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HomeMy WebLinkAboutCT 13-03; Robertson Ranch West Village Rancho Costera-Part 2; Drainage Study; 2015-07-15r T SECTION 7 Curb Inlet Calculations Inlet Calculations for Rancho Costera 3 )1307-5 Aprir29, 2015 Street Inlet Continuous Grade: »- = Qioo/0.7(a+y) 3/2 Street Inlet Sump Condition: L = length of clear opening in feet (S'min, 20' max) Qioo = flow in CFS a = depth of depression of flowline at inlet in feet = 0.33' typical y = depth of flow in gutter approach L = Qioo/2 L = length of clear opening in feet (5' min, 20' max) Qioo = flow in CFS BASIN E-F Inlet Node # Street Name Continous Grade (CG) or Sump Condition (Sump) Qioo a Y L L + l (Round Up) 5004 Robertson Road CG 2.78 0.33 0.27 8.55 10.0 5007 Robertson Road CG 2.24 0.33 0.26 7.06 9.0 BASIN G Inlet Node tt Street Name Continous Grade (CG) or Sump Condition (Sump) Qioo a y L L + l (Round Up) 3004 Glasgow Drive CG 5.20 0.33 0.34 13.55 15.0 3012 Glasgow Drive CG 7.66 0.33 0.38 18.29 20.0 3020 Glasgow Drive CG 6.41 0.33 0.38 15.31 17.0 3028 Glasgow Drive CG 5.21 0.33 0.37 12.71 14.0 3036 Robertson Road Sump 1.49 --0.75 5.0 G:\101307\Hydrology\B Map Hyd\3rd Submittal\RC Curb Inlet Length.xlsxl of 3 1307-5 '29, 2015 3046 Robertson Road Sump 2.60 --1.30 5.0 3064 Wellspring Street CG 12.81 0.33 0.38 30.59 32.0 Provide two curb inlets L = 16' and L=17', see calculations for below CG, Bypass Inlet 6.21 0.33 0.38 14.83 16.0 CG, Qioo 6.60 0.33 0.38 15.76 17.0 3072 Wellspring Street CG 3.60 0.33 0.31 10.04 12.0 3080 Nelson Court Sump 2.87 --1.44 5.0 3086 Wellspring Street CG 2.29 0.33 0.28 6.87 8.0 3092 Wellspring Street CG 3.11 0.33 0.3 8.88 10.0 3098 Wellspring Street Sump 5.14 --2.57 5.0 3106 Wellspring Street Sump 9.45 --4.73 6.0 3114 Robertson Road Sump 2.78 --1.39 5.0 3120 Robertson Road CG 2.51 0.33 0.29 7.34 9.0 3166 West Ranch St CG 5.97 0.33 0.34 15.55 17.0 3172 West Ranch St CG 5.35 0.33 0.33 14.25 16.0 BASIN H Inlet Node tt Street Name Continous Grade (CG) or Sump Condition (Sump) Qioo a V L L + l (Round Up) 231.1 Wadsworth St. CG 8.56 0.33 0.4 19.61 21.0 233.1 Wadsworth St. CG 3.94 0.33 0.33 10.50 12.0 234 Wadsworth St. CG 5.58 0.33 0.34 14.54 16.0 235 Wadsworth St. CG 5.12 0.33 0.34 13.34 15.0 241 Gage Drive CG 8.00 0.33 0.38 19.10 21.0 244 Gage Drive CG 7.47 0.33 0.35 19.03 21.0 249 Kentner Court Sump 2.30 --1.15 5.0 252 Kentner Court Sump 2.91 --1.46 5.0 255 Gage Drive CG 6.98 0.33 0.37 17.03 19.0 260 Gage Drive Sump 5.17 --2.59 5.0 263 Gage Drive Sump 3.19 --1.60 5.0 2003 Glasgow Drive Sump 4.94 --2.47 5.0 2004 Glasgow Drive Sump 5.45 --2.73 5.0 G:\101307\Hydrology\B Map Hyd\3rd Submittal\RC Curb Inlet Length.xlsx2 of 3 ^^1307-5 April 29, 2015 114 Edinburgh Drive CG 4.54 0.33 0.35 11.57 13.0 116 Edinburgh Drive Sump 3.34 --1.67 5.0 122 Edinburgh Drive Sump 3.26 --1.63 5.0 BASIN PA 13 Inlet Node # Street Name Continous Grade (CG) or Sump Condition (Sump) Qioo a V L L+l (Round Up) 4010 Mist Court CG 7.11 0.33 0.45 14.74 16.0 G:\101307\Hydrology\B Map Hyd\3rd Submittal\RC Curb Inlet Length.xlsx3 of 3 SECTION 8 10 Yr. Proposed Hydrologic Calculations (See Exhibit 'B') Opck^^J-e^ ^ r dl o J p . 77?/s^-hL><=^y z)f lo-yr. ^-hor/^ C>p^/?/^^ ^/^/^^ Or^/y, ^.=<s-/7^>^ f San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c)1991-2006 Version 7.7 Rational method hydrology program based on San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology Study Date: 01/19/15 Rancho Costera Basin E-F 10-YEAR STORM EVENT Final B Map Design G:\101307\Hydrology\B Map\RCBasinEFlO.out JST ********* Hydrology Study Control Information ********** Program License Serial Number 6218 Rational hydrology study storm event year is 10.0 English (in-lb) input data Units used Map data precipitation entered: 6 hour, precipitation(inches) = 1.700 24 hour precipitation(inches) = 3.100 P6/P24 = 54.8% San Diego hydrology manual 'C values used ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5000.000 to Point/Station 5000.000 ^ **** USER DEFINED FLOW INFORMATION AT A POINT **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL ] (4.3 DU/A or Less ) Impervious value, Ai = 0.300 Sub-Area C Value = 0.52 0 Rainfall intensity (I) = 1.368(In/Hr) for a 10.0 year storm User specified values are as follows: TC = 31.46 min. Rain intensity = 1.37(In/Hr) Total area = 509.400(Ac.) Total runoff = 512.740(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5000.000 to Point/Station 5000.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 509.400(Ac.) Runoff from this stream = 512.740(CFS) Time of concentration = 31.46 min. Rainfall intensity = 1.368(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5001.000 to Point/Station 5002.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [UNDISTURBED NATURAL TERRAIN ] (Permanent Open Space ) Impervious value, Ai = 0.000 Sub-Area C Value = 0.350 Initial subarea total flow distance = 100.000(Ft.) Highest elevation = 170.000(Ft.) Lowest elevation = 120.000(Ft.) Elevation difference = 50.000(Ft.) Slope = 50.000 % Top of Initial Area Slope adjusted by User to 30.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 30.00 %, in a development type of Permanent Open Space In Accordance With Figure 3-3 Initial Area Time of Concentration = 4.34 minutes TC = [1.8*(1.1-C)*distance(Ft.)".5)/(% slope"(l/3)] TC = [1.8* (1.1-0.3500) * ( lOO.OOO'^.S) / ( 30.000^^(1/3)]= 4.34 Calculated TC of 4.345 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 4.479(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.350 Subarea runoff = 0.157(CFS) Total initial stream area = 0.100(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5002.000 to Point/Station 5003.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 120.000(Ft.) Downstream point elevation = 63.000(Ft.) Channel length thru subarea = 470.000(Ft.) Channel base width = 10.000(Ft.) Slope or 'Z' of left channel bank = 2.000 Slope or 'Z' of right channel bank = 2.000 Estimated mean flow rate at midpoint of channel = 2.067(CFS) Manning's 'N' = 0.035 2.000(Ft.) .067(CFS) Average velocity = .308(Ft.) 2.644(Ft/s) .507(In/Hr) 0.000 0.000 0.000 1.000 for a 10.0 year storm Maximum depth of channel = Flow(q) thru subarea = 2 Depth of flow = 0.077(Ft.), Channel flow top width = 10. Flow Velocity = 2.64(Ft/s) Travel time = 2.96 min. Time of concentration = 7.31 min. Critical depth = 0.109(Ft.) Adding area flow to channel Rainfall intensity (I) = 3, Decimal fraction soil group A = Decimal fraction soil group B = Decimal fraction soil group C = Decimal fraction soil group D = [UNDISTURBED NATURAL TERRAIN (Permanent Open Space ) Impervious value, Ai = 0.000 Sub-Area C Value = 0.350 Rainfall intensity = 3.507(In/Hr) for a 10.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.350 CA = 1.109 Subarea runoff = 3.734(CFS) for 3.070(Ac.) Total runoff = 3.890(CFS) Total area = Depth of flow = 0.112(Ft.), Average velocity Critical depth = 0.166(Ft.) ] 3.170(Ac.) .384(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5003.000 to Point/Station 5004.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = Downstream point/station elevation = Pipe length = 29.15(Ft.) Slope = No. of pipes = 1 Required pipe flow Given pipe size = 18.00(In.) Calculated individual pipe flow = 3.890(CFS) Normal flow depth in pipe = 8.70(In.) Flow top width inside pipe = 17.99(In.) Critical Depth = 9.04(In.) Pipe flow velocity = 4.60(Ft/s) Travel time through pipe = 0.11 min. Time of concentration (TC) = 7.41 min. 63.000(Ft.) 62.820(Ft.) 0.0062 Manning's N = 0.013 3.890(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5003.000 to Point/Station 5004.