Loading...
HomeMy WebLinkAboutTract Map 36295 Hydrology & Hydraulic Report May 13, 2010Hydrology and Hydraulic Calculations For ;TataM3295c6 County of Riverside Prepared by: Richard Valdez, P.E. 31805 Temecula Parkway, #129 Temecula, CA 92592 (951)296-3930 MXf 13 2010 Richard Valdez Date RCE 48060, exp. 12-31-11 Section 1 Discussion Discussion The subject of this report, Tentative Tract Map 36295, is located in the Rancho California area of unincorporated Riverside County, California. The project site is located north of Rancho California Road, and west of Butterfield Stage Road. The site is approximately 25.0 acres, with 45 home sites proposed. ' The purpose of this report is to analyze the drainage for the developed condition, and justify the design of the storm drain culvert to convey runoff under Walcott Lane, and to verify the 10 -year storm flow is contained within the curb and 100 -year storm flow will ' be contained within the right-of-way. The 10- and 100 -year storm rational method calculations were prepared using ClvilCADD/Civil Design Software, © 1989-1998, version 5.1. The hydrology study control information (i.e., 2 -year — 1 hour precipitation, 100 -year — 24 hour precipitation, slope intensity duration curve, and hydrologic soils map for Rancho California) were ' obtained from the Riverside County Flood Control and Water Conservation District (RCFC & WCD) Manual. I Peak flows from the hydrology studies were used to analyze the proposed storm drain utilizing the Water Surface Profile Program Package, Version 12.91. Input data (.EDT files) and output files (.OUT files) are incorporated in Section 4 of this report. Section 2 Hydrology Calculations Proposed Condition - 100 yr. valdezag3100.out Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2001 Version 6.4 Rational Hydrology Study Date: 03/17/10 File:valdezag3100.out ********* Hydrology Study Control Information English (in -Ib) Units used in input data file Medofer Engineering, Inc., Menifee, CA - S/N 959 Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 100.00 Antecedent Moisture Condition = 2 Standard intensity -duration curves data (Plate D-4.1) For the [ Murrieta,Tmc;Rnch Callorco ] area used. 10 year storm 10 minute intensity = 2.360(ln/Hr) 10 year storm 60 minute intensity = 0.880(In/Hr) 100 year storm 10 minute intensity = 3.480(ln/Hr) 100 year storm 60 minute intensity = 1.300(In/Hr) Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.300(In/Hr) Slope of intensity duration curve = 0.5500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.100 to Point/Station 3.200 **** INITIAL AREA EVALUATION **** Initial area flow distance= 110.000(Ft.) Top (of initial area) elevation = 1318.300(Ft.) Bottom (of initial area) elevation = 1316.300(Ft.) Difference in elevation = 2.000(Ft.) Slope= 0.01818 s(percent)= 1.82 TC = k(0.390)'[(IengthA3)/(elevation change)]A0.2 Initial area time of concentration = 5.698 min. Rainfall intensity = 4.746(In/Hr) fora 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Page 1 valdezag3100.out Runoff Coefficient = 0.819 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 I Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 0.466(CFS) Total initial stream area = 0.120(Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.200 to Point/Station 3.300 "" STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION 1 Top of street segment elevation = 1316.300(Ft.) End of street segment elevation = 1303.500(Ft.) Length of street segment = 304.000(Ft.) Height of curb above gutter flowline = 6.0(ln.) Width of half street (curb to crown) = 14.000(Ft.) Distance from crown to crossfall grade break = 12.000(Ft.) I Slope from gutter to grade break (v/hz) _ -0.080 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 = 11.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(ln.) 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 = 1.787(CFS) Depth of flow = 0.246(Ft.), Average velocity = 3.699(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 5.970(Ft.) Flow velocity = 3.70(FUs) Travel time = 1.37 min. TC = 7.07 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.810 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 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 4.215(In/Hr) fora 100.0 year storm Page 2 valdezag3100.out Subarea runoff = 2.323(CFS) for 0.680(Ac.) Total runoff = 2.789(CFS) Total area = 0.800(Ac.) Street flow at end of street = 2.789(CFS) Half street flow at end of street = 2.789(CFS) Depth of flow = 0.277(Ft.), Average velocity = 4.040(FUs) Flow width (from curb towards crown)= 7.508(Ft.) Process from Point/Station 3.300 to Point/Station 4.100 1 "" STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION Top of street segment elevation = 1303.500(Ft.) End of street segment elevation = 1299.400(Ft.) Length of street segment = 340.000(Ft.) Height of curb above gutter flowline = 6.0(ln.) Width of half street (curb to crown) = 14.000(Ft.) Distance from crown to crossfall grade break = 12.000(Ft.) Slope from gutter to grade break (v/hz) _ -0.080 ' 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 = 11.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(ln.) Manning's N in gutter= 0.0150 1 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 5.666(CFS) Depth of flow = 0.396(Ft.), Average velocity = 2.929(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width= 13.446(Ft.) Flow velocity = 2.93(FUs) Travel time = 1.93 min. TC = 9.00 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.800 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 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 ' Rainfall intensity = 3.690(ln/Hr) fora 100.0 year storm Subarea runoff = 4.874(CFS) for 1.650(Ac.) Total runoff = 7.663(CFS) Total area = 2.450(Ac.) Street flow at end of street = 7.663(CFS) i Half street flow at end of street = 7.663(CFS) Page 3 valdezag3100.out Depth of flow = 0.426(Ft.), Average velocity = 3.250(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 14.