- I I 1051.295 I 4.082 I 1055.377 I 178.00 11.74 I 2.14 I 1057.52 .00 I 3.87 I 2.61 I I 4.500 I .000 .00 I 1 .0 .303 -I- .0506 -I- -I- -I- -I- -I- .0072 -I- .00 -I- 4.08 .86 -I- 1.99 -I- -i- .013 -I- .00 .00 1- PIPE 3787.690 -I- I I 1051.310 I 4.025 I 1055.335 I 178.00 11.86 I 2.18 I 1057.52 .00 I 3.87 I 2.77 I I 4.500 I .000 .00 I 1 .0 JUNCT STR -I- .0255 -I- -I- -I- -I- -I- .0075 -I- .05 -I- 4.02 .90 -I- -I- -I- .014 -I- .00 .00 I- PIPE 3794.350 -I- I I 1051.480 I 5.295 I 1056.775 I 149.00 9.37 I 1.36 I 1058.14 .00 I 3.58 I .00 I I 4.500 I .000 .00 I 1 .0 .010 -I- .0000 -I- -I- -I- -I- -I- .0057 -I- .00 -I- 5.30 .00 -I- .00 -I- -I- .013 -I- .00 .00 1- PIPE 3794.360 -I- I I 1051.480 -I- I 5.295 -I- I 1056.775 -I- I 149.00 -I- 9.37 -I- I 1.36 -I- I 1058.14 -I- .00 -I- I 3.58 I .00 -I- I I 4.500 -I- -I- I .000 -I- .00 I 1 .0 I- T1 FONTANA / SIERRA AVE. LINE"D" 0 T2 25 YEAR STORM T3 JN 04339 SO 3794.3601051.480 1 R 5219.3701065.020 1 .013 .000 0 JX 5227.2801055.560 3 2 2.014 .000 R 5602.4801069.340 5 .013 .000 0 JX 5607.1401069.880 7 .014 R 6270.8101076.000 7 .013 .000 0 R 6343.0401076.740 7 .013 .000 0 R 6358.1601076.720 7 .013 .000 0 JX 6362.8301076.740 7 8 .014 .000 R 6763.1801078.340 7 .013 .000 0 JX 6773.1801078.370 7 2 .014 .000 R 7239.9301080.330 7 .013 .000 0 R 7373.4301081.000 7 .013 .000 0 R 7387.9301081.070 7 .013 .000 0 SH 7387.9301081.070 7 CD 1 4 1 .000 4.500 CD 2 4 1 .000 3.000 CD 3 4 1 .000 4.000 CD 5 4 1 .000 4.000 CD 7 4 1 .000 3.500 CD 8 4 1 .000 2.000 Q 31.000 .0 /e.12 N 1056.780 .000 30.000 28.0001066.2001066.200 45.0-45.0 .000 .000 91.966 .000 31.000 1077.500 -45.0 .000 29.000 1078.650 -30.0 .000 .000 .000 1081.070 .000 .000 .000 .00 .,,mop, .000 .000 .000 .00 .000 .000 .000 .00 .000 .000 .000 .00 .000 .000 .000 .00 .000 .000 .000 .00 im FILE: SIERRAAVED.WSW W S P G W - EDIT LISTING - Version 14.05 Date: 1-16-2005 Time: 5:33:34 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 4.500 CD 2 4 1 3.000 CD 3 4 1 4.000 CD 5 4 1 4.000 CD 7 4 1 3.500 CD 8 4 1 2.000 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - FONTANA / SIERRA AVE. LINE"D" HEADING LINE NO 2 IS - 25 YEAR STORM HEADING LINE NO 3 IS - JN 04339 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 3794.360 1051.480 1 1056.780 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 5219.370 1065.020 1 .013 .000 .000 .000 0 ELEMENT NO 3 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 5227.280 1055.560 3 2 2 .014 30.000 28.000 1066.200 1066.200 45.000 -45.000 RADIUS ANGLE .000 .000 THE ABOVE ELEMENT CONTAINED AN INVERT ELEV WHICH WAS NOT GREATER THAN THE PREVIOUS INVERT ELEV -WARNING THE ABOVE ELEMENT CONTAINED AN INVERT ELEV WHICH WAS NOT GREATER THAN THE PREVIOUS INVERT ELEV -WARNING WARNING - ADJACENT SECTIONS ARE NOT IDENTICAL - SEE SECTION NUMBERS AND CHANNEL DEFINITIONS ELEMENT NO 4 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 5602.480 1069.340 5 .013 .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 5607.140 1069.880 7 0 0 .014 .000 .000 .000 .000 .000 .000 RADIUS ANGLE .000 .000 ELEMENT NO 6 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 6270.810 1076.000 7 .013 .000 .000 .000 0 ELEMENT NO 7 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 6343.040 1076.740 7 .013 45.000 91.966 .000 0 ELEMENT NO 8 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 6358.160 1076.720 7 .013 .000 .000 .000 0 THE ABOVE ELEMENT CONTAINED AN INVERT ELEV WHICH WAS NOT GREATER THAN THE PREVIOUS INVERT ELEV -WARNING 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 6362.830 1076.740 7 8 0 .014 31.000 .000 1077.500 .000 -45.000 .000 RADIUS ANGLE .000 .000 W S P G W WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 10 IS A REACH U/S DATA STATION INVERT SECT N 6763.180 1078.340 7 .013 ELEMENT NO 11 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 6773.180 1078.370 7 2 0 .014 29.000 ELEMENT NO 12 IS A REACH U/S DATA STATION INVERT SECT 7239.930 1080.330 7 ELEMENT NO 13 IS A REACH U/S DATA STATION INVERT SECT 7373.430 1081.000 7 ELEMENT NO 14 IS A REACH U/S DATA STATION INVERT SECT 7387.930 1081.070 7 ELEMENT NO 15 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT 7387.930 1081.070 7 N .013 N .013 N .013 * PAGE NO 3 RADIUS ANGLE ANG PT MAN H .000 .000 .000 0 * * Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 .000 1078.650 .000 -30.000 .000 RADIUS ANGLE .000 .000 RADIUS ANGLE ANG PT MAN H .000 .000 .000 0 RADIUS ANGLE ANG PT MAN H .000 .000 .000 0 RADIUS ANGLE ANG PT MAN H .000 .000 .000 0 W S ELEV 1081.070 FILE: SIERRAAVED.WSW W S P G W- CIVILDESIGN Version 14.05 PAGE 1 Program Package Serial Number: 1432 WATER SURFACE PROFILE LISTING Date: 1-16-2005 Time: 5:33:13 FONTANA / SIERRA AVE. LINE"D" 25 YEAR STORM JN 04339 I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wtl INo Wth Station I Elev I (FT) I Elev I -I- (CFS) I (FPS) Head I -I- Grd.E1.I -I- Elev -I- I Depth I Width [Dia.