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 3.170(Ac.) Runoff from this stream = 3.890(CFS) Time of concentration = 7.41 min. Rainfall intensity = 3.474(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5005.000 to Point/Station 5006.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.57 0 Initial subarea total flow distance = 100.000(Ft.) Highest elevation = 147.100(Ft.) Lowest elevation = 145.000(Ft.) Elevation difference = 2.100 (Ft.) Slope = 2.100 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 80.00 (Ft) for the top area slope value of 2.10 %, in a development type of 7.3 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 6.66 minutes TC = [1. 8* (1.1-C) *distance(Ft. ) ^^.5) / (% slope"(l/3)] TC = [1.8* (1.1-0.5700) * ( 80.000".5)/( 2.100^^(1/3)]= 6.66 The initial area total distance of 100.00 (Ft.) entered leaves a remaining distance of 20.00 (Ft.) Using Figure 3-4, the travel time for this distance is 0.35 minutes for a distance of 20.00 (Ft.) and a slope of 2.10 % with an elevation difference of 0.42(Ft.) from the end of the top area Tt = [11.9*length(Mi)-^3) / (elevation change(Ft. ))]".385 *60 (min/hr) 0.347 Minutes Tt=[(11.9*0.0038^3)/( 0.42)]".385= 0.35 Total initial area Ti = 6.66 minutes from Figure 3-3 formula plus 0.35 minutes from the Figure 3-4 formula = 7.01 minutes Rainfall intensity (I) = 3.602(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.570 Subarea runoff = 0.2 05(CFS) Total initial stream area = 0.100(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5006.000 to Point/Station 5004.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 145.000(Ft.) End of street segment elevation = 70.730(Ft.) Length of street segment = 1010.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 14.000(Ft.) Distance from crown to crossfall grade break = 12.500(Ft.) Slope from gutter to grade break (v/hz) = 0.02 0 Slope from grade break to crown (v/hz) = 0.02 0 1.039(CFS) 4.183(Ft/s) 10.0 year storm Street flow is on [1] side(s) of the street Distance from curb to property line = 8.000(Ft.) Slope from curb to property line (v/hz) = 0.02 0 Gutter width = 1.500(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = Depth of flow = 0.213(Ft.), Average velocity = Streetflow hydraulics at midpoint of street travel Halfstreet flow width = 3.819 (Ft.) Flow velocity = 4.18(Ft/s) Travel time = 4.02 min. TC = 11.03 min. Adding area flow to street Rainfall intensity (I) = 2.688(In/Hr) for a Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.57 0 Rainfall intensity = 2.688(In/Hr) for a Effective runoff coefficient used for total area (Q=KCIA) is C = 0.570 CA = 0.667 Subarea runoff = 1.587(CFS) for 1.07 0(Ac Total runoff = 1.793(CFS) Total area = Street flow at end of street = 1.793(CFS) Half street flow at end of street = 1.793(CFS) Depth of flow = 0.245(Ft.), Average velocity = 4.549(Ft/s) Flow width (from curb towards crown)= 5.400(Ft.) 10.0 year storm 1.170(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5006.000 to Point/Station 5004.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 1.170(Ac.) Runoff from this stream = 1.793(CFS) Time of concentration = 11.03 min. Rainfall intensity = 2.688(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 2 Qmax(1 ] 3 .890 1.793 1.000 * 7 .41 11.03 1.000 * 3 .474 2 .688 3.890; 1.000 * 0.672 * 1.793) + = 5.095 Qmax(2) = 0.774 * 1.000 * 3.890) + 1.000 * 1.000 * 1.793) + = 4.803 Total of 2 streams to confluence: Flow rates before confluence point: 3.890 1.793 Maximum flow rates at confluence using above data: 5.095 4.803 Area of streams before confluence: 3.170 1.170 Results of confluence: Total flow rate = 5.095(CFS) Time of concentration = 7.413 min. Effective stream area after confluence = 4.340(Ac. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5004.000 to Point/Station 5007.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 62.490(Ft.) Downstream point/station elevation = 62.300(Ft.) Pipe length = 28.34(Ft.) Slope = 0.0067 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 5.095(CFS) Nearest computed pipe diameter = 15.00(In.) Calculated individual pipe flow = 5.095(CFS) Normal flow depth in pipe = 11.84(In.) Flow top width inside pipe = 12.24(In.) Critical Depth = 10.98(In.) Pipe flow velocity = 4.91(Ft/s) Travel time through pipe = 0.10 min. Time of concentration (TC) = 7.51 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5004.000 to Point/Station 5007.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream nuraber 1 Stream flow area = 4.340(Ac.) Runoff from this stream = 5.095(CFS) Time of concentration = 7.51 min. Rainfall intensity = 3.445(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5009.000 to Point/Station 5011.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Initial subarea total flow distance = 100.000 (Ft.) Highest elevation = 147.100(Ft.) Lowest elevation = 145.000(Ft.) Elevation difference = 2.100(Ft.) Slope = 2.100 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 80.00 (Ft) for the top area slope value of 2.10 %, in a development type of 7.3 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 6.66 minutes TC = [1.8*(1.1-C)*distance(Ft.)".5)/(% slope"(l/3)] TC = [1. 8* (1.1-0.5700) * ( 80.000^^.5) / ( 2.100^(1/3)]= 6.66 The initial area total distance of 100.00 (Ft.) entered leaves a remaining distance of 20.00 (Ft.) Using Figure 3-4, the travel time for this distance is 0.35 minutes for a distance of 20.00 (Ft.) and a slope of 2.10 % with an elevation difference of 0.42(Ft.) from the end of the top area Tt = [11. 9*length(Mi) ^-3) / (elevation change (Ft.))]". 385 *60(min/hr) 0.347 Minutes Tt=[(11.9*0.0038^3)/( 0.42)]".385= 0.35 Total initial area Ti = 6.66 minutes from Figure 3-3 formula plus 0.35 minutes from the Figure 3-4 formula = 7.01 minutes Rainfall intensity (I) = 3.602(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.570 Subarea runoff = 0.2 05(CFS) Total initial stream area = 0.100(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5011.000 to Point/Station 5007.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 145.000(Ft.) End of street segment elevation = 70.730(Ft.) Length of street segment = 1010.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 14.000(Ft.) Distance from crown to crossfall grade break = 12.500(Ft.) Slope from gutter to grade break (v/hz) = 0.02 0 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 = 1.500(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 0.860(CFS) 10.0 year storm Depth of flow = 0.202(Ft.), Average velocity = 4.123(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 3.257(Ft.) Flow velocity = 4.12(Ft/s) Travel time = 4.08 min. TC = 11.09 min. Adding area flow to street Rainfall intensity (I) = 2.679(In/Hr) for a Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.57 0 Rainfall intensity = 2.679(In/Hr) for a Effective runoff coefficient used for total area (Q=KCIA) is C = 0.570 CA = 0.541 Subarea runoff = 1.245(CFS) for 0.850(Ac, Total runoff = 1.451(CFS) Total area = Street flow at end of street = 1.451(CFS) Half street flow at end of street = 1.451(CFS) Depth of flow = 0.232(Ft.), Average velocity = 4.383(Ft/s) Flow width (from curb towards crown)= 4.780(Ft.) 10.0 year storm 0.950(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5011.000 to Point/Station 5007.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = Runoff from this stream Time of concentration = Rainfall intensity = Summary of stream data: 0.950(Ac.) 1.451( 11.09 min. 2.679(In/Hr) CFS) Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 2 Qmax(1) Qmax(2] 5.095 1.451 1.000 * 1.000 * 0.778 * 1.000 * 7 .51 11.09 1.000 * 0.677 * 1.000 * 1.000 * 5.095) 1.451) 5.095) 1.451) 3.445 2 . 