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ I Process from Point/Station 4.100 to Point/Station 4.200 "' PIPEFLOW TRAVEL TIME (Program estimated size) "" Upstream point/station elevation = 1292.400(Ft.) Downstream point/station elevation = 1261.400(Ft.) Pipe length = 186.00(Ft.) Manning's N = 0.013 I No. of pipes = 1 Required pipe flow = 7.663(CFS) Nearest computed pipe diameter = 12.00(ln.) Calculated individual pipe flow = 7.663(CFS) Normal flow depth in pipe = 6.19(ln.) Flow top width inside pipe= 11.99(ln.) Critical depth could not be calculated. Pipe flow velocity = 18.76(FUs) Travel time through pipe= 0.17 min. Time of concentration (TC) = 9.17 min. Process from Point/Station 4.200 to Point/Station 4.300 "" IMPROVED CHANNEL TRAVEL TIME Upstream point elevation = 1261.400(Ft.) Downstream point elevation = 1258.400(Ft.) Channel length thru subarea = 240.000(Ft.) Channel base width = 8.000(Ft.) Slope or'Z' of left channel bank= 4.000 Slope or'Z' of right channel bank= 4.000 Estimated mean flow rate at midpoint of channel = 8.148(CFS) Manning's'N' = 0.025 Maximum depth of channel = 2.000(Ft.) Flow(q) thru subarea = 8.148(CFS) Depth of flow = 0.314(Ft.), Average velocity = 2.806(FUs) Channel flow top width= 10.510(Ft.) Flow Velocity = 2.81(FUs) Travel time = 1.43 min. ' Time of concentration = 10.59 min. Sub -Channel No. 1 Critical depth = 0.301(Ft.) Critical flow top width = 10.406(Ft.) Critical flow velocity= 2.943(FUs) Page 4 i I valdezag3100.out Critical flow area = 2.768(Sq.Ft) Adding area flow to channel I SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.793 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 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 3.374(In/Hr) fora 100.0 year storm Subarea runoff = 0.830(CFS) for 0.310(Ac.) Total runoff = 8.493(CFS) Total area = 2.760(Ac.) I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ I Process from Point/Station 4.200 to Point/Station 4.300 `*** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 ' Stream flow area = 2.760(Ac.) Runoff from this stream = 8.493(CFS) Time of concentration = 10.59 min. Rainfall intensity = 3.374(In/Hr) Program is now starting with Main Stream No. 2 Process from Point/Station 2.100 to Point/Station 2.200 **** INITIAL AREA EVALUATION '*`* Initial area flow distance = 118.000(Ft.) Top (of initial area) elevation = 1322.900(Ft.) Bottom (of initial area) elevation = 1320.900(Ft.) Difference in elevation = 2.000(Ft.) Slope= 0.01695 s(percent)= 1.69 I TC = k(0.390)*[(length A3)/(elevation change))A0.2 Initial area time of concentration = 5.943 min. Rainfall intensity = 4.637(ln/Hr) fora 100.0 year storm ' SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.817 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Page 5 valdezag3100.out Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 0.493(CFS) I Total initial stream area = 0.130(Ac.) Pervious area fraction = 0.500 Process from Point/Station 2.200 to Point/Station 2.300 ' *'*' STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION Top of street segment elevation = 1320.900(Ft.) End of street segment elevation = 1304.000(Ft.) Length of street segment = 377.000(Ft.) Height of curb above gutter flowline = 6.0(ln.) Width of half street (curb to crown) = 14.000(Ft.) Distance from crown to crossfall grade break = 12.000(Ft.) Slope from gutter to grade break (v/hz) _ -0.080 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 = 11.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(ln.) 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 = 4.850(CFS) Depth of flow = 0.318(Ft.), Average velocity = 4.672(FUs) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 9.546(Ft.) Flow velocity = 4.67(FUs) Travel time = 1.34 min. TC = 7.29 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) ' Runoff Coefficient = 0.809 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 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 4.145(ln/Hr) fora 100.0 year storm Subarea runoff = 7.714(CFS) for 2.300(Ac.) Total runoff = 8.207(CFS) Total area = 2.430(Ac.) Street flow at end of street = 8.207(CFS) Half street flow at end of street = 8.207(CFS) Page 6 valdezag3100.out Depth of flow = 0.366(Ft.), Average velocity = 5.276(FUs) Flow width (from curb towards crown)= 11.953(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.300 to Point/Station 6.100 "" STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION I op or street segmem eievauon = .i auv.uuutrt./ End of street segment elevation = 1300.000(Ft.) Length of street segment = 150.000(Ft.) Height of curb above gutter flowline = 6.0(ln.) Width of half street (curb to crown) = 14.000(Ft.) Distance from crown to crossfall grade break = 12.000(Ft.) Slope from gutter to grade break (v/hz) _ -0.080 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 = 11.