-FTIor I.D.I -I- ZL IPrs/Pip -I -I- L/Elem -I- ICh Slope I -I- I I -I- I -I- SF Avel HF ISE DpthlFroude -I- NINorm Dp -I- -I- I "N" I X-Fa111 ZR [Type Ch 3794.360 I I 1051.480 I 5.300 I 1056.780 I 149.00 9.37 I 1.36 I 1058.14 .00 I 3.58 I .00 I 4.500 I I .000 .00 I 1 .0 -I- 212.739 -I- .0095 -I- -I- -I- -I- -I- .0057 -I- 1.21 -I- 5.30 -I- .00 2.98 -i- -I- .013 -I- .00 .00 1- PIPE 4007.099 I I 1053.501 I 4.500 I 1058.001 I 149.00 9.37 I 1.36 I 1059.36 .00 I 3.58 I .00 I 4.500 I I .000 .00 I 1 .0 -I- 44.426 -I- .0095 -I- -I- -I- -I- -I- .0053 -I- .24 -I- 4.50 -I- .00 2.98 -I- -I- .013 -I- .00 .00 1- PIPE 4051.525 I I 1053.923 I 4.258 I 1058.182 I 149.00 9.57 I 1.42 I 1059.60 .00 I 3.58 I 2.03 I 4.500 I I .000 .00 I 1 .0 HYDRAULIC JUMP 4051.525 I I 1053.923 I 2.982 I 1056.905 I 149.00 13.32 I 2.75 I 1059.66 .00 I 3.58 I 4.26 I 4.500 I I .000 .00 I 1 .0 -I- 620.664 -I- .0095 -I- -I- -I- -I- -I- .0095 -I- 5.90 -I- 2.98 -I- 1.45 2.98 -I- -I- .013 -I- .00 .00 1- PIPE 4672.188 I I 1059.821 I 2.982 I 1062.803 I 149.00 13.32 I 2.75 I 1065.56 .00 I 3.58 I 4.26 I 4.500 I I .000 .00 I 1 .0 -I- 259.206 -I- .0095 -I- -I- -I- -I- -I- .0095 -I- 2.45 -I- 2.98 -I- 1.45 2.98 -I- -I- .013 -I- .00 .00 1- PIPE 4931.395 I I 1062.284 I 2.988 I 1065.272 I 149.00 13.28 I 2.74 I 1068.01 .00 I 3.58 I 4.25 I 4.500 I I .000 .00 I 1 .0 -I- 203.938 -I- .0095 -I- -I- -I- -I- -I- .0089 -I- 1.82 -I- 2.99 -I- 1.44 2.98 -I- -I- .013 -I- .00 .00 1- PIPE 5135.333 I I 1064.221 I 3.119 I 1067.341 I 149.00 12.67 I 2.49 i 1069.83 .00 I 3.58 I 4.15 I 4.500 I I .000 .00 I 1 .0 -I- 55.949 -I- .0095 -I- -I- -I- -I- -I- .0080 -I- .45 -I- 3.12 -I- 1.33 2.98 -I- -I- .013 -I- .00 .00 1- PIPE 5191.282 I I 1064.753 I 3.259 I 1068.012 I 149.00 12.08 I 2.26 I 1070.28 .00 I 3.58 I 4.02 I 4.500 I I .000 .00 I 1 .0 -I- 22.196 -I- .0095 -I- -I- -I- -I- -I- .0071 -I- .16 -I- 3.26 -I- 1.22 2.98 -I- -I- .013 -I- .00 .00 1- PIPE 5213.478 I I 1064.964 I 3.412 I 1068.376 I 149.00 11.51 I 2.06 I 1070.44 .00 I 3.58 I 3.85 I 4.500 I I .000 .00 I 1 C -I- 5.892 -I- .0095 -I- -I- -I- -I- -I- .0064 -I- .04 -I- 3.41 -I- 1.11 2.98 -I- -I- .013 -I- .00 .00 1- PIPE S FILE: SIERRAAVED.WSW W S P G W- CIVILDESIGN Version 14.05 PAGE 2 Program Package Serial Number: 1432 WATER SURFACE PROFILE LISTING Date: 1-16-2005 Time: 5:33:13 FONTANA / SIERRA AVE. LINE"D" 25 YEAR STORM JN 04339 I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticalIFlow ToplHeight/IBase Wti INo Wth Station -I- I Elev I (FT) I -I- Elev I (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip L/Elem -I- ICh Slope I I -I- I -I- I -I- -I- SF Avel -I- HF ISE -I- DpthIFroude -I- NINorm -I- Dp -I- -I- I "N" I X-Fa11I -I ZR (Type Ch I I I I I I 5219.370 1065.020 -I- 3.582 -I- 1068.602 149.00 10.98 1.87 I 1070.47 .00 I 3.58 I 3.63 I I 4.500 I .000 .00 I 1 .0 -I- JUNCT STR -1.1960 -I- -i- -I- -I- .0058 -I- .05 -I- 3.58 -I- 1.00 -I- -I- .014 -I- .00 .00 I- PIPE 5227.280 -I- I I 1055.560 -I- I 15.222 -I- I 1070.782 -I- I 91.00 7.24 -I- I .81 -I- I 1071.60 .00 I 2.89 I .00 I I 4.000 I .000 .00 I 1 .0 331.015 .0367 -I- .0040 -I- 1.33 -I- 15.22 -I- .00 -I- 1.58 -I- .013 -I- .00 .00 1- PIPE 5558.295 I I 1067.717 I 4.393 I 1072.110 I 91.00 7.24 I .81 I 1072.92 .00 I 2.89 I .00 I I 4.000 I .000 .00 I 1 .0 HYDRAULIC JUMP 5558.295 -I- I I 1067.717 -I- I 1.816 -I- I 1069.533 I 91.00 16.40 I 4.18 I 1073.71 .00 I 2.89 I 3.98 I I 4.000 I .000 .00 i 1 .0 15.944 .0367 -I- -I- -I- -I- .0213 -I- .34 -I- 1.82 -I- 2.45 -I- 1.58 -i- .013 -I- .00 .00 1- PIPE 5574.239 -I- I I 1068.303 I 1.869 I 1070.172 I 91.00 15.79 I 3.87 I 1074.05 .00 I 2.89 I 3.99 I I 4.000 I .000 .00 I 1 .0 15.945 -I- .0367 -I- -I- -I- -I- -I- .0190 -I- .30 -I- 1.87 -I- 2.32 -I- 1.58 -i- .013 -I- .00 .00 1- PIPE 5590.184 I I 1068.888 I 1.939 I 1070.827 I 91.00 15.06 I 3.52 I 1074.35 .00 I 2.89 I 4.00 I I 4.000 I .000 .00 I 1 .0 12.296 .0367 .0168 .21 1.94 2.16 1.58 .013 .00 .00 PIPE 5602.480 -I- I I 1069.340 -I- I 2.014 -I- I 1071.354 I 91.00 14.36 I 3.20 I 1074.56 .00 I 2.89 I 4.00 I I 4.000 I .000 .00 I 1 .0 JUNCT STR .1159 -I- -I- -I- -I- .0144 -I- .07 -I- 2.01 -I- 2.01 -I- -I- .014 -I- .00 .00 I- PIPE 5607.140 I I 1069.880 I 2.702 I 1072.582 I 91.00 11.42 I 2.02 I 1074.61 .00 I 2.96 I 2.94 I I 3.500 I .000 .00 I 1 .0 -I- 522.263 -I- .0092 -I- -I- -I- -I- -I- .0092 -i- 4.82 -I- 2.70 -I- 1.22 -I- 2.70 -I- .013 -I- .00 .00 1- PIPE 6129.403 I I 1074.696 I 2.702 I 1077.398 I 91.00 11.42 I 2.02 I 1079.42 .00 I 2.96 I 2.94 I I 3.500 I .000 .00 I 1 .0 -I- 141.407 -I- .0092 -I- -I- -I- -I- -I- .0094 -I- 1.33 -I- 2.70 -I- 1.22 -I- 2.70 -I- .013 -I- .00 .00 1- PIPE FILE: SIERRAAVED.WSW W S P G W- CIVILDESIGN Version 14.05 PAGE 3 Program Package Serial Number: 1432 WATER SURFACE PROFILE LISTING Date: 1-16-2005 Time: 5:33:13 FONTANA / SIERRA AVE. LINE"D" 25 YEAR STORM JN 04339 I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wtl INo Wth Station I Elev I (FT) I Elev I -I- (CES) I -I- (FPS) -I- Head I Grd.El.l -I- Elev -I- I Depth -I- I Width IDia.