679 + + = 6.077 5.412 Total of 2 streams to confluence: Flow rates before confluence point: 5.095 1.451 Maximum flow rates at confluence using above data: 6.077 5.412 Area of streams before confluence: 4.340 0.950 Results of confluence: Total flow rate = 6.077(CFS) Time of concentration = 7.510 min. Effective stream area after confluence = 5.290(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5007.000 to Point/Station 5008.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 61.970(Ft.) Downstream point/station elevation = 61.800(Ft.) Pipe length = 25.56(Ft.) Slope = 0.0067 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 6.077 (CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 6.077(CFS) Normal flow depth in pipe = 9.48(In.) Flow top width inside pipe = 23.47(In.) Critical Depth = 10.46(In.) Pipe flow velocity = 5.27(Ft/s) Travel time through pipe = 0.08 min. Time of concentration (TC) = 7.59 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5008.000 to Point/Station 5000.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 61.800(Ft.) Downstream point elevation = 57.000(Ft.) Channel length thru subarea = 300.000(Ft.) Channel base width = 10.000(Ft.) Slope or 'Z' of left channel hanii. = 2.000 Slope or 'Z' of right channel bank = 2.000 Manning's 'N' = 0.035 Maximum depth of channel = 2.000(Ft.) Flow(q) thru subarea = 6.077(CFS) Depth of flow = 0.2 69(Ft.), Average velocity = 2.147(Ft/s) Channel flow top width = 11.075(Ft.) Flow Velocity = 2.15(Ft/s) Travel time = 2.33 min. Time of concentration = 9.92 min. Critical depth = 0.223(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5008.000 to Point/Station 5000.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 5.290(Ac.) Runoff from this stream = 6.077(CFS) Time of concentration = 9.92 min. Rainfall intensity = 2.879(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 512.740 31.46 1.368 6.077 9.92 2.879 Qmax(1) Qmax(2) 1.000 * 1.000 * 512.740) + 0.475 * 1.000 * 6.077) + = 515.627 1.000 * 0.315 * 512.740) + 1.000 * 1.000 * 6.077) + = 167.751 Total of 2 main streams to confluence: Flow rates before confluence point: 512.740 6.077 Maximum flow rates at confluence using above data; 515.627 167.751 Area of streams before confluence: 509.400 5.290 Results of confluence: Total flow rate = 515.627(CFS) Time of concentration = 31.460 min. Effective stream area after confluence = 514.690(Ac. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5000.000 to Point/Station 5010.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** Estimated mean flow rate at midpoint of channel = 515.666(CFS) Depth of flow = 1.188(Ft.), Average velocity = 4.238(Ft/s) ******* Irregular Channel Data *********** Information entered for subchannel number 1 : Point number 'X' coordinate 'Y' coordinate 1 0.00 2.00 2 4.00 0.00 3 104.00 0.00 4 108.00 2.00 Manning's 'N' friction factor = 0.03 5 Sub-Channel flow = 515.666(CFS) flow top width = 104.754(Ft.) velocity= 4.238(Ft/s) area = 121.674(Sq.Ft) 10 Froude number 0.693 Upstream point elevation = 57.000(Ft.) Downstream point elevation = 51.000(Ft.) Flow length = 730.000(Ft.) Travel time = 2.87 min. Time of concentration = 34.33 min. Depth of flow = 1.188(Ft.) Average velocity = 4.238(Ft/s) Total irregular channel flow = 515.666(CFS) Irregular channel normal depth above invert elev. Average velocity of channel(s) = 4.238(Ft/s) Adding area flow to channel Rainfall intensity (I) = 1.293(In/Hr) for a Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [UNDISTURBED NATURAL TERRAIN ] (Permanent Open Space ) Impervious value, Ai = 0.000 Sub-Area C Value = 0.350 The area added to the existing stream causes a a lower flow rate of Q = 349.980(CFS) therefore the upstream flow rate of Q = 515.627 Rainfall intensity = 1.293(In/Hr) for a 10 Effective runoff coefficient used for total area (Q=KCIA) is C = 0.516 CA = 270.730 Subarea runoff = 0.000 (CFS) for 10.070(Ac Total runoff = 515.627 (CFS) Total area = Depth of flow = 1.188(Ft.), Average velocity = ,293(In/Hr) 0.000 ,000 .000 .000 1.188(Ft.) 10.0 year storm 0. 0, 1. ;CFS) is being used ,0 year storm 524.760(Ac. 4.238(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5000.000 to Point/Station 5010.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 524.760(Ac.) Runoff from this stream = 515.627(CFS) Time of concentration = 34.33 min. Rainfall intensity = 1.293(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5011.000 to Point/Station 5012.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 11 [UNDISTURBED NATURAL TERRAIN ] (Permanent Open Space ) Impervious value, Ai = 0.000 Sub-Area C Value = 0.350 Initial subarea total flow distance = 95.000(Ft.) Highest elevation = 169.500(Ft.) Lowest elevation = 140.000(Ft.) Elevation difference = 29.500(Ft.) Slope = 31.053 % Top of Initial Area Slope adjusted by User to 30.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 30.00 %, in a development type of Permanent Open Space In Accordance With Figure 3-3 Initial Area Time of Concentration = 4.34 minutes TC = [1.8*(1.1-C)*distance(Ft.)".5)/(% slope"(l/3)] TC = [1.8* (1.1-0.3500)*( 100.000".5)/( 30.000" (1/3)]= 4.34 Calculated TC of 4.345 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 4.479(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.350 Subarea runoff = 0.157(CFS) Total initial stream area = 0.100(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5012.000 to Point/Station 5013.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 140.000(Ft.) Downstream point elevation = 86.000(Ft.) Channel length thru subarea = 265.000(Ft.) Channel base width = 30.000(Ft.) Slope or 'Z' of left channel bank = 2.000 Slope or 'Z' of right channel bank = 2.000 Estimated mean flow rate at midpoint of channel = 1.224(CFS) Manning's 'N' = 0.035 Maximum depth of channel = 2.000(Ft.) Flow(q) thru subarea = 1.224(CFS) Depth of flow = 0.025(Ft.), Average velocity = 1.634(Ft/s) Channel flow top width = 30.100 (Ft.) Flow Velocity = 1.63(Ft/s) Travel time = 2.7 0 min. Time of concentration = 7.05 min. Critical depth = 0.037(Ft.) Adding area flow to channel Rainfall intensity (I) = 3.589(In/Hr) for a 10.0 year storm Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [UNDISTURBED NATURAL TERRAIN ] (Permanent Open Space ) Impervious value, Ai = 0.000 12 Sub-Area C Value = 0.350 Rainfall intensity = 3.589(In/Hr) for a 10.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.350 CA = 0.616 Subarea runoff = 2.054(CFS) for 1.660(Ac.) Total runoff = 2.211 (CFS) Total area = 1.760(Ac.) Depth of flow = 0.036(Ft.), Average velocity = 2.068(Ft/s) Critical depth = 0.055 (Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5013.000 to Point/Station 5017.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 81.000(Ft.) Downstream point/station elevation = 64.330{Ft.) Pipe length = 102.56(Ft.) Slope = 0.1625 Manning's N = 0.013 No. of pipes = 1 Recjuired pipe flow = 2.211 (CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 2.211(CFS) Normal flow depth in pipe = 2.80(In.) Flow top width inside pipe = 13.04(In.) Critical Depth = 6.74(In.) Pipe flow velocity = 12.65(Ft/s) Travel time through pipe = 0.14 min. Time of concentration (TC) = 7.18 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5013.000 to Point/Station 5017.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 1.760(Ac.) Runoff from this stream = 2.211(CFS) Time of concentration = 7.18 min. Rainfall intensity = 3.546(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5015.000 to Point/Station 5016.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [UNDISTURBED NATURAL TERRAIN ] (Permanent Open Space ) Impervious value, Ai = 0.000 Sub-Area C Value = 0.350 Initial subarea total flow distance = 56.000(Ft.) Highest elevation = 120.000(Ft.) Lowest elevation = 92.000(Ft.) 13 Elevation difference = 28.000(Ft.) Slope = 50.000 % Top of Initial Area Slope adjusted by User to 30.