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width= 2.000(Ft.) Gutter hike from flowline = 2.000(ln.) Manning's N in gutter= 0.0150 Manning's N from gutter to grade break= 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 8.224(CFS) Depth of flow = 0.393(Ft.), Average velocity = 4.330(FUs) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 13.314(Ft.) Flow velocity = 4.33(FUs) Travel time = 0.58 min. TC = 7.86 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.806 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 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 3.975(ln/Hr) fora 100.0 year storm Subarea runoff = 0.032(CFS) for 0.010(Ac.) Total runoff = 8.239(CFS) Total area = 2.440(Ac.) Street flow at end of street = 8.239(CFS) Half street flow at end of street = 8.239(CFS) Depth of flow = 0.393(Ft.), Average velocity = 4.332(Ft/s) Flow width (from curb towards crown)= 13.324(Ft.) Page 7 valdezag3100.out Process from Point/Station 2.300 to Point/Station 6.100 **"* CONFLUENCE OF MINOR STREAMS ""*" Along Main Stream number: 2 in normal stream number 1 Stream flow area = 2.440(Ac.) Runoff from this stream = 8.239(CFS) Time of concentration = 7.86 min. Rainfall intensity = 3.975(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.100 to Point/Station 1.200 ***' INITIAL AREA EVALUATION **** Initial area flow distance = 138.000(Ft.) Top (of initial area) elevation = 1321.000(Ft.) Bottom (of initial area) elevation = 1319.000(Ft.) Difference in elevation = 2.000(Ft.) Slope = 0.01449 s(percent)= 1.45 TC = k(0.390)*[(lengthA3)/(elevation change)]^0.2 Initial area time of concentration = 6.528 min. Rainfall intensity = 4.403(ln/Hr) fora 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.814 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 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 0.466(CFS) Total initial stream area = 0.130(Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.200 to Point/Station 1.300 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION Top of street segment elevation = 1319.000(Ft. End of street segment elevation = 1311.600(Ft. Length of street segment = 433.000(Ft.) Height of curb above gutter flowline = 6.0(ln.) Page 8 valdezag3100.out Width of half street (curb to crown) = 14.000(Ft.) Distance from crown to crossfall grade break = 12.000(Ft.) Slope from gutter to grade break (v/hz) _ -0.080 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 = 11.000(Ft.) Slope from curb to property line (v/hz) = 0.020 I Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(ln.) 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 = 4.335(CFS) Depth of flow = 0.351(Ft.), Average velocity= 3.141(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width= 11.195(Ft.) Flow velocity = 3.14(Ft/s) Travel time = 2.30 min. TC = 8.83 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.801 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 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 3.730(ln/Hr) fora 100.0 year storm Subarea runoff = 6.457(CFS) for 2.160(Ac.) Total runoff = 6.923(CFS) Total area = 2.290(Ac.) Street flow at end of street = 6.923(CFS) Half street flow at end of street = 6.923(CFS) Depth of flow = 0.398(Ft.), Average velocity = 3.508(Ft/s) Flow width (from curb towards crown)= 13.589(Ft.) i ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.300 to Point/Station 6.100 "' PIPEFLOW TRAVEL TIME (Program estimated size) "" Upstream point/station elevation = 1304.600(Ft.) Downstream point/station elevation = 1300.000(Ft.) Pipe length = 580.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 6.923(CFS) Nearest computed pipe diameter = 18.00(ln.) Calculated individual pipe flow = 6.923(CFS) Normal flow depth in pipe= 11.52(ln.) Flow top width inside pipe = 17.28(In.) Page 9 valdezag3100.out Critical Depth = 12.22(ln.) Pipe flow velocity = 5.79(FUs) Travel time through pipe = 1.67 min. Time of concentration (TC) = 10.49 min. i� j++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.300 to Point/Station 6.100 "" CONFLUENCE OF MINOR STREAMS "" Along Main Stream number: 2 in normal stream number 2 Stream flow area = 2.290(Ac.) Runoff from this stream = 6.923(CFS) Time of concentration = 10.49 min. Rainfall intensity = 3.392(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 8.239 7.86 3.975 2 6.923 10.49 3.392 Largest stream flow has longer or shorter time of concentration Qp = 8.239 + sum of Qa Tb/Ta 6.923 ` 0.749 = 5.188 Qp = 13.427 Total of 2 streams to confluence: Flow rates before confluence point: 8.239 6.923 Area of streams before confluence: 2.440 2.290 Results of confluence: Total flow rate = 13.427(CFS) I Time of concentration = 7.865 min. Effective stream area after confluence = 4.730(Ac.) Process from Point/Station 6.100 to Point/Station 6.200 "" STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION Top of street segment elevation = 1300.000(Ft.) End of street segment elevation = 1293.200(Ft.) Page 10 valdezag3100.out ' Length of street segment = 217.000(Ft.) Height of curb above gutter flowline = 6.0(I1.) Width of half street (curb to crown) = 14.000(Ft.) Distance from crown to crossfall grade break = 12.000(Ft.) Slope from gutter to grade break (v/hz) _ -0.080 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 = 11.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(ln.) 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 = 14.066(CFS) Depth of flow = 0.440(Ft.), Average velocity = 5.517(Ft/s) Note: depth of flow exceeds top of street crown. Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 14.000(Ft.) Flow velocity = 5.52(Ft/s) Travel time = 0.66 min. TC = 8.52 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.803 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 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 3.803(ln/Hr) fora 100.0 year storm Subarea runoff = 1.374(CFS) for 0.450(Ac.) Total runoff = 14.801(CFS) Total area = 5.180(Ac.) Street flow at end of street = 14.801(CFS) Half street flow at end of street = 14.801(CFS) Depth of flow = 0.445(Ft.), Average velocity = 5.630(FUs) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 14.000(Ft.) Process from Point/Station 6.200 to Point]Station 5.300 "" PIPEFLOW TRAVEL TIME (Program estimated size) "" Upstream point/station elevation = 1287.200(Ft.) Downstream point/station elevation = 1286.200(Ft.) Pipe length = 30.