-FTlor -I- -I- I.D.1 -I- ZL IPrs/Pip -I -I- -I- L/Elem ICh Slope I -I- I I I -I- SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X-Fall) ZR (Type Ch I I 6270.810 I 1076.000 I 2.649 I 1078.649 I 91.00 11.65 I 2.11 I 1080.76 .28 I 2.96 I 3.00 I I 3.500 I .000 -I- .00 1 .0 -I- 19.022 -I- .0102 -I- -I- -I- -I- -I- .0095 -I- .18 -I- 2.93 -I- 1.27 2.58 -I- -I- .013 .00 .00 1- PIPE I 6289.833 I 1076.195 I 2.671 I 1078.866 I 91.00 11.55 I 2.07 I 1080.94 .27 I 2.96 I 2.98 I I 3.500 I .000 -I- .00 I 1 .0 -I- 44.009 -I- .0102 -I- -I- -I- -I- -I- .0090 -I- .40 -I- 2.94 -I- 1.25 2.58 -I- -I- .013 .00 .00 1- PIPE I 6333.842 I 1076.646 I 2.804 I 1079.450 I 91.00 11.01 I 1.88 I 1081.33 .23 I 2.96 I 2.79 I I 3.500 I .000 -I- .00 I 1 .0 -I- 9.198 -I- .0102 -I- -I- -I- -I- -I- .0082 -I- .07 -I- 3.04 -I- 1.13 2.58 -I- -I- .013 .00 .00 1- PIPE I 6343.040 I 1076.740 I 2.957 I 1079.697 I 91.00 10.49 I 1.71 I 1081.41 .00 I 2.96 I 2.53 I i 3.500 I .000 .00 I 1 .0 -I- 1.916 -I- -.0013 -I- -I- -I- -I- -I- .0075 -I- .01 -I- 2.96 -I- 1.00 .00 -I- -I- .013 -I- .00 .00 1- PIPE I 6344.956 I 1076.737 I 3.105 I 1079.842 I 91.00 10.09 I 1.58 I 1081.42 .00 I 2.96 I 2.22 I i 3.500 I .000 -I- .00 I 1 .0 -I- 6.074 -I- -.0013 -I- -I- -I- -I- -I- .0072 -I- .04 -I- 3.10 -I- .88 .00 -I- -I- .013 .00 .00 1- PIPE I 6351.030 I 1076.729 I 3.260 I 1079.990 I 91.00 9.75 I 1.48 I 1081.47 .00 I 2.96 I 1.77 I I 3.500 I .000 .00 I 1 .0 -I- 7.130 -I- -.0013 -I- -I- -I- -I- -I- .0071 -I- .05 -I- 3.26 -I- .75 .00 -I- -I- .013 -I- .00 .00 1- PIPE I 6358.160 I 1076.720 I 3.375 I 1080.095 I 91.00 9.57 I 1.42 I 1081.52 .00 I 2.96 I 1.30 I I 3.500 I .000 -I- .00 I 1 .0 -I- JUNCT STR -I- .0043 -I- -I- -I- -I- -I- .0062 -I- .03 -I- 3.38 -I- .62 -I- -i- .014 .00 .00 I- PIPE I 6362.830 I 1076.740 I 4.293 I 1081.033 I 60.00 6.24 I .60 I 1081.64 .00 I 2.43 I .00 I I 3.500 I .000 .00 i 1 .0 -I- 400.350 -I- .0040 -I- -I- -I- -I- -I- .0036 -I- 1.42 -I- 4.29 -I- .00 2.71 -I- -I- .013 -I- .00 .00 1- PIPE I 6763.180 I 1078.340 I 4.117 I 1082.457 I 60.00 6.24 I .60 I 1083.06 .00 I 2.43 I .00 I I 3.500 I .000 .00 i 1 .0 -I- JUNCT STR -I- .0030 -I- -I- -I- -I- -I- .0026 -I- .03 -I- 4.12 -I- .00 -I- -I- .014 -I- .00 .00 I- PIPE FILE: SIERRAAVED.WSW W S P G W- CIVILDESIGN Version 14.05 PAGE 4 Program Package Serial Number: 1432 WATER SURFACE PROFILE LISTING Date: 1-16-2005 Time: 5:33:13 FONTANA / SIERRA AVE. LINE"D" 25 YEAR STORM JN 04339 I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.l Elev -I- I Depth I Width IDia.-FTlor -I- I.D.I -I- ZL -I IPrs/Pip -I- -I- L/Elem ICh Slope I -I- I -I- I -I- I -I- -I- SF Avel -I- HF ISE DpthlFroude -I- NINorm Dp -I- I "N" I X -Fall) ZR (Type Ch I I I 6773.180 I 1078.370 I 4.666 I 1083.036 I 31.00 3.22 I .16 I 1083.20 .00 I I 1.72 .00 I I 3.500 -I- .000 -I- .00 1 .0 1- -I- 358.822 -I- .0042 -I- -I- -I- -I- -I- .0009 -I- .34 -I- 4.67 -I- .00 1.70 -I- .013 .00 .00 PIPE I I 7132.002 I 1079.877 I 3.500 I 1083.377 I 31.00 3.22 I .16 I 1083.54 .00 I I 1.72 .00 I I 3.500 I .000 -I- .00 1 .0 1- -I- 92.816 -I- .0042 -I- -I- -I- -I- -I- .0009 -I- .08 -I- 3.50 -I- .00 1.70 -I- -I- .013 .00 .00 PIPE I 7224.818 I 1080.266 t 3.175 I 1083.442 I 31.00 3.38 ► .18 I 1083.62 .00 I I 1.72 2.03 I I 3.500 -I- I .000 -I- .00 I 1 .0 1- -I- 15.112 -I- .0042 -I- -I- -I- -I- -I- .0008 -I- .01 -I- 3.18 -I- .28 1.70 -I- .013 .00 .00 PIPE I 7239.930 I 1080.330 I 3.120 I 1083.450 I 31.00 3.42 I .18 I 1083.63 .00 I I 1.72 2.18 I I 3.500 -I- I .000 -I- .00 I 1 .0 1- -I- 38.474 -I- .0050 -I- -I- -I- -I- -I- .0009 -I- .03 -I- 3.12 -I- .30 1.61 -I- .013 .00 .00 PIPE I 7278.404 I 1080.523 I 2.942 I 1083.465 I 31.00 3.59 I .20 I 1083.67 .00 I I 1.72 2.56 I I 3.500 I .000 -I- .00 I 1 .0 -I- 31.728 -I- .0050 -I- -I- -I- -I- -I- .0010 -I- .03 -I- 2.94 -I- .34 1.61 -I- -I- .013 .00 .00 1- PIPE I 7310.132 I 1080.682 I 2.793 I 1083.475 I 31.00 3.77 I .22 I 1083.70 .00 I I 1.72 2.81 I I 3.500 I .000 -I- .00 i 1 .0 -I- 27.727 -I- .0050 -I- -I- -I- -I- -I- .0011 -I- .03 -I- 2.79 -I- .39 1.61 -I- -I- .013 .00 .00 1- PIPE I 7337.858 I 1080.822 I 2.661 I 1083.483 I 31.00 3.95 I .24 I 1083.72 .00 I I 1.72 2.99 I I 3.500 .000 -I- I .00 I 1 .0 -I- 24.883 -I- .0050 -1- -I- -I- -I- -I- .0012 -I- .03 -I- 2.66 -I- .43 1.61 -I- -I- .013 .00 .00 1- PIPE I 7362.741 I 1080.946 I 2.541 I 1083.488 I 31.00 4.14 I .27 I 1083.75 .00 I I 1.72 3.12 I I 3.500 .000 I .00 I 1 .0 -I- 10.689 -I- .0050 -I- -I- -I- -I- -I- .0013 -i- .01 -I- 2.54 -I- .47 1.61 -I- -I- .013 -I- .00 .00 1- PIPE I 7373.430 I 1081.000 I 2.489 I 1083.489 I 31.00 4.24 I .28 I 1083.77 .00 I I 1.72 3.17 I 3.500 I .000 -I- I .00 I 1 .0 -I- 14.500 -I- .0048 -I- -I- -I- -I- -I- .0013 -I- .02 -I- 2.49 -I- .49 1.63 -I- -I- .013 .00 .00 1- PIPE FILE: SIERRAAVED.WSW W S P G W- CIVILDESIGN Version 14.05 PAGE 5 Program Package Serial Number: 1432 WATER SURFACE PROFILE LISTING Date: 1-16-2005 Time: 5:33:13 FONTANA / SIERRA AVE. LINE"D" 25 YEAR STORM JN 04339 I Invert I Depth I Water ( Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.l Elev I Depth I Width ]Dia.-FTlor I.D.) ZL IPrs/Pip -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I L/Eleni ICh Slope I I I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X-FallI ZR IType Ch I I I I I I I I I I I I I 7387.930 1081.070 2.422 1083.492 31.00 4.36 .30 1083.79 .00 1.72 3.23 3.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- ti►74A/A JOB No. e ¢ 3 BY A� DATE SHT. OF ♦ LAND PLANNING ♦ CIVIL ENGINEERING ♦ SURVEYING HYDRAULICS FOR INDIVIDUAL PIPES M -A m F- -14 eek+. �IYiMrr' Subject Zlf-&CIC MISsTC-IZ 104"1" S?ok'V 09A(ki P(P& SfzES By f91? MAW Dept. ZA?✓11Jlr-- Date �G,G 4 Project Name N T!Q N q Project No. 0 4- 3S Page No. M of Awft- Subject By — Dept. _ 1* E9 IN Date Project Name Project No. Page No 2 of 11 .11 - .4 fq °! 