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 30.00 %, in a development type of Permanent Open Space In Accordance With Figure 3-3 Initial Area Time of Concentration = 4.34 minutes TC = [1.8*(1.1-C)*distance(Ft.)".5)/(% slope"(l/3)] TC = [1.8* (1.1-0.3500)*( 100.000".5)/( 30.000" (1/3)]= 4.34 Calculated TC of 4.345 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 4.479(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.350 Subarea runoff = 0.157(CFS) Total initial stream area = 0.100(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5016.000 to Point/Station 5017.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 92.000(Ft.) Downstream point elevation = 71.000(Ft.) Channel length thru subarea = 220.000(Ft.) Channel base width = 5.000(Ft.) Slope or 'Z' of left channel bank = 1.000 Slope or 'Z' of right channel bank = 4.000 Estimated mean flow rate at midpoint of channel = 0.274(CFS) Manning's 'N' = 0.015 Maximum depth of channel = 1.000(Ft.) Flow(q) thru subarea = 0.274(CFS) Depth of flow = 0.022(Ft.), Average velocity = 2.415(Ft/s) Channel flow top width = 5.112(Ft.) Flow Velocity = 2.42(Ft/s) Travel time = 1.52 min. Time of concentration = 5.86 min. Critical depth = 0.045(Ft.) Adding area flow to channel Rainfall intensity (I) = 4.042(In/Hr) for a 10.0 year storm Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [UNDISTURBED NATURAL TERRAIN ] (Permanent Open Space ) Impervious value, Ai = 0.000 Sub-Area C Value = 0.350 Rainfall intensity = 4.042(In/Hr) for a 10.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.350 CA = 0.087 Subarea runoff = 0.197(CFS) for 0.150(Ac.) Total runoff = 0.354(CFS) Total area = 0.250(Ac.) Depth of flow = 0.026(Ft.), Average velocity = 2.669(Ft/s) 14 Critical depth 0.053(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5016.000 to Point/Station 5017.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 0.250(Ac.) Runoff from this stream = 0.354(CFS) Time of concentration = 5.86 min. Rainfall intensity = 4.042(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 2 Qmaxd) 2 .211 0.354 1.000 * 0.877 * Qmax(2) = 1.000 * 1.000 * 7 .18 5.86 1.000 * 1.000 * 0.816 * 1.000 * 2 .211) 0 .354) 2 .211) 0.354) 3.546 4.042 I + + = 2 .521 2 .158 Total of 2 streams to confluence: Flow rates before confluence point: 2.211 0.354 Maximum flow rates at confluence using above data: 2.521 2.158 Area of streams before confluence: 1.760 0.250 Results of confluence: Total flow rate = 2.521(CFS) Time of concentration = 7.183 min. Effective stream area after confluence = 2.010(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5017.000 to Point/Station 5018.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** 0.013 Upstream point/station elevation = 64.000(Ft.) Downstream point/station elevation = 59.030(Ft.) Pipe length = 18.70(Ft.) Slope = 0.2658 Manning's N No. of pipes = 1 Required pipe flow = 2.521(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 2.521(CFS) Nonnal flow depth in pipe = 2.64(In.) Flow top width inside pipe = 12.74(In.) Critical Depth = 7.21(In.) Pipe flow velocity = 15.64(Ft/s) 15 Travel time through pipe = Time of concentration (TC) 0.02 min. 7.20 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5018.000 to Point/Station 5010.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 60.000(Ft.) Downstream point elevation = 51.000(Ft.) Channel length thru subarea = 460.000(Ft Channel base width = 1.000(Ft.) Slope or 'Z' of left channel bank = Slope or 'Z' of right channel bank = Manning's 'N' = 0.035 Maximum depth of channel = Flow(q) thru subarea = Depth of flow = 0.482(Ft. Channel flow top width = Flow Velocity = 2.66(Ft/s) Travel time = 2.88 min. Time of concentration = 10.08 min Critical depth = 0.438(Ft.) ) 2 .000 2 .000 2.000(Ft.) 521(CFS) Average velocity 929(Ft.) 2.662(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5018.000 to Point/Station 5010.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream niimber: 2 Stream flow area = 2.010(Ac.) Runoff from this stream = 2.521(CFS) Time of concentration = 10.08 min. Rainfall intensity = 2.849(In/Hr) Program is now starting with Main Stream No. 3 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5020.000 to Point/Station 5022.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL ] (4.3 DU/A or Less ) Impervious value, Ai = 0.3 00 Sub-Area C Value = 0.52 0 Rainfall intensity (I) = 1.607(In/Hr) for a User specified values are as follows: TC = 24.49 min. Rain intensity = 1.61(In/Hr) Total area = 115.070(Ac.) Total runoff = 137.250(CFS 10.0 year storm 16 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5020.000 to Point/Station 5022.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 3 in normal stream niunber 1 Stream flow area = 115.070(Ac.) Runoff from this stream = 137.250(CFS) Time of concentration = 24.49 min. Rainfall intensity = 1.607(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5024.000 to Point/Station 5022.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL (4.3 DU/A or Less ) Impervious value, Ai = 0.300 Sub-Area C Value = 0.52 0 Rainfall intensity (I) = User specified values are as follows: TC = 14.96 min. Rain intensity = 2.21(In/Hr) Total area = 56.590(Ac.) Total runoff = 98.630(CFS 2.209(In/Hr) for a 10.0 year storm ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5024.000 to Point/Station 5022.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 3 in normal stream number 2 Stream flow area = 56.590(Ac.) Runoff from this stream = 98.630(CFS) Time of concentration = 14.96 min. Rainfall intensity = 2.209(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 2 Qmax(1) 137.250 98.630 1.000 0.728 Qmax(2) 000 000 24.49 14.96 1.000 * 1.000 * 0.611 * 1.000 * 1.607 2 .209 137.250) + 98.630) + 137.250) + 98.630) + 209.020 182.471 17 Total of 2 streams to confluence: Flow rates before confluence point: 137.250 98.630 Maximum flow rates at confluence using above data: 209.020 182.471 Area of streams before confluence: 115.070 56.590 Results of confluence: Total flow rate = 209.020(CFS) Time of concentration = 24.490 min. Effective stream area after confluence = 171.660(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5022.000 to Point/Station 5010.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** Estimated mean flow rate at midpoint of channel = Depth of flow = 1.783(Ft.), Average velocity = ******* Irregular Channel Data *********** 209.047(CFS) 7.353(Ft/s) Information entered for subchannel number 1 Point number 1 2 3 4 Manning's 'N' 'X' coordinate 0.00 10.00 20.00 30.00 friction factor = 'Y' coordinate 3.00 0.00 0.00 3.00 0.035 Sub-Channel flow = 209.047(CFS) flow top width = 21.888(Ft.) velocity= 7.353 (Ft/s) area = 28.431(Sq.Ft) ' ' Froude number = 1.137 Upstream point elevation = 70.000(Ft.) Downstream point elevation = 51.000(Ft.) Flow length = 870.000(Ft.) Travel time = 1.97 min. Time of concentration = 2 6.46 min. Depth of flow = 1.783(Ft.) Average velocity = 7.353(Ft/s) Total irregular channel flow = 209.047(CFS) Irregular channel normal depth above invert elev. Average velocity of channel(s) = 7.353 (Ft/s) Adding area flow to channel Rainfall intensity (I) = 1. Decimal fraction soil group A = Decimal fraction soil group B = Decimal fraction soil group C = Decimal fraction soil group D = [UNDISTURBED NATURAL TERRAIN (Permanent Open Space ) 529(In/Hr) 0.000 0 .000 0.000 1.000 for a 1.783(Ft. 10.0 year storm ] 18 Impervious value, Ai = 0.000 Sub-Area C Value = 0.350 The area added to the existing stream causes a a lower flow rate of Q = 138.021(CFS) therefore the upstream flow rate of Q = 209.020(CFS) is being used Rainfall intensity = 1.529(In/Hr) for a 10.