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 14.801(CFS) Page 11 valdezag3100.out Nearest computed pipe diameter = 18.00(ln.) Calculated individual pipe flow = 14.801 (CFS) Normal flow depth in pipe = 11.86(In.) Flow top width inside pipe = 17.07(ln.) Critical Depth = 16.80(ln.) Pipe flow velocity = 11.97(FUs) Travel time through pipe = 0.04 min. Time of concentration (TC) = 8.56 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 6.200 to Point/Station 5.300 **** CONFLUENCE OF MINOR STREAMS ***' Along Main Stream number: 2 in normal stream number 1 Stream flow area = 5.180(Ac.) Runoff from this stream = 14.801(CFS) Time of concentration = 8.56 min. Rainfall intensity = 3.793(ln/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5.100 to Point/Station 5.200 **** INITIAL AREA EVALUATION **** Initial area flow distance = 120.000(Ft.) Top (of initial area) elevation = 1304.200(Ft.) Bottom (of initial area) elevation = 1301.400(Ft.) Difference in elevation = 2.800(Ft.) Slope = 0.02333 s(percent)= 2.33 TC = k(0.390)'[(IengthA3)/(elevation change)]A0.2 Initial area time of concentration = 5.612 min. Rainfall intensity = 4.785(In/Hr) fora 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.819 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 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 0.666(CFS) Total initial stream area = 0.170(Ac.) Pervious area fraction = 0.500 Page 12 valdezag3100.out Process from Point/Station 5.200 to Point/Station 5.300 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION Top of street segment elevation = 1301.400(Ft.) ' End of street segment elevation = 1293.200(Ft.) Length of street segment = 170.000(Ft.) Height of curb above gutter flowline = 6.0(ln.) ' Width of half street (curb to crown) = 14.000(Ft.) Distance from crown to crossfall grade break = 12.000(Ft.) Slope from gutter to grade break (v/hz) _ -0.080 ' 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 = 11.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter= 0.0150 ' Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 1.823(CFS) Depth of flow = 0.243(Ft.), Average velocity = 3.925(FUs) ' Streetflow, hydraulics at midpoint of street travel: Halfstreet flow width = 5.812(Ft.) Flow velocity = 3.92(Ft/s) Travel time = 0.72 min. TC = 6.33 min. ' Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.815 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 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 4.477(ln/Hr) fora 100.0 year storm Subarea runoff = 2.152(CFS) for 0.590(Ac.) Total runoff = 2.818(CFS) Total area = 0.760(Ac.) Street flow at end of street = 2.818(CFS) ' Half street flow at end of street = 2.818(CFS) Depth of flow = 0.273(Ft.), Average velocity = 4.272(FUs) Flow width (from curb towards crown)= 7.301(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ' Process from Point/Station 5.200 to Point/Station 5.300 **** CONFLUENCE OF MINOR STREAMS **** Page 13 valdezag3100.out Along Main Stream number: 2 in normal stream number 2 Stream flow area = 0.760(Ac.) Runoff from this stream = 2.818(CFS) Time of concentration = 6.33 min. Rainfall intensity = 4.477(ln/Hr) ' Summary of stream data: Stream Flow rate TC Rainfall Intensity ' No. (CFS) (min) (In/Hr) 1 14.801 8.56 3.793 ' 2 2.818 6.33 4.477 Largest stream flow has longer time of concentration Qp = 14.801 + sum of Qb la/Ib 2.818 * 0.847 = 2.388 Qp = 17.189 ' Total of 2 streams to confluence: Flow rates before confluence point: 14.801 2.818 ' Area of streams before confluence: 5.180 0.760 Results of confluence: ' Total flow rate = 17.189(CFS) Time of concentration = 8.562 min. Effective stream area after confluence = 5.940(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5.300 to Point/Station 5.400 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1286.200(Ft.) Downstream point/station elevation = 1278.200(Ft.) Pipe length = 256.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 17.189(CFS) Nearest computed pipe diameter = 18.00(In.) Calculated individual pipe flow = 17.189(CFS) Normal flow depth in pipe = 13.69(ln.) Flow top width inside pipe = 15.37(ln.) Critical depth could not be calculated. Pipe flow velocity = 11.93(Ft/s) Travel time through pipe = 0.36 min. Time of concentration (TC) = 8.92 min. Page 14 valdezag3100.out ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5.400 to Point/Station 4.300 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 1278.200(Ft.) Downstream point elevation = 1258.400(Ft.) Channel length thru subarea = 267.000(Ft.) Channel base width = 4.000(Ft.) Slope or'Z' of left channel bank= 4.000 Slope or'Z' of right channel bank = 4.000 Estimated mean flow rate at midpoint of channel = 17.435(CFS) Manning's'N' = 0.025 Maximum depth of channel = 2.000(Ft.) Flow(q) thru subarea = 17.435(CFS) Depth of flow = 0.412(Ft.), Average velocity = 7.489(Ft/s) Channel flow top width = 7.297(Ft.) Flow Velocity = 7.49(Ft/s) Travel time = 0.59 min. Time of concentration = 9.51 min. Sub -Channel No. 1 Critical depth = 0.664(Ft.) Critical flow top width.