1- 41n ti -r7 756 0.01 5 7 2" ✓ q-eG2W 466 p o, 52 3C ✓ 3�- 34 6,2 (.(.o 167 7hn 4-3 1 o 0 122 x 4" 33-717 990 o G 71 311, v 3 -3-7 66 0, 0 0 153 42u x 4u 37-3 1�i o 6,6015 l x 8° 3 �- So3 �, 0 0 0, o ! 5 842` ✓ 0I4-- 46 0.0-072 loZ' 13w if 4 0- 3 q $ o. ei ol? 767 39-28 s { to n,aoll, G74Y e 3 2 - 3 5 8,0 I 20 o, o034 444 4" 5 - 32 I. 20 o75 4 511, 2-3 1 �,(0o 0, 06&5 Itl 34° x 4 8" 3 1- 36 ao 0. oo34 590 4 " 30-164 lo,n `i Io o 0 of 3 e hoc m B h Circular Channel Analysis & Design Solved with Manning's Equation Open Channel - Uniform flow Worksheet Name: FONTANA / JN 04339 Comment: DZ -2A / INDIVIDUAL PIPE 55-54 Solve For Actual Depth Given Input Data: Diameter.......... Slope ............. Manning's n....... Discharge......... Computed Results: Depth ............. Velocity.......... Flow Area......... Critical Depth.... Critical Slope.... Percent Full...... Full Capacity..... QMAX Q.94D........ Froude Number..... 5.25 ft 0.0045 ft/ft 0.013 123.00 cfs 2.99 ft 9.67 fps 12.71 sf 3.13 ft 0.0039 ft/ft 56.88 % 198.99 cfs 214.05 cfs 1.09 (flow is Supercritical) Open Channel Flow Module, Version 3.43 (c) 1991 Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 14 Circular Channel Analysis & Design Solved with Manning's Equation Open Channel - Uniform flow Worksheet Name: FONTANA / JN 04339 Comment: DZ -2A / INDIVIDUAL PIPE 54-53 Solve For Actual Depth Given Input Data: Diameter.......... Slope ............. Manning's n....... Discharge......... Computed Results: Depth ............. Velocity.......... Flow Area......... Critical Depth.... Critical Slope.... Percent Full...... Full Capacity..... QMAX @.94D........ Froude Number..... 5.00 ft 0.0045 ft/ft 0.013 109.00 cfs 2.86 ft 9.38 fps 11.61 sf 2.98 ft 0.0040 ft/ft 57.21 t 174.71 cfs 187.94 cfs 1.08 (flow is Supercritical) Open Channel Flow Module, Version 3.43 (c) 1991 Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 cm Jaz ti on Circular Channel Analysis & Design Solved with Manning's Equation Open Channel - Uniform flow Worksheet Name: FONTANA / JN 04339 Comment: DZ -2A / INDIVIDUAL PIPE 53-52 Solve For Actual Depth Given Input Data: 4.00 ft Diameter.......... Slope ............. 0.0045 ft/ft Manning's n....... 0.013 Discharge......... 80.00 cfs Computed Results: Depth ............. Velocity.......... Flow Area......... Critical Depth.... Critical Slope.... Percent Full...... Full Capacity..... QMAX @.94D........ Froude Number..... 2.78 ft 8.57 fps 9.33 sf 2.71 ft 0.0048 ft/ft 69.55 $ 96.36 cfs 103.65 cfs 0.95 (flow is Subcritical) Open Channel Flow Module, Version 3.43 (c) 1991 Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 103 IN IN Circular Channel Analysis & Design Solved with Manning's Equation Open Channel - Uniform flow Worksheet Name: FONTANA / JN 04339 Comment: DZ -2A / INDIVIDUAL PIPE 52-116 Solve For Actual Depth Given Input Data: 3,75 ft Diameter.......... Slope ............. 0.0108 ft/ft Manning's n....... 0.013 Discharge......... 49.00 cfs Computed Results: Depth ............. Velocity.......... Flow Area......... Critical Depth.... Critical Slope.... Percent Full...... Full Capacity..... QMAX @.94D........ Froude Number..... 1.63 ft 10.67 fps 4.59 Sf 2.14 ft 0.0042 ft/ft 43.36 W 125.68 cfs 135.19 cfs 1.69 (flow is Supercritical) Open Channel Flow Module, Version 3.43 (c) 1991 Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 cm y EM 20C Circular Channel Analysis & Design Solved with Manning's Equation Open Channel - Uniform flow Worksheet Name: FONTANA / JN 04339 Comment: DZ -2 / INDIVIDUAL PIPE 63-57 Solve For Actual Depth Given Input Data: 7,25 ft Diameter.......... Slope ............. 0.0029 ft/ft Manning's n....... 0.013 Discharge......... 398.00 cfs Computed Results: Depth ............. Velocity.......... Flow Area......... Critical Depth.... Critical Slope.... Percent Full...... Full Capacity..... QMAX @.94D........ Froude Number..... 6.37 ft 10.35 fps 38.44 sf 5.21 ft 0.0043 ft/ft 87.91 % 377.77 cfs 406.37 cfs 0.64 (flow is Subcritical) Open Channel Flow Module, Version 3.43 (c) 1991 Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 im 00 N Circular Channel Analysis & Design Solved with Manning's Equation Open Channel - Uniform flow Worksheet Name: FONTANA / JN 04339 Comment: DZ -2 / INDIVIDUAL PIPE 57-56 Solve For Actual Depth Given Input Data: Diameter.......... Slope ............. Manning's n....... Discharge......... Computed Results: Depth ............. Velocity.......... Flow Area......... Critical Depth.... Critical Slope.... Percent Full...... Full Capacity..... QMAX @.94D........ Froude Number..... 7.00 ft 0.0029 ft/ft 0.013 339.00 cfs 5.65 ft 10.19 fps 33.27 sf 4.85 ft 0.0041 ft/ft 80.67 $ 344.02 cf s 370.07 cfs 0.73 (flow is Subcritical) Open Channel Flow Module, Version 3.43 (c) 1991 Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 2o2 5 N 14 Circular Channel Analysis & Design Solved with Manning's Equation Open Channel - Uniform flow Worksheet Name: FONTANA / JN 04339 Comment: DZ -2 / INDIVIDUAL PIPE 56-55 Solve For Actual Depth Given Input Data: Diameter.......... Slope ............. Manning's n....... Discharge......... Computed Results: Depth ............. Velocity.......... Flow Area......... Critical Depth.... Critical Slope.... Percent Full...... Full Capacity..... QMAX @.94D........ Froude Number..... 6.50 ft 0.0029 ft/ft 0.013 256.00 cfs 4.85 ft 9.64 fps 26.56 sf 4.29 ft 0.0040 ft/ft 74.64 % 282.33 cfs 303.71 cfs 0.78 (flow is Subcritical) Open Channel Flow Module, Version 3.43 (c) 1991 Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 90 :5 cm Circular Channel Analysis & Design Solved with Manning's Equation Open Channel - Uniform flow Worksheet Name: FONTANA / JN 04339 Comment: DZ -2 / INDIVIDUAL PIPE 55-51 Solve For Actual Depth Given Input Data: Diameter.......... Slope ............. Manning's n....... Discharge......... Computed Results: Depth ............. Velocity.......... Flow Area......... Critical Depth.... Critical Slope.... Percent Full...... Full Capacity..... QMAX @.94D........ Froude Number..... 3.50 ft 0.0090 ft/ft 0.013 70.00 cfs 2.23 ft 10.84 fps 6.46 sf 2.62 ft 0.0058 ft/ft 63.62 % 95.45 cfs 102.67 cfs 1.38 (flow is Supercritical) Open Channel Flow Module, Version 3.43 (c) 1991 Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 ZQ 4 N on Circular Channel Analysis & Design Solved with Manning's Equation Open Channel - Uniform flow Worksheet Name: FONTANA / JN 04339 Comment: DZ -2 / INDIVIDUAL PIPE 51-50 Solve For Actual Depth Given Input Data: Diameter.......... Slope ............. Manning's n....... Discharge......... Computed Results: Depth ............. Velocity.......... Flow Area......... Critical Depth.... Critical Slope.... Percent Full...... Full Capacity..... QMAX @.94D........ Froude Number..... 3.25 ft 0.0056 ft/ft 0.013 49.00 Cfs 2.18 ft 8.26 fps 5.93 sf 2.23 ft 0.0053 ft/ft 67.23 W 61.79 cfs 66.47 cfs 1.04 (flow is Supercritical) Open Channel Flow Module, Version 3.43 (c) 1991 Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 205 LINE "DZ -1 M IN m 304 Circular Channel Analysis & Design Solved with Manning's Equation Open Channel - Uniform flow Worksheet Name: FONTANA / JN 04339 Comment: DZ -1 / INDIVIDUAL PIPE 71-70 Solve For Actual Depth Given Input Data: Diameter.......... Slope ............. Manning's n....... Discharge......... Computed Results: Depth ............. Velocity.......... Flow Area......... Critical Depth.... Critical Slope.... Percent Full...... Full Capacity..... QMAX @.94D........ Froude Number..... 9.00 ft 0.0045 ft/ft 0.013 408.00 cfs 4.43 ft 13.08 fps 31.19 sf 4.96 ft 0.0031 ft/ft 49.24 W 837.62 cfs 901.03 cfs 1.24 (flow is Supercritical) Open Channel Flow Module, Version 3.43 (c) 1991 Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 IN 301 Circular Channel Analysis & Design Solved with Manning's Equation Open Channel - Uniform flow Worksheet Name: FONTANA / JN 04339 Comment: DZ -1 / INDIVIDUAL PIPE 70-69 Solve For Actual Depth Given Input Data: Diameter.......... Slope ............. Manning's n....... Discharge......... Computed Results: Depth ............. Velocity.......... Flow Area......... Critical Depth.... Critical Slope.... Percent Full...... Full Capacity..... QMAX @.94D........ Froude Number..... 9.00 ft 0.0043 ft/ft 0.013 280.00 cfs 3.63 ft 11.66 fps 24.02 sf 4.07 ft 0.0028 ft/ft 40.32 t 818.79 cfs 880.78 cfs 1.25 (flow is Supercritical) Open Channel Flow Module, Version 3.43 (c) 1991 Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 N 309 Circular Channel Analysis & Design Solved with Manning's Equation Open Channel - Uniform flow Worksheet Name: FONTANA / JN 04339 Comment: DZ -1 / INDIVIDUAL PIPE 69-68 Solve For Actual Depth Given Input Data: Diameter.......... Slope ............. Manning's n....... Discharge......... Computed Results: Depth ............. Velocity.......... Flow Area......... Critical Depth.... Critical Slope.... Percent Full...... Full Capacity..... QMAX Q.94D........ Froude Number..... 7.75 ft 0.0045 ft/ft 0.013 250.00 cfs 3.62 ft 11.57 fps 21.61 sf 4.02 ft 0.0032 ft/ft 46.71 W 562.17 cfs 604.73 cfs 1.22 (flow is Supercritical) Open Channel Flow Module, Version 3.43 (c) 1991 Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 8 303 30A Circular Channel Analysis & Design Solved with Manning's Equation Open Channel - Uniform flow Worksheet Name: FONTANA / JN 04339 Comment: DZ -1 / INDIVIDUAL PIPE 68-67 Solve For Actual Depth Given Input Data: Diameter.......... Slope ............. Manning's n....... Discharge......... Computed Results: Depth ............. Velocity.......... Flow Area......... Critical Depth.... Critical Slope.... Percent Full...... Full Capacity..... QMAX @.94D........ Froude Number..... 7.00 ft 0.0045 ft/ft 0.013 160.00 cfs 2.96 ft 10.33 fps 15.50 sf 3.28 ft 0.0031 ft/ft 42.32 $ 428.54 CfS 460.98 cfs 1.22 (flow is Supercritical) Open Channel Flow Module, Version 3.43 (c) 1991 19 Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 H Circular Channel Analysis & Design Solved with Manning's Equation Open Channel - Uniform flow Worksheet Name: FONTANA / JN 04339 Comment: DZ -1 / INDIVIDUAL PIPE 67-66 Solve For Actual Depth Given Input Data: Diameter.......... Slope ............. Manning's n....... Discharge......... Computed Results: Depth ............. Velocity.......... Flow Area......... Critical Depth.... Critical Slope.... Percent Full...... Full Capacity..... QMAX @.94D........ Froude Number..... 