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.517 CA = 90.264 Subarea runoff = 0.000(CFS) for 2.860(Ac, Total runoff = 209.020 (CFS) Total area = Depth of flow = 1.7 83(Ft.), Average velocity = .) 174.520(Ac.) 7.353(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5022.000 to Point/Station 5010.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 3 Stream flow area = 174.520(Ac.) Runoff from this stream = 209.020(CFS) Time of concentration = 2 6.46 min. Rainfall intensity = 1.52 9(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 2 3 Qmax(1) = Qmax(2 ] Qmax(3) = 15 .627 34 .33 1 .293 2 .521 10 .08 2 .849 09 .020 26 .46 1 .529 1. 000 * 1. 000 * 515 627) + 0 454 * 1. 000 * 2 521) + 0 845 * 1. 000 * 209 020) + = 693 482 1 000 * 0. 294 * 515 627) + 1 000 * 1. 000 * 2 521) + 1 000 * 0. 381 * 209 020) + = 233 615 1. 000 * 0. 771 * 515 627) + 0 . 537 * 1. 000 * 2 521) + 1. 000 * 1 000 * 209 020) + = 607 816 Total of 3 main streams to confluence: Flow rates before confluence point: 515.627 2.521 209.020 Maximum flow rates at confluence using above data: 693.482 233.615 607.816 Area of streams before confluence: 524.760 2.010 174.520 19 Results of confluence: Total flow rate = 693.482 (CFS) Time of concentration = 34.331 min. Effective stream area after confluence = 701.290(Ac. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5010.000 to Point/Station 5010.000 **** SUBAREA FLOW ADDITION **** Rainfall intensity (I) = 1.293(In/Hr) for a 10.0 year storm Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [UNDISTURBED NATURAL TERRAIN ] (Permanent Open Space ) Impervious value, Ai = 0.000 Sub-Area C Value = 0.350 The area added to the existing stream causes a a lower flow rate of Q = 469.920(CFS) therefore the upstream flow rate of Q = 693.482 (CFS) is being used Time of concentration = 34.33 min. Rainfall intensity = 1.293(In/Hr) for a 10.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.515 CA = 363.511 Subarea runoff = 0.000(CFS) for 5.180(Ac.) Total runoff = 693.482(CFS) Total area = 706.470(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5010.000 to Point/Station 5034.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** Depth of flow = 1.136(Ft.), Average velocity = 5.971(Ft/s) ******* Irregular Channel Data *********** Information entered for subchannel number 1 : Point number 'X' coordinate 'Y' coordinate 1 0.00 2.00 2 4.00 0.00 3 104.00 0.00 4 108.00 2.00 Manning's 'N' friction factor = 0.035 Sub-Channel flow = 693.481(CFS) flow top width = 104.542(Ft.) velocity= 5.971 (Ft/s) area = 116.141(Sq.Ft) ' Froude number = 0.998 Upstream point elevation = 51.000(Ft.) Downstream point elevation = 42.000(Ft.) Flow length = 520.000(Ft.) 20 Travel time = 1.45 min. Time of concentration = 35.78 min. Depth of flow = 1.136(Ft.) Average velocity = 5.971 (Ft/s) Total irregular channel flow = 693.482(CFS) Irregular channel normal depth above invert elev. Average velocity of channel(s) = 5.971 (Ft/s) 1.136(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5010.000 to Point/Station 5034.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 706.470(Ac.) Runoff from this stream = 693.482(CFS) Time of concentration = 3 5.78 min. Rainfall intensity = 1.259(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5036.000 to Point/Station 5038.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [UNDISTURBED NATURAL TERRAIN ] (Permanent Open Space ) Impervious value, Ai = 0.000 Sub-Area C Value = 0.350 Initial subarea total flow distance = 100.000(Ft.) Highest elevation = 236.000(Ft.) Lowest elevation = 225.000(Ft.) Elevation difference = 11.000(Ft.) Slope = 11.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 11.00 %, in a development type of Permanent Open Space In Accordance With Figure 3-3 Initial Area Time of Concentration = 6.07 minutes TC = [1.8*(1.1-C)*distance(Ft.)".5)/(% slope"(l/3)] TC = [1.8*(l.l-0.3500)*( 100.000".5)/( 11.000"(1/3)]= 6.07 Rainfall intensity (I) = 3.9 52(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.350 Subarea runoff = 0.138 (CFS) Total initial stream area = 0.100(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5038.000 to Point/Station 5040.000 21 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 225.000(Ft.) Downstream point elevation = 50.000(Ft.) Channel length thru subarea = 970.000(Ft.) Channel base width = 3.000(Ft.) Slope or 'Z' of left channel bank = 1.000 Slope or 'Z' of right channel bank = 1.000 Estimated mean flow rate at midpoint of channel = 0.901(CFS) Manning's 'N' = 0.015 Maximum depth of channel = 1.000(Ft.) Flow(q) thru subarea = 0.901(CFS) Depth of flow = 0.052(Ft.), Average velocity = 5.718(Ft/s) Channel flow top width = 3.103 (Ft.) Flow Velocity = 5.72 (Ft/s) Travel time = 2.83 min. Time of concentration = 8.90 min. Critical depth = 0.139(Ft.) Adding area flow to channel Rainfall intensity (I) = 3.088(In/Hr) for a 10.0 year storm Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [UNDISTURBED NATURAL TERRAIN ] (Permanent Open Space ) Impervious value, Ai = 0.000 Sub-Area C Value = 0.350 Rainfall intensity = 3.088(In/Hr) for a 10.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.350 CA = 0.518 Subarea runoff = 1.461(CFS) for 1.380(Ac.) Total runoff = 1.600(CFS) Total area = 1.480(Ac.) Depth of flow = 0.073(Ft.), Average velocity = 7.139(Ft/s) Critical depth = 0.203(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5040.000 to Point/Station 5040.000 **** SUBAREA FLOW ADDITION **** Rainfall intensity (I) = 3.088(In/Hr) for a 10.0 year storm User specified 'C value of 0.950 given for subarea Time of concentration = 8.90 min. Rainfall intensity = 3.088(In/Hr) for a 10.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.763 CA = 3.615 Subarea runoff = 9.565(CFS) for 3.260(Ac.) Total runoff = 11.165 (CFS) Total area = 4.740(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5040.000 to Point/Station 5042.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** 22 Upstream point/station elevation = 46.400(Ft.) Downstream point/station elevation = 44.790(Ft.) Pipe length = 146.00(Ft.) Slope = 0.0110 Manning's N = 0.013 No. of pipes = 1 Recjuired pipe flow = 11.165 (CFS) Given pipe size = 3 6.00(In.) Calculated individual pipe flow = 11.165(CFS) Normal flow depth in pipe = 9.71(In.) Flow top width inside pipe = 31.96(In.) Critical Depth = 12.68(In.) Pipe flow velocity = 7.25(Ft/s) Travel time through pipe = 0.34 min. Time of concentration (TC) = 9.23 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5040.000 to Point/Station 5042.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 4.740(Ac.) Runoff from this stream = 11.165(CFS) Time of concentration = 9.23 min. Rainfall intensity = 3.016(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5044.000 to Point/Station 5046.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.57 0 Initial subarea total flow distance = 100.000(Ft.) Highest elevation = 71.000(Ft.) Lowest elevation = 66.000(Ft.) Elevation difference = 5.000(Ft.) Slope = 5.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 5.00 %, in a development type of 7.3 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 5.58 minutes TC = [1.8*(1.1-C)*distance(Ft.)".5)/(% slope"(l/3)] TC = [1.8*(1.1-0.5700)* ( 100.000".5)/( 5 . 000" (1/3)]= 5.58 Rainfall intensity (I) = 4.173(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.570 Subarea runoff = 0.238 (CFS) Total initial stream area = 0.100(Ac.) 23 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5046.000 to Point/Station 5048.