= 9.313(Ft.) Critical flow velocity= 3.944(FUs) Critical flow area = 4.420(Sq.Ft) Adding area flow to channel SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.798 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 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 3.580(ln/Hr) fora 100.0 year storm Subarea runoff = 0.486(CFS) for 0.170(Ac.) Total runoff = 17.675(CFS) Total area = 6.110(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5.400 to Point/Station 4.300 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: Page 15 valdezag3100.out In Main Stream number: 2 Stream flow area = 6.110(Ac.) Runoff from this stream = 17.675(CFS) Time of concentration = 9.51 min. Rainfall intensity = 3.580(ln/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 8.493 10.59 3.374 2 17.675 9.51 3.580 Largest stream flow has longer or shorter time of concentration Qp = 17.675 + sum of Oa Tb/Ta 8.493 ` 0.898 = 7.628 Qp = 25.302 Total of 2 main streams to confluence: Flow rates before confluence point: 8.493 17.675 Area of streams before confluence: 2.760 6.110 Results of confluence: Total flow rate = 25.302(CFS) Time of concentration = 9.514 min. Effective stream area after confluence = 8.870(Ac.) End of computations, total study area = 8.87 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.500 Area averaged RI index number = 56.0 Page 16 Section 3 Hydrology Calculations Proposed Condition - 10 yr. valdezag310.out Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2001 Version 6.4 Rational Hydrology Study Date: 03/17/10 File:valdezag310.out Hydrology Study Control Information English (in -Ib) Units used in input data file Medofer Engineering, Inc., Menifee, CA - S/N 959 Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 10.00 Antecedent Moisture Condition = 2 Standard intensity -duration curves data (Plate D-4.1) For the [ Murrieta,Tmc,Rnch Callorco ] area used. 10 year storm 10 minute intensity = 2.360(ln/Hr) 10 year storm 60 minute intensity = 0.880(ln/Hr) 100 year storm 10 minute intensity = 3.480(ln/Hr) 100 year storm 60 minute intensity = 1.300(In/Hr) Storm event year = 10.0 Calculated rainfall intensity data: 1 hour intensity = 0.880(In/Hr) Slope of intensity duration curve = 0.5500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.100 to Point/Station 3.200 **** INITIAL AREA EVALUATION **** Initial area flow distance= 110.000(Ft.) Top (of initial area) elevation = 1318.300(Ft.) Bottom (of initial area) elevation = 1316.300(Ft.) Difference in elevation = 2.000(Ft.) Slope= 0.01818 s(percent)= 1.82 TC = k(0.390)'[(lengthA3)/(elevation change)]^0.2 Initial area time of concentration = 5.698 min. Rainfall intensity = 3.212(In/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Page 1 I valdezag310.out Runoff Coefficient = 0.789 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 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 0.304(CFS) Total initial stream area = 0.120(Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.200 to Point/Station 3.300 "" STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION Top of street segment elevation = 1316.300(Ft.) End of street segment elevation = 1303.500(Ft.) Length of street segment = 304.000(Ft.) Height of curb above gutter flowline = 6.0(ln.) Width of half street (curb to crown) = 14.000(Ft.) Distance from crown to crossfall grade break = 12.000(Ft.) Slope from gutter to grade break (v/hz) _ -0.080 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 = 11.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 1.166(CFS) Depth of flow = 0.219(Ft.), Average velocity = 3.455(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 4.593(Ft.) Flow velocity = 3.45(Ft/s) Travel time = 1.47 min. TC = 7.16 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.778 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 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 2.832(ln/Hr) for a 10.0 year storm Page 2 valdezag310.out Subarea runoff = 1.499(CFS) for 0.680(Ac.) Total runoff = 1.804(CFS) Total area = 0.800(Ac.) Street flow at end of street = 1.804(CFS) Half street flow at end of street = 1.804(CFS) Depth of flow = 0.247(Ft.), Average velocity = 3.705(Ft/s) Flow width (from curb towards crown)= 6.001(Ft.) Process from Point/Station 3.300 to Point/Station 4.100 '*** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION Top of street segment elevation = 1303.500(Ft.) End of street segment elevation = 1299.400(Ft.) Length of street segment = 340.000(Ft.) Height of curb above gutter flowline = 6.0(ln.) Width of half street (curb to crown) = 14.000(Ft.) Distance from crown to crossfall grade break = 12.000(Ft.) Slope from gutter to grade break (v/hz) _ -0.080 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 = 11.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(ln.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break= 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 3.664(CFS) Depth of flow = 0.351(Ft.), Average velocity= 2.642(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 11.224(Ft.) Flow velocity = 2.64(FUs) Travel time = 2.14 min. TC = 9.31 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.765 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 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 2.452(ln/Hr) for a 10.0 year storm Subarea runoff = 3.097(CFS) for 1.650(Ac.) Total runoff = 4.900(CFS) Total area = 2.450(Ac.) Street flow at end of street = 4.900(CFS) Half street flow at end of street = 4.900(CFS) Page 3 valdezag310.out Depth of flow = 0.380(Ft.), Average velocity = 2.829(FUs) Flow width (from curb towards crown)= 12.670(Ft.) Process from Point/Station 4.100 to Point/Station 4.200 **** PIPEFLOW TRAVEL TIME (Program estimated size) *'*' Upstream point/station elevation = 1292.400(Ft.) Downstream point/station elevation = 1261.400(Ft.) Pipe length = 186.