6.25 ft 0.0045 ft/ft 0.013 131.00 cfs 2.80 ft 9.84 fps 13.32 sf 3.06 ft 0.0033 ft/ft 44.82 W 316.77 cfs 340.75 cfs 1.18 (flow is Supercritical) Open Channel Flow Module, Version 3.43 (c) 1991 Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 305 Circular Channel Analysis & Design Solved with Manning's Equation Open Channel - Uniform flow Worksheet Name: FONTANA / JN 04339 Comment: DZ -1 / INDIVIDUAL PIPE 66-65 Solve For Actual Depth Given Input Data: Diameter.......... Slope ............. Manning's n....... Discharge......... Computed Results: Depth ............. Velocity.......... Flow Area......... Critical Depth.... Critical Slope.... Percent Full...... Full Capacity..... QMAX @.94D........ Froude Number..... 4.75 ft 0.0045 ft/ft 0.013 67.00 cfs 2.20 ft 8.32 fps 8.05 sf 2.35 ft 0.0036 ft/ft 46.41 W 152.38 cfs 163.91 cfs 1.13 (flow is Supercritical) Open Channel Flow Module, Version 3.43 (c) 1991 Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 14 3nG Circular Channel Analysis & Design Solved with Manning's Equation Open Channel - Uniform flow Worksheet Name: FONTANA / JN 04339 Comment: DZ -1 / INDIVIDUAL PIPE 65-302 Solve For Actual Depth Given Input Data: Diameter.......... Slope ............. Manning's n....... Discharge......... Computed Results: Depth ............. Velocity.......... Flow Area......... Critical Depth.... Critical Slope.... Percent Full...... Full Capacity..... QMAX Q.94D........ Froude Number..... 3.50 ft 0.0045 ft/ft 0.013 49.00 cfs 2.21 ft 7.65 fps 6.41 sf 2.19 ft 0.0046 ft/ft 63.19 t 67.49 cfs 72.60 cfs 0.98 (flow is Subcritical) Open Channel Flow Module, Version 3.43 (c) 1991 Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 on 307 8 H Circular Channel Analysis & Design Solved with Manning's Equation Open Channel - Uniform flow Worksheet Name: FONTANA / JN 04339 Comment: DZ -1 / INDIVIDUAL PIPE 70-331 Solve For Actual Depth Given Input Data: Diameter.......... Slope ............. Manning's n....... Discharge......... Computed Results: Depth ............. Velocity.......... Flow Area......... Critical Depth.... Critical Slope.... Percent Full...... Full Capacity..... QMAX @.94D........ Froude Number..... 3.50 ft 0.0045 ft/ft 0.013 71.00 cfs 3.07 ft 7.94 fps 8.94 sf 2.64 ft 0.0059 ft/ft 87.68 % 67.49 cfs 72.60 cf s 0.71 (flow is Subcritical) Open Channel Flow Module, Version 3.43 (c) 1991 Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 508 Circular Channel Analysis & Design Solved with Manning's Equation Open Channel - Uniform flow Worksheet Name: FONTANA / JN 04339 Comment: DZ -1 / INDIVIDUAL PIPE 68-319 Solve For Actual Depth Given Input Data: Diameter ..........4.00 ft Slope ............. 0.0126 ft/ft Manning's n....... 0.013 Discharge......... 75.00 cfs Computed Results: Depth ............. Velocity.......... Flow Area......... Critical Depth.... Critical Slope.... Percent Full...... Full Capacity..... QMAX @.94D........ Froude Number..... 1.92 ft 12.60 fps 5.95 sf 2.62 ft 0.0047 ft/ft 47.93 % 161.24 cfs 173.45 cfs 1.82 (flow is Supercritical) Open Channel Flow Module, Version 3.43 (c) 1991 Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 H m LINE "DZ -4M m 14 go< Circular Channel Analysis & Design Solved with Manning's Equation Open Channel - Uniform flow Worksheet Name: FONTANA / JN 04339 Comment: DZ -4 / INDIVIDUAL PIPE 90-45 Solve For Actual Depth Given Input Data: Diameter.......... Slope ............. Manning's n....... Discharge......... Computed Results: Depth ............. Velocity.......... Flow Area......... Critical Depth.... Critical Slope.... Percent Full...... Full Capacity..... QMAX @.94D........ Froude Number..... 3.50 ft 0.0180 ft/ft 0.013 104.00 cfs 2.30 ft 15.48 fps 6.72 sf 3.11 ft 0.0095 ft/ft 65.85 t 134.98 cfs 145.20 cfs 1.92 (flow is Supercritical) Open Channel Flow Module, Version 3.43 (c) 1991 Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 N Bol IN IN Circular Channel Analysis & Design Solved with Manning's Equation Open Channel - Uniform flow Worksheet Name: FONTANA / JN 04339 Comment: DZ -4 / INDIVIDUAL PIPE 45-607 Solve For Actual Depth Given Input Data: Diameter.......... Slope ............. Manning's n....... Discharge......... Computed Results: Depth ............. Velocity.......... Flow Area......... Critical Depth.... Critical Slope.... Percent Full...... Full Capacity..... QMAX @.94D........ Froude Number..... 3.50 ft 0.0081 ft/ft 0.013 70.00 cfs 2.31 ft 10.39 fps 6.74 sf 2.62 ft 0.0058 ft/ft 66.01 t 90.55 cfs 97.40 cfs 1.28 (flow is Supercritical) Open Channel Flow Module, Version 3.43 (c) 1991 Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 802 on m m N Vn N Circular Channel Analysis & Design Solved with Manning's Equation Open Channel - Uniform flow Worksheet Name: FONTANA / JN 04339 Comment: DZ -4A / INDIVIDUAL PIPE 91-46 Solve For Actual Depth Given Input Data: Diameter.......... Slope ............. Manning's n....... Discharge......... Computed Results: Depth ............. Velocity.......... Flow Area......... Critical Depth.... Critical Slope.... Percent Full...... Full Capacity..... QMAX Q.94D........ Froude Number..... 