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 66.000(Ft.) Downstream point elevation = 56.000(Ft.) Channel length thru subarea = 430.000(Ft.) Channel base width = 1.000(Ft.) Slope or 'Z' of left channel bank = 2.000 Slope or 'Z' of right channel bank = 2.000 Estimated mean flow rate at midpoint of channel = 1.875(CFS) Manning's 'N' =0.03 5 Maximum depth of channel = 2.000(Ft.) Flow(q) thru subarea = 1.875(CFS) Depth of flow = 0.398(Ft.), Average velocity = 2.619(Ft/s) Channel flow top width = 2.593(Ft.) Flow Velocity = 2.62(Ft/s) Travel time = 2.74 min. Time of concentration = 8.32 min. Critical depth = 0.371 (Ft.) Adding area flow to channel Rainfall intensity (I) = 3.226(In/Hr) for a 10.0 year storm Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.57 0 Rainfall intensity = 3.226(In/Hr) for a 10.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.570 CA = 1.066 Subarea runoff = 3.201(CFS) for 1.770(Ac.) Total runoff = 3.439(CFS) Total area = 1.870{Ac.) Depth of flow = 0.538(Ft.), Average velocity = 3.079 (Ft/s) Critical depth = 0.512(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5048.000 to Point/Station 5048.100 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 45. 890(Ft.) Downstream point/station elevation = 45.340(Ft.) Pipe length = 54.78(Ft.) Slope = 0.0100 Manning's N = 0.011 No. of pipes = 1 Reqiiired pipe flow = 3.439 (CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 3.439(CFS) Normal flow depth in pipe = 6.47(In.) Flow top width inside pipe = 17.27(In.) Critical Depth = 8.48(In.) 24 Pipe flow velocity = 6.02(Ft/s) Travel time through pipe = 0.15 min. Time of concentration (TC) = 8.47 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5048.100 to Point/Station 5042.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** 45.010(Ft.) 44.790(Ft.) 0.0100 Manning's N 3.439(CFS) Upstream point/station elevation = Downstream point/station elevation = Pipe length = 21.94(Ft.) Slope = No. of pipes = 1 Recjuired pipe flow Given pipe size = 18.00(In.) Calculated individual pipe flow = 3.439(CFS) Normal flow depth in pipe = 6.47(In.) Flow top width inside pipe = 17.28(In.) Critical Depth = 8.48(In.) Pipe flow velocity = 6.01(Ft/s) Travel time through pipe = 0.06 min. Time of concentration (TC) = 8.53 min. 0.011 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5048.100 to Point/Station 5042.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 1.870(Ac.) Runoff from this stream = 3.439(CFS) Time of concentration = 8.53 min. Rainfall intensity = 3.174(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 2 Qmax(1) Qmax(2; 11.165 3 .439 1.000 0.950 ,000 ,000 9.23 8.53 1.000 * 1.000 * 0.924 * 1.000 * 3 .016 3 .174 11.165) + 3.439) + 11.165) + 3.439) + 14.432 13.750 Total of 2 streams to confluence: Flow rates before confluence point: 11.165 3.439 Maximum flow rates at confluence using above data: 14.432 13.750 Area of streams before confluence: 4.740 1.870 25 Results of confluence: Total flow rate = 14.432(CFS) Time of concentration = 9.2 33 min. Effective stream area after confluence = 6.610(Ac. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5042.000 to Point/Station 5050.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 44.460(Ft.) Downstream point/station elevation = 43.780(Ft.) Pipe length = 137.19(Ft.) Slope = 0.0050 Manning's N = 0.013 No. of pipes = 1 Recjuired pipe flow = 14.432 (CFS) Given pipe size = 36.00(In.) Calculated individual pipe flow = 14.432(CFS) Normal flow depth in pipe = 13.70(In.) Flow top width inside pipe = 34.96(In.) Critical Depth = 14.51(In.) Pipe flow velocity = 5.85(Ft/s) Travel time through pipe = 0.39 min. Time of concentration (TC) = 9.62 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5050.000 to Point/Station 5034.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 43.780(Ft.) Downstream point elevation = 41.020(Ft.) Channel length thru subarea = 180.000(Ft.) Channel base width = 5.000(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 = 2.500(Ft.) Flow(q) thru subarea = 14.432(CFS) Depth of flow = 0.448(Ft.), Average velocity = 6.438(Ft/s) Channel flow top width = 5.000(Ft.) Flow Velocity = 6.44(Ft/s) Travel time = 0.47 min. Time of concentration = 10.09 min. Critical depth = 0.641(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5050.000 to Point/Station 5034.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 6.610(Ac.) Runoff from this stream = 14.432(CFS) Time of concentration = 10.09 min. 26 Rainfall intensity = Summary of stream data: Stream No. Flow rate (CFS) 2.848(In/Hr) TC (min) Rainfall Intensity (In/Hr) 1 2 Qmax ( 693.482 14.432 1) = 1.000 0.442 Qmax(2) = 000 000 35.78 10.09 1.000 * 1.000 * 0.282 * 1.000 * 1.259 2 .848 693.482) + 14.432) + 693.482) + 14.432) + 699.860 209.990 Total of 2 main streams to confluence: Flow rates before confluence point: 693.482 14.432 Maximum flow rates at confluence using above data: 699.860 209.990 Area of streams before confluence: 706.470 6.610 Results of confluence: Total flow rate = 699.860(CFS) Time of concentration = 35.782 min. Effective stream area after confluence = 713.080(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5034.000 to Point/Station 5052.000 **** IMPROVED CHANNEL TRAVEL TIME * * * * Covered channel Upstream point elevation = Downstream point elevation = Channel length thru subarea Channel base width = 16.000(Ft Slope or 'Z' of left channel bank = Slope or 'Z' of right channel bank = Manning's 'N' = 0.015 Maximum depth of channel = Flow(q) thru subarea = 699 Depth of flow = 3.040(Ft.), Channel flow top width = 16 Flow Velocity = 14.39(Ft/s) Travel time = 0.18 min. Time of concentration = 3 5.96 min. Critical depth = 3. 906(Ft.) 40.980(Ft.) 39.820(Ft.) 157.580(Ft.) ) 0.000 0.000 4.000(Ft.) 860(CFS) Average velocity = 000(Ft.) 14.390{Ft/s] ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 27 Process from Point/Station 5034.000 to Point/Station 5052.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 713.080(Ac.) Runoff from this stream = 699.860(CFS) Time of concentration = 35.96 min. Rainfall intensity = 1.255(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ^ Process from Point/Station 7003.100 to Point/Station 7007.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** User specified 'C value of 0.700 given for subarea Rainfall intensity (I) = 1.983(In/Hr) for a 10.0 year storm User specified values are as follows: TC = 17.69 min. Rain intensity = 1.98(In/Hr) Total area = 70.650(Ac.) Total runoff = 117.650(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 7003.100 to Point/Station 7007.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 70.650(Ac.) Runoff from this stream = 117.650(CFS) Time of concentration = 17.69 min. Rainfall intensity = 1.983(In/Hr) Program is now starting with Main Stream No. 3 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ^ Process from Point/Station 9005.000 to Point/Station 7007.000 ^ **** USER DEFINED FLOW INFORMATION AT A POINT **** User specified 'C value of 0.900 given for subarea Rainfall intensity (I) = 3.969(In/Hr) for a 10.0 year storm User specified values are as follows: TC = 6.03 min. Rain intensity = 3.97(In/Hr) Total area = 4.130(Ac.) Total runoff = 13.860(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 9005.000 to Point/Station 7007.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 3 Stream flow area = 4.130(Ac.) 28 Runoff from this stream = 13.860(CFS] Time of concentration = 6.03 min. Rainfall intensity = 3.969(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 2 3 Qmax(1) 699 .860 117.650 13.860 1.000 0 . 