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 4.900(CFS) Nearest computed pipe diameter = 9.00(ln.) Calculated individual pipe flow = 4.900(CFS) Normal flow depth in pipe = 5.68(ln.) Flow top width inside pipe = 8.68(ln.) Critical depth could not be calculated. Pipe flow velocity = 16.66(Ft/s) Travel time through pipe= 0.19 min. ITime of concentration (TC) = 9.49 min. Process from Point/Station 4.200 to Point/Station 4.300 *' IMPROVED CHANNEL TRAVEL TIME'*** 1 Upstream point elevation = 1261.400(Ft.) Downstream point elevation = 1258.400(Ft.) Channel length thru subarea = 240.000(Ft.) Channel base width = 8.000(Ft.) Slope or'Z' of left channel bank = 4.000 Slope or'Z' of right channel bank= 4.000 Estimated mean flow rate at midpoint of channel = 5.210(CFS) Manning's'N' = 0.025 Maximum depth of channel = 2.000(Ft.) Flow(q) thru subarea = 5.210(CFS) Depth of flow = 0.242(Ft.), Average velocity= 2.401(Ft/s) Channel flow top width = 9.936(Ft.) ' Flow Velocity = 2.40(Ft/s) Travel time = 1.67 min. Time of concentration= 11.16 min. Sub -Channel No. 1 Critical depth = 0.227(Ft.) Critical flow top width = 9.813(Ft.) Critical flow velocity= 2.582(FVs) Critical flow area = 2.018(Sq.Ft) Page 4 valdezag310.out Adding area flow to channel SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.756 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 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 2.219(ln/Hr) for a 10.0 year storm Subarea runoff = 0.520(CFS) for 0.310(Ac.) Total runoff = 5.420(CFS) Total area = 2.760(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.200 to Point/Station 4.300 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 2.760(Ac.) I Runoff from this stream = 5.420(CFS) Time of concentration= 11.16 min. Rainfall intensity = 2.219(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.100 to Point/Station 2.200 **** INITIAL AREA EVALUATION **** Initial area flow distance= 118.000(Ft.) Top (of initial area) elevation = 1322.900(Ft.) Bottom (of initial area) elevation = 1320.900(Ft.) Difference in elevation = 2.000(Ft.) Slope = 0.01695 s(percent)= 1.69 TC = k(0.390)*[(IengthA3)/(elevation change)]A0.2 Initial area time of concentration = 5.943 min. Rainfall intensity = 3.139(ln/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.787 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 Page 5 valdezag310.out RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff= 0.321 (CFS) Total initial stream area = 0.130(Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.200 to Point/Station 2.300 "" STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION Top of street segment elevation = 1320.900(Ft.) End of street segment elevation = 1304.000(Ft.) Length of street segment = 377.000(Ft.) Height of curb above gutter flowline = 6.0(ln.) Width of half street (curb to crown) = 14.000(Ft.) Distance from crown to crossfall grade break = 12.000(Ft.) Slope from gutter to grade break (v/hz) _ -0.080 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 = 11.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 3.164(CFS) Depth of flow = 0.284(Ft.), Average velocity = 4.253(FUs) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 7.856(Ft.) Flow velocity = 4.25(Ft/s) Travel time = 1.48 min. TC = 7.42 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.777 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 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 2.778(ln/Hr) for a 10.0 year storm Subarea runoff = 4.963(CFS) for 2.300(Ac.) Total runoff = 5.284(CFS) Total area = 2.430(Ac.) Street flow at end of street = 5.284(CFS) Half street flow at end of street = 5.284(CFS) Depth of flow = 0.325(Ft.), Average velocity = 4.764(Ft/s) Page 6 valdezag310.out Flow width (from curb towards crown)= 9.912(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.300 to Point/Station 6.100 ***' STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION Top of street segment elevation = 1304.000(Ft.) End of street segment elevation = 1300.000(Ft.) Length of street segment = 150.000(Ft.) Height of curb above gutter flowline = 6.0(ln.) Width of half street (curb to crown) = 14.000(Ft.) Distance from crown to crossfall grade break = 12.000(Ft.) Slope from gutter to grade break (v/hz) _ -0.080 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 = 11.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(ln.) Manning's N in gutter= 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 5.295(CFS) Depth of flow = 0.348(Ft.), Average velocity = 3.903(FUs) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width= 11.091(Ft.) Flow velocity = 3.90(Ft/s) Travel time = 0.64 min. TC = 8.06 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.773 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 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 2.654(ln/Hr) for a 10.0 year storm Subarea runoff = 0.021 (CFS) for 0.010(Ac.) Total runoff = 5.305(CFS) Total area = 2.440(Ac.) Street flow at end of street = 5.305(CFS) Half street flow at end of street = 5.305(CFS) Depth of flow = 0.349(Ft.), Average velocity = 3.905(Ft/s) Flow width (from curb towards crown)= 11.099(Ft.) Page 7 I valdezag310.out Process from Point/Station 2.300 to Point/Station 6.100 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 2.440(Ac.) Runoff from this stream = 5.305(CFS) Time of concentration = 8.06 min. Rainfall intensity = 2.654(ln/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.100 to Point/Station 1.200 **** INITIAL AREA EVALUATION **** Initial area flow distance = 138.000(Ft.) Top (of initial area) elevation = 1321.000(Ft.) Bottom (of initial area) elevation = 1319.000(Ft.) Difference in elevation = 2.000(Ft.) Slope = 0.01449 s(percent)= 1.45 TC = k(0.390)*[(length A3)/(elevation change)]A0.2 Initial area time of concentration = 6.528 min. Rainfall intensity = 2.981(ln/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.783 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 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 0.303(CFS) Total initial stream area = 0.130(Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.200 to Point/Station 1.300 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1319.000(Ft.) End of street segment elevation = 1311.600(Ft.) Length of street segment = 433.000(Ft.) Height of curb above gutter flowline = 6.0(ln.) Width of half street (curb to crown) = 14.000(Ft.) Page 8 valdezag310.out Distance from crown to crossfall grade break = 12.000(Ft.) Slope from gutter to grade break (v/hz) _ -0.080 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 = 11.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(ln.) 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 = 2.824(CFS) Depth of flow = 0.313(Ft.), Average velocity = 2.847(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 9.302(Ft.) Flow velocity = 2.85(Ft/s) Travel time = 2.53 min. TC = 9.06 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.767 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 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 2.489(ln/Hr) for a 10.0 year storm Subarea runoff = 4.121(CFS) for 2.160(Ac.) Total runoff = 4.425(CFS) Total area = 2.290(Ac.) Street flow at end of street = 4.425(CFS) Half street flow at end of street = 4.425(CFS) Depth of flow = 0.353(Ft.), Average velocity = 3.156(Ft/s) Flow width (from curb towards crown)= 11.293(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.300 to Point/Station 6.100 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1304.600(Ft.) Downstream point/station elevation = 1300.000(Ft.) Pipe length = 580.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 4.425(CFS) Nearest computed pipe diameter = 15.00(ln.) Calculated individual pipe flow = 4.425(CFS) Normal flow depth in pipe = 9.87(In.) Flow top width inside pipe = 14.23(In.) Critical Depth = 10.23(ln.) Page 9 valdezag310.out ' Pipe flow velocity = 5.17(Ft/s) Travel time through pipe = 1.87 min. Time of concentration (TC) = 10.93 min. i ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.300 to Point/Station 6.100 "" CONFLUENCE OF MINOR STREAMS ***' Along Main Stream number: 2 in normal stream number 2 Stream flow area = 2.290(Ac.) Runoff from this stream = 4.425(CFS) Time of concentration = 10.93 min. Rainfall intensity = 2.245(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 5.305 8.06 2.654 2 4.425 10.93 2.245 Largest stream flow has longer or shorter time of concentration Qp = 5.305 + sum of Qa Tb/Ta 4.425 ' 0.737 = 3.263 Qp = 8.567 Total of 2 streams to confluence: Flow rates before confluence point: 5.305 4.425 Area of streams before confluence: 2.440 2.290 Results of confluence: Total flow rate = 8.567(CFS) Time of concentration = 8.061 min. Effective stream area after confluence = 4.730(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 6.100 to Point/Station 6.200 "" STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION Top of street segment elevation = 1300.000(Ft.) End of street segment elevation = 1293.200(Ft.) Length of street segment = 217.000(Ft.) Page 10 valdezag310.out Height of curb above gutter flowline = 6.0(ln.) Width of half street (curb to crown) = 14.000(Ft.) Distance from crown to crossfall grade break = 12.000(Ft.) Slope from gutter to grade break (v/hz) _ -0.080 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 = 11.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width= 2.000(Ft.) Gutter hike from flowline = 2.000(ln.) Manning's N in gutter= 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 8.975(CFS) Depth of flow = 0.394(Ft.), Average velocity= 4.701(FUs) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 13.351 (Ft.) Flow velocity = 4.70(Ft/s) Travel time = 0.77 min. TC = 8.83 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.768 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 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 2.525(ln/Hr) for a 10.0 year storm Subarea runoff = 0.873(CFS) for 0.450(Ac.) Total runoff = 9.440(CFS) Total area = 5.180(Ac.) Street flow at end of street = 9.440(CFS) Half street flow at end of street = 9.440(CFS) Depth of flow = 0.399(Ft.), Average velocity = 4.758(FUs) Flow width (from curb towards crown)= 13.628(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 6.200 to Point/Station 5.300 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1287.200(Ft.) Downstream point/station elevation = 1286.200(Ft.) Pipe length = 30.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 9.440(CFS) Nearest computed pipe diameter = 15.00(ln.) Calculated individual pipe flow = 9.440(CFS) Normal flow depth in pipe= 10.15(ln.) Page 11 valdezag310.out Flow top width inside pipe = 14.03(ln.) Critical Depth = 14.03(ln.) Pipe flow velocity = 10.68(Ft/s) Travel time through pipe = 0.05 min. Time of concentration (TC) = 8.88 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 6.200 to Point/Station 5.300 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 5.180(Ac.) Runoff from this stream = 9.440(CFS) Time of concentration = 8.88 min. Rainfall intensity = 2.517(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5.100 to Point/Station 5.200 **** INITIAL AREA EVALUATION **** Initial area flow distance = 120.000(Ft.) Top (of initial area) elevation = 1304.200(Ft.) Bottom (of initial area) elevation = 1301.400(Ft.) Difference in