3.50 ft 0.0135 ft/ft 0.013 79.00 cfs 2.11 ft 13.05 fps 6.06 sf 2.78 ft 0.0066 ft/ft 60.23 $ 116.90 cfs 125.75 cfs 1.73 (flow is Supercritical) Open Channel Flow Module, Version 3.43 (c) 1991 Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 is N 8 Circular Channel Analysis & Design Solved with Manning's Equation Open Channel - Uniform flow Worksheet Name: FONTANA / JN 04339 Comment: DZ -4A / INDIVIDUAL PIPE 46-629 Solve For Actual Depth Given Input Data: Diameter.......... Slope ............. Manning's n....... Discharge......... Computed Results: Depth ............. Velocity.......... Flow Area......... Critical Depth.... Critical Slope.... Percent Full...... Full Capacity..... QMAX @.94D........ Froude Number..... 3.00 ft 0.0099 ft/ft 0.013 52.00 cfs 2.00 ft 10.39 fps 5.00 sf 2.35 ft 0.0067 ft/ft 66.65 %- 66.36 cfs 71.39 cfs 1.38 (flow is Supercritical) Open Channel Flow Module, Version 3.43 (c) 1991 Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 LINE 0DZ-60 m 11 a< Circular Channel Analysis & Design Solved with Manning's Equation Open Channel - Uniform flow Worksheet Name: FONTANA / JN 04339 Comment: DZ -6 / INDIVIDUAL PIPE 35-34 Solve For Actual Depth Given Input Data: Diameter.......... Slope ............. Manning's n....... Discharge......... Computed Results: Depth ............. Velocity.......... Flow Area......... Critical Depth.... Critical Slope.... Percent Full...... Full Capacity..... QMAX @.94D........ Froude Number..... 4.50 ft 0.0085 ft/ft 0.013 166.00 cfs 3.39 ft 12.93 fps 12.84 sf 3.76 ft 0.0069 ft/ft 75.26 % 181.30 cfs 195.03 cfs 1.25 (flow is Supercritical) Open Channel Flow Module, Version 3.43 (c) 1991 Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 6 N Circular Channel Analysis & Design Solved with Manning's Equation Open Channel - Uniform flow Worksheet Name: FONTANA / JN 04339 Comment: DZ -6 / INDIVIDUAL PIPE 34-33 Solve For Actual Depth Given Input Data: Diameter.......... Slope ............. Manning's n....... Discharge......... Computed Results: Depth ............. Velocity.......... Flow Area......... Critical Depth.... Critical Slope.... Percent Full...... Full Capacity..... QMAX @.94D........ Froude Number..... 4.00 ft 0.0117 ft/ft 0.013 119.00 cfs 2.62 ft 13.63 fps 8.73 sf 3.29 ft 0.0068 ft/ft 65.57 %- 155.37 cfs 167.14 cfs 1.58 (flow is Supercritical) Open Channel Flow Module, Version 3.43 (c) 1991 Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 110-6 Circular Channel Analysis & Design Solved with Manning's Equation Open Channel - Uniform flow Worksheet Name: FONTANA / JN 04339 Comment: DZ -6 / INDIVIDUAL PIPE 33-717 Solve For Actual Depth Given Input Data: Diameter.......... Slope ............. Manning's n....... Discharge......... Computed Results: Depth ............. Velocity.......... Flow Area......... Critical Depth.... Critical Slope.... Percent Full...... Full Capacity..... QMAX Q.94D........ Froude Number..... 3.25 ft 0.0126 ft/ft 0.013 71.00 cfs 2.13 ft 12.31 fps 5.77 sf 2.67 ft 0.0073 ft/ft 65.58 W 92.68 cfs 99.70 cfs 1.59 (flow is Supercritical) Open Channel Flow Module, Version 3.43 (c) 1991 Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 MM/ M Fr// 1/... .. + 1 IN, 1204 @4 IN Circular Channel Analysis & Design Solved with Manning's Equation Open Channel - Uniform flow Worksheet Name: FONTANA / JN 04339 Comment: DZ -7 / INDIVIDUAL PIPE 38-37 Solve For Actual Depth Given Input Data: Diameter.......... Slope ............. Manning's n....... Discharge......... Computed Results: Depth ............. Velocity.......... Flow Area......... Critical Depth.... Critical Slope.... Percent Full...... Full Capacity..... QMAX Q.94D........ Froude Number..... 4.50 ft 0.0075 ft/ft 0.013 152.00 cfs 3.31 ft 12.11 fps 12.56 sf 3.62 ft 0.0062 ft/ft 73.65 t 170.30 cfs 183.20 cfs 1.20 (flow is Supercritical) Open Channel Flow Module, Version 3.43 (c) 1991 Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 1201 H N Circular Channel Analysis & Design Solved with Manning's Equation Open Channel - Uniform flow Worksheet Name: FONTANA / JN 04339 Comment: DZ -7 / INDIVIDUAL PIPE 37-36 Solve For Actual Depth Given Input Data: Diameter.......... Slope ............. Manning's n....... Discharge......... Computed Results: Depth ............. Velocity.......... Flow Area......... Critical Depth.... Critical Slope.... Percent Full...... Full Capacity..... QMAX @.94D........ Froude Number..... 4.00 ft 0.0095 ft/ft 0.013 117.00 cfs 2.80 ft 12.47 fps 9.38 sf 3.26 ft 0.0067 ft/ft 69.90 % 140.01 cfs 150.61 cfs 1.37 (flow is Supercritical) Open Channel Flow Module, Version 3.43 (c) 1991 Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 ltd 4 1203 Circular Channel Analysis & Design Solved with Manning's Equation Open Channel - Uniform flow Worksheet Name: FONTANA / JN 04339 Comment: DZ -7 / INDIVIDUAL PIPE 36-803 Solve For Actual Depth Given Input Data: Diameter.......... Slope ............. Manning's n....... Discharge......... Computed Results: Depth ............. Velocity.......... Flow Area......... Critical Depth.... Critical Slope.... Percent Full...... Full Capacity..... QMAX @.94D........ Froude Number..... 