633 0.316 Qmax(2) = 1.000 1.000 0 .499 Qmax(3) = 1.000 1.000 1.000 35.96 17.69 6.03 1.000 * 1.000 * 1.000 * 0.492 * 1.000 * 1.000 * 0.168 * 0.341 * 1.000 * 699.860 117.650 13.860 699.860 117.650 13.860 699.860 117.650 13.860 1.255 1.983 3 .969 + + + = + + + = + + + = 778.686 468.813 171.305 Total of 3 main streams to confluence: Flow rates before confluence point: 699.860 117.650 13.860 Maximum flow rates at confluence using above data: 778.686 468.813 171.305 Area of streams before confluence: 713.080 70.650 4.130 Results of confluence: Total flow rate = 778.686(CFS) Time of concentration = 35.9 65 min. Effective stream area after confluence = End of computations, total study area = 787.860(Ac.) 787.860 (Ac.) 29 San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c)1991-2006 Version 7.7 Rational method hydrology program based on San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology Study Date: 01/22/15 Rancho Costera Basin G 10-YEAR STORM EVENT Final B Map Design G:\101307\Hydrology\B Map\RCbasinG10.out JST ********* Hydrology Study Control Information ********** Program License Serial Number 6218 Rational hydrology study storm event year is 10.0 English (in-lb) input data Units used Map data precipitation entered: 6 hour, precipitation(inches) = 1.7 00 24 hour precipitation(inches) = 3.100 P6/P24 = 54.8% San Diego hydrology manual 'C values used ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3000.000 to Point/Station 3002.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL ] (4.3 DU/A or Less ) Impervious value, Ai = 0.300 Sub-Area C Value = 0.52 0 Initial subarea total flow distance = 110.000(Ft.) Highest elevation = 206.200(Ft.) Lowest elevation = 203.500(Ft.) Elevation difference = 2.700(Ft.) Slope = 2.455 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 80.00 (Ft) for the top area slope value of 2.46 %, in a development type of 4.3 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 6.92 minutes TC = [1.8*(1.1-C)*distance(Ft.)".5)/(% slope"(l/3)] TC = [1.8*(1.1-0.5200)* ( 80.000".5)/( 2 . 455" (1/3)]= 6.92 The initial area total distance of 110.00 (Ft.) entered leaves a remaining distance of 30.00 (Ft.) Using Figure 3-4, the travel time for this distance is 0.45 minutes for a distance of 30.00 (Ft.) and a slope of 2.46 % with an elevation difference of 0.74(Ft.) from the end of the top area Tt = [11.9*length(Mi)"3)/(elevation change(Ft.))]".385 *60(min/hr) 0.446 Minutes Tt=[(11.9*0.0057"3)/( 0.74)]".385= 0.45 Total initial area Ti = 6.92 minutes from Figure 3-3 formula plus 0.45 minutes from the Figure 3-4 formula = 7.37 minutes Rainfall intensity (I) = 3.488(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.520 Subarea runoff = 0.181 (CFS) Total initial stream area = 0.100(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3002.000 to Point/Station 3004.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 203.500(Ft.) End of street segment elevation = 168.100(Ft.) Length of street segment = 890.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 17.000(Ft.) Distance from crown to crossfall grade break = 15.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.02 0 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 = 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 = 1.794(CFS) Depth of flow = 0.263(Ft.), Average velocity = 3.554(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 6.342(Ft.) Flow velocity = 3.55(Ft/s) Travel time = 4.17 min. TC = 11.54 min. Adding area flow to street Rainfall intensity (I) = 2.611(In/Hr) for a 10.0 year storm Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL ] (4.3 DU/A or Less ) Impervious value, Ai = 0.300 Sub-Area C Value = 0.52 0 Rainfall intensity = 2.611(In/Hr) for a 10.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.520 CA = 1.274 Subarea runoff = 3.145(CFS) for 2.350(Ac.) Total runoff = 3.327(CFS) Total area = 2.450(Ac.) Street flow at end of street = 3.327(CFS) Half street flow at end of street = 3.327(CFS) Depth of flow = 0.306(Ft.), Average velocity = 4.063(Ft/s) Flow width (from curb towards crown)= 8.463(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3004.000 to Point/Station 3006.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 156.310(Ft.) Downstream point/station elevation = 155.500(Ft.) Pipe length = 32.02(Ft.) Slope = 0.0253 Manning's N = 0.013 No. of pipes = 1 Recjuired pipe flow = 3.327 (CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 3.327(CFS) Normal flow depth in pipe = 4.93(In.) Flow top width inside pipe = 19.39(In.) Critical Depth = 7.65(In.) Pipe flow velocity = 7.16(Ft/s) Travel time through pipe = 0.07 min. Time of concentration (TC) = 11.62 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3006.000 to Point/Station -i^^^TtlOO **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 155.170(Ft.) Downstream point/station elevation = 154.500(Ft.) Pipe length = 24.72(Ft.) Slope = 0.0271 Manning's N = 0.013 No. of pipes = 1 Recjuired pipe flow = 3.327 (CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 3.327(CFS) Normal flow depth in pipe = 4.85(In.) Flow top width inside pipe = 19.27(In.) Critical Depth = 7.65(In.) Pipe flow velocity = 7.33(Ft/s) Travel time through pipe = 0.06 min. Time of concentration (TC) = 11.67 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3006.000 to Point/Station 3012.100 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 2.450(Ac.) Runoff from this stream = 3.327(CFS) Time of concentration Rainfall intensity = 11.67 min. 2.592(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3008.000 to Point/Station 3010.000 **** INITIAL AREA EVALUATION **** ] Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL (4.3 DU/A or Less ) Impervious value, Ai = 0.300 Sub-Area C Value = 0.520 Initial subarea total flow distance = 110.000(Ft.) Highest elevation = 206.200(Ft.) Lowest elevation = 203. 500(Ft.) Elevation difference = 2.700 (Ft.) Slope = 2.455 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 80.00 (Ft) for the top area slope value of 2.46 %, in a development type of 4.3 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 6.92 minutes TC = [1.8*(1.1-C)*distance(Ft.)".5)/(% slope"(l/3)] TC = [1.8*(l.l-0.5200)*( 80.000".5)/( 2 .455" (1/3)]= 6.92 The initial area total distance of 110.00 (Ft.) entered leaves a remaining distance of 3 0.00 (Ft.) Using Figure 3-4, the travel time for this distance is 0.45 minutes for a distance of 30.00 (Ft.) and a slope of 2.46 % with an elevation difference of 0.74(Ft.) from the end of the top area Tt = [11.9*length(Mi)"3)/(elevation change(Ft.))]".385 *60(min/hr) 0.44 6 Minutes Tt=[(11.9*0.0057"3)/( 0.74)]".385= 0.45 Total initial area Ti = 6.92 minutes from Figure 3-3 formula plus 0.45 minutes from the Figure 3-4 formula = 7.37 minutes Rainfall intensity (I) = 3.488(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.520 Subarea runoff = 0.181(CFS) Total initial stream area = 0.100(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3010.000 to Point/Station 3012.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 203.500(Ft.) End of street segment elevation = 167.800(Ft.) Length of street segment = 910.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 17.000(Ft.) Distance from crown to crossfall grade break = 15.500(Ft. Slope from gutter to grade break (v/hz) = 0.02 0 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 = 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 = 2.571(CFS) Depth of flow = 0.288(Ft.), Average velocity = 3.816(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 7.558(Ft.) Flow velocity = 3.82 (Ft/s) Travel time = 3.97 min. TC = 11.34 min. Adding area flow to street Rainfall intensity (I) = 2.641(In/Hr) for a 10.0 year storm Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL ] (4.3 DU/A or Less ) Impervious value, Ai = 0.300 Sub-Area C Value = 0.52 0 Rainfall intensity = 2.641(In/Hr) for a 10.