elevation = 2.800(Ft.) Slope = 0.02333 s(percent)= 2.33 TC = k(0.390)*[(lengthA3)/(elevation change)]A0.2 Initial area time of concentration = 5.612 min. Rainfall intensity = 3.239(In/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.790 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 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 0.435(CFS) Total initial stream area = 0.170(Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5.200 to Point/Station 5.300 Page 12 valdezag310.out ***' STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION *"'* Top of street segment elevation = 13ui.4uutrt./ End of street segment elevation = 1293.200(Ft.) Length of street segment = 170.000(Ft.) Height of curb above gutter flowline = 6.0(ln.) Width of half street (curb to crown) = 14.000(Ft.) Distance from crown to crossfall grade break = 12.000(Ft.) Slope from gutter to grade break (v/hz) _ -0.080 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 = 11.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(ln.) 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 = 1.190(CFS) Depth of flow = 0.215(Ft.), Average velocity = 3.676(FUs) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 4.439(Ft.) Flow velocity = 3.68(Ft/s) Travel time = 0.77 min. TC = 6.38 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.784 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 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 3.018(ln/Hr) for a 10.0 year storm Subarea runoff = 1.396(CFS) for 0.590(Ac.) Total runoff = 1.831 (CFS) Total area = 0.760(Ac.) Street flow at end of street = 1.831 (CFS) Half street flow at end of street = 1.831(CFS) Depth of flow = 0.243(Ft.), Average velocity = 3.928(Ft/s) Flow width (from curb towards crown)= 5.827(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5.200 to Point/Station 5.300 **** CONFLUENCE OF MINOR STREAMS''*' Along Main Stream number: 2 in normal stream number 2 Page 13 valdezag310.out ' Stream flow area = 0.760(Ac.) Runoff from this stream = 1.831(CFS) Time of concentration = 6.38 min. Rainfall intensity = 3.018(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 9.440 8.88 2.517 2 1.831 6.38 3.018 Largest stream flow has longer time of concentration Qp = 9.440 + sum of Qb la/Ib 1.831 ' 0.834 = 1.527 Qp = 10.967 Total of 2 streams to confluence: Flow rates before confluence point: 9.440 1.831 Area of streams before confluence: 5.180 0.760 Results of confluence: Total flow rate = 10.967(CFS) Time of concentration = 8.877 min. Effective stream area after confluence = 5.940(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5.300 to Point/Station 5.400 •'" PIPEFLOW TRAVEL TIME (Program estimated size) "" Upstream point/station elevation = 1286.200(Ft.) Downstream point/station elevation = 1278.200(Ft.) Pipe length = 256.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 10.967(CFS) Nearest computed pipe diameter = 15.00(In.) Calculated individual pipe flow = 10.967(CFS) Normal flow depth in pipe= 11.79(ln.) Flow top width inside pipe= 12.31(ln.) Critical depth could not be calculated. Pipe flow velocity = 10.60(FUs) Travel time through pipe = 0.40 min. Time of concentration (TC) = 9.28 min. Page 14 I valdezag310.out Process from PoinUStation 5.400 to Point/Station 4.300 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 1278.200(I-1.) Downstream point elevation = 1258.400(Ft.) Channel length thru subarea = 267.000(Ft.) Channel base width = 4.000(Ft.) Slope or'Z' of left channel bank= 4.000 Slope or'Z' of right channel bank = 4.000 Estimated mean flow rate at midpoint of channel = 11.124(CFS) Manning's'N' = 0.025 Maximum depth of channel = 2.000(Ft.) Flow(q) thru subarea = 11.124(CFS) Depth of flow = 0.322(Ft.), Average velocity = 6.526(FUs) Channel flow top width = 6.578(Ft.) Flow Velocity = 6.53(FUs) Travel time = 0.68 min. Time of concentration = 9.96 min. Sub -Channel No. 1 Critical depth = 0.520(Ft.) Critical flow top width = 8.156(Ft.) Critical flow velocity= 3.523(Ft/s) Critical flow area = 3.158(Sq.Ft) Adding area flow to channel SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.762 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 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 2.363(In/Hr) for a 10.0 year storm Subarea runoff = 0.306(CFS) for 0.170(Ac.) Total runoff = 11.273(CFS) Total area = 6.110(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5.400 to Point/Station 4.300 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 6.110(Ac.) Runoff from this stream = 11.273(CFS) Page 15 valdezag310.out ' Time of concentration = 9.96 min. Rainfall intensity = 2.363(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) ' 1 5.420 11.16 2.219 2 11.273 9.96 2.363 Largest stream flow has longer or shorter time of concentration Qp = 11.273 + sum of Qa Tb/Ta 5.420 ' 0.893 = 4.837 ' Qp = 16.111 Total of 2 main streams to confluence: I Flow rates before confluence point: 5.420 11.273 Area of streams before confluence: 2.760 6.110 Results of confluence: Total flow rate = 16.111 (CFS) Time of concentration = 9.961 min. Effective stream area after confluence = 8.870(Ac.) End of computations, total study area = 8.87 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.500 Area averaged RI index number = 56.0 Page 16 Section 4 Hydraulic Calculations To be provided at a later date Section 5 Hydrology Map TENTATIVE TRACT MAP 36295 HYDROLOGY MAP f GRAPHIC SCALE ( W FEET ) 1 inch = 60 ft. LEGEND: DRAINAGE AREA BOUNDARY, ACRES DRAINAGE SUBAREA BOUNDARY 2.30ac. DRAINAGE AREA, ACRES DRAINAGE LENGTH, FEET .--- NODE LABEL 1311.0 —ELEVATION AT NODE © Copyright 2009, Richard Valdez, P.E.