3.50 ft 0.0135 ft/ft 0.013 68.00 cfs 1.92 ft 12.61 fps 5.39 sf 2.59 ft 0.0057 ft/ft 54.77 t 116.90 cfs 125.75 cfs 1.79 (flow is Supercritical) Open Channel Flow Module, Version 3.43 (c) 1991 Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 cm cm 05 M 13c N 14 00,ft- Circular Channel Analysis & Design Solved with Manning's Equation Open Channel - Uniform flow Worksheet Name: FONTANA / JN 04339 Comment: DZ -5 / INDIVIDUAL PIPE 40-39 Solve For Actual Depth Given Input Data: Diameter.......... Slope ............. Manning's n....... Discharge......... Computed Results: Depth ............. Velocity.......... Flow Area......... Critical Depth.... Critical Slope.... Percent Full...... Full Capacity..... QMAX @.94D........ Froude Number..... 8.00 ft 0.0072 ft/ft 0.013 722.00 cfs 6.12 ft 17.49 fps 41.27 sf 6.77 ft 0.0059 ft/ft 76.52 % 773.92 cfs 832.51 cfs 1.25 (flow is Supercritical) Open Channel Flow Module, Version 3.43 (c) 1991 Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 1301 H 'IN im Circular Channel Analysis & Design Solved with Manning's Equation Open Channel - Uniform flow Worksheet Name: FONTANA / JN 04339 Comment: DZ -5 / INDIVIDUAL PIPE 39-38 Solve For Actual Depth Given Input Data: Diameter.......... Slope ............. Manning's n....... Discharge......... Computed Results: Depth ............. Velocity.......... Flow Area......... Critical Depth.... Critical Slope.... Percent Full...... Full Capacity..... QMAX @.94D........ Froude Number..... 7.50 ft 0.0077 ft/ft 0.013 675.00 cfs 6.16 ft 17.39 fps 38.83 sf 6.59 ft 0.0070 ft/ft 82.13 W 673.80 cfs 724.82 cfs 1.18 (flow is Supercritical) Open Channel Flow Module, Version 3.43 (c) 1991 Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 (3a� Circular Channel Analysis & Design Solved with Manning's Equation Open Channel - Uniform flow Worksheet Name: FONTANA / JN 04339 Comment: DZ -5 / INDIVIDUAL PIPE 38-35 Solve For Actual Depth Given Input Data: Diameter.......... Slope ............. Manning's n....... Discharge......... Computed Results: Depth ............. Velocity.......... Flow Area......... Critical Depth.... Critical Slope.... Percent Full...... Full Capacity..... QMAX Q.94D........ Froude Number..... 7.00 ft 0.0054 ft/ft 0.013 444.00 cfs 5.42 ft 13.88 fps 32.00 sf 5.54 ft 0.0052 ft/ft 77.48 t 469.44 cfs 504.98 cfs 1.05 (flow is Supercritical) Open Channel Flow Module, Version 3.43 (c) 1991 Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 H (30: Circular Channel Analysis & Design Solved with Manning's Equation Open Channel - Uniform flow Worksheet Name: FONTANA / JN 04339 Comment: DZ -5 / INDIVIDUAL PIPE 38-32 Solve For Actual Depth Given Input Data: Diameter.......... Slope ............. Manning's n....... Discharge......... Computed Results: Depth ............. Velocity.......... Flow Area......... Critical Depth.... Critical Slope.... Percent Full...... Full Capacity..... QMAX @.94D........ Froude Number..... 4.25 ft 0.0075 ft/ft 0.013 146.00 cfs 3.48 ft 11.75 fps 12.43 sf 3.57 ft 0.0072 ft/ft 81.82 %- 146.23 cfs 157.30 cfs 1.06 (flow is Supercritical) Open Channel Flow Module, Version 3.43 (c) 1991 Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 0n I3o� Circular Channel Analysis & Design Solved with Manning's Equation Open Channel - Uniform flow Worksheet Name: FONTANA / JN 04339 Comment: DZ -5 / INDIVIDUAL PIPE 32-31 Solve For Actual Depth Given Input Data: Diameter.......... Slope ............. Manning's n....... Discharge......... Computed Results: Depth ............. Velocity.......... Flow Area......... Critical Depth.... Critical Slope.... Percent Full...... Full Capacity..... QMAX @.94D........ Froude Number..... 4.00 ft 0.0063 ft/ft 0.013 119.00 cfs 3.46 ft 10.29 fps 11.56 sf 3.29 ft 0.0068 ft/ft 86.57 t 114.01 cfs 122.64 cfs 0.88 (flow is Subcritical) Open Channel Flow Module, Version 3.43 (c) 1991 Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 Circular Channel Analysis & Design Solved with Manning's Equation Open Channel - Uniform flow Worksheet Name: FONTANA / JN 04339 Comment: DZ -5 / INDIVIDUAL PIPE 31-30 Solve For Actual Depth Given Input Data: Diameter.......... Slope ............. Manning's n....... Discharge......... Computed Results: Depth ............. Velocity.......... Flow Area......... Critical Depth.... Critical Slope.... Percent Full...... Full Capacity..... QMAX @.94D........ Froude Number..... 4.00 ft 0.0034 ft/ft 0.013 82.00 cfs 3.21 ft 7.60 fps 10.79 sf 2.74 ft 0.0049 ft/ft 80.13 t 83.76 cfs 90.10 cfs 0.73 (flow is Subcritical) Open Channel Flow Module, Version 3.43 (c) 1991 Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 N I30r. N LIN Circular Channel Analysis & Design Solved with Manning's Equation Open Channel - Uniform flow Worksheet Name: FONTANA / JN 04339 Comment: DZ -5 / INDIVIDUAL PIPE 30-704 Solve For Actual Depth Given Input Data: Diameter.......... Slope ............. Manning's n....... Discharge......... Computed Results: Depth ............. Velocity.......... Flow Area......... Critical Depth.... Critical Slope.... Percent Full...... Full Capacity..... QMAX @.94D........ Froude Number..... 3.00 ft 0.0135 ft/ft 0.013 56.00 cfs 1.89 ft 11.94 fps 4.69 sf 2.43 ft 0.0072 ft/ft 62.98 W 77.50 cfs 83.36 cfs 1.65 (flow is Supercritical) Open Channel Flow Module, Version 3.43 (c) 1991 Haestad Methods, Inc. * 37 Brookside Rd *,Waterbury, Ct 06708