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.520 CA = 1.856 Subarea runoff = 4.721(CFS) for 3.470(Ac.) Total runoff = 4.902(CFS) Total area = 3.570(Ac.) Street flow at end of street = 4.902(CFS) Half street flow at end of street = 4.902(CFS) Depth of flow = 0.337(Ft.), Average velocity = 4.418(Ft/s) Flow width (from curb towards crown)= 10.035(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3012.000 to Point/Station 3012.100 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 160.500(Ft.) Downstream point/station elevation = 154.500(Ft.) Pipe length = 17.60(Ft.) Slope = 0.3409 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 4.902(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 4.902(CFS) Normal flow depth in pipe = 3.44(In.) Flow top width inside pipe = 14.16(In.) Critical Depth = 10.22(In.) Pipe flow velocity = 20.78(Ft/s) Travel time through pipe = 0.01 min. Time of concentration (TC) = 11.36 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3012.000 to Point/Station 3012.100 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 3.570(Ac.) Runoff from this stream = 4.902(CFS) Time of concentration = 11.3 6 min. Rainfall intensity = 2.639(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 2 Qmax(1; 3 .327 4 .902 1.000 0.982 Qmax(2) = 1.000 1.000 11.67 11.36 1.000 .* 1.000 * 0.973 * 1.000 * 2 .592 2 .639 3.327) + 4.902) + 3.327) + 4.902) + 8.143 8.139 Total of 2 streams to confluence: Flow rates before confluence point: 3.327 4.902 Maximum flow rates at confluence using above data: 8.143 8.139 Area of streams before confluence: 2.450 3.570 Results of confluence: Total flow rate = 8.143(CFS) Time of concentration = 11.673 min. Effective stream area after confluence = 6.020(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3012.100 to Point/Station 3012.200 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 153.670(Ft.) Downstream point/station elevation = 151.170(Ft.) Pipe length = 64.22(Ft.) Slope = 0.0389 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 8.143(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 8.143(CFS) Normal flow depth in pipe = 6.94(In.) Flow top width inside pipe = 21.77(In.) Critical Depth = 12.20(In.) Pipe flow velocity = 10.81(Ft/s) Travel time through pipe = 0.10 min. Time of concentration (TC) = 11.77 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3012.200 to Point/Station 3014.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 150.840(Ft.) Downstream point/station elevation = 141.530(Ft.) Pipe length = 213.79(Ft.) Slope = 0.0435 Manning's N = 0.013 No. of pipes = 1 Recjuired pipe flow = 8.143 (CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 8.143(CFS) Normal flow depth in pipe = 6.74(In.) Flow top width inside pipe = 21.58(In.) Critical Depth = 12.20(In.) Pipe flow velocity = 11.25(Ft/s) Travel time through pipe = 0.32 min. Time of concentration (TC) = 12.09 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3012.200 to Point/Station 3014.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 6.020(Ac.) Runoff from this stream = 8.143(CFS) Time of concentration = 12.09 min. Rainfall intensity = 2.534(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3008.000 to Point/Station 3016.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [UNDISTURBED NATURAL TERRAIN ] (Permanent Open Space ) Impervious value, Ai = 0.000 Sub-Area C Value = 0.350 Initial subarea total flow distance = 20.000(Ft.) Highest elevation = 206.200(Ft.) Lowest elevation = 202.000(Ft.) Elevation difference = 4.200(Ft.) Slope = 21.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 21.00 %, in a development type of Permanent Open Space In Accordance With Figure 3-3 Initial Area Time of Concentration = 4.89 minutes TC = [1.8*(1.1-C)*distance(Ft.)".5)/(% slope"(l/3)] TC = [1.8* (1.1-0 .3500)* ( 100.000".5)/( 21. 000"(1/3)]= 4.89 Calculated TC of 4.893 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 4.479(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.350 Subarea runoff = 0.157(CFS) Total initial stream area = 0.100(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3016.000 to Point/Station 3018.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 202.000(Ft.) Downstream point elevation = 166.100(Ft.) Channel length thru subarea = 1238.000(Ft.) Channel base width = 2.000(Ft.) Slope or 'Z' of left channel bank = 1.000 Slope or 'Z' of right channel bank = 1.000 Estimated mean flow rate at midpoint of channel = 0.679(CFS) Manning's 'N' = 0.015 Maximum depth of channel = 1.000(Ft.) Flow(q) thru subarea = 0.679(CFS) Depth of flow = 0.096(Ft.), Average velocity = 3.361(Ft/s) Channel flow top width = 2.193(Ft.) Flow Velocity = 3.36 (Ft/s) Travel time = 6.14 min. Time of concentration = 11.03 min. Critical depth = 0.148(Ft.) Adding area flow to channel Rainfall intensity (I) = 2.688(In/Hr) for a 10.0 year storm Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [UNDISTURBED NATURAL TERRAIN ] (Permanent Open Space ) Impervious value, Ai = 0.000 Sub-Area C Value = 0.3 50 Rainfall intensity = 2.688(In/Hr) for a 10.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.350 CA = 0.423 Subarea runoff = 0.982 (CFS) for 1.110(Ac.) Total runoff = 1.139(CFS) Total area = 1.210(Ac.) Depth of flow = 0.131(Ft.), Average velocity = 4.062(Ft/s) Critical depth = 0.207(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3018.000 to Point/Station 3020.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 166.100(Ft.) End of street segment elevation = 153.000(Ft.) Length of street segment = 482.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 17.000(Ft.) Distance from crown to crossfall grade break = 15.500(Ft.) Slope from gutter to grade break (v/hz) = 0.02 0 Slope from grade break to crown (v/hz) = 0.02 0 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) = 0.02 0 Gutter width = 1.500 (Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 2.489(CFS) Depth of flow = 0.299(Ft.), Average velocity = 3.284{Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 8.095(Ft.) Flow velocity = 3.28(Ft/s) Travel time = 2.45 min. TC = 13.48 min. Adding area flow to street Rainfall intensity (I) = 2.363(In/Hr) for a 10.0 year storm Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.57 0 Rainfall intensity = 2.363(In/Hr) for a 10.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.491 CA = 1.666 Subarea runoff = 2.798(CFS) for 2.180(Ac.) Total runoff = 3.936 (CFS) Total area = 3.390(Ac.) Street flow at end of street = 3.936(CFS) Half street flow at end of street = 3.936(CFS) Depth of flow = 0.334(Ft.), Average velocity = 3.647(Ft/s) Flow width (from curb towards crown)= 9.884(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3020.000 to Point/Station 3014.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 142.950(Ft.) Downstream point/station elevation = 141.700(Ft.) Pipe length = 4.67(Ft.) Slope = 0.2 677 Manning's N = 0.013 No. of pipes = 1 Recjuired pipe flow = 3.936 (CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 3.936(CFS) Normal flow depth in pipe = 3.28(In.) Flow top width inside pipe = 13.89(In.) Critical Depth = 9.10(In.) Pipe flow velocity = 17.89(Ft/s) Travel time through pipe = 0.00 min. Time of concentration (TC) = 13.48 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3020.000 to Point/Station 3014.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 3.390(Ac.) Runoff from this stream = 3.936(CFS) Time of concentration = 13.48 min. Rainfall intensity = 2.362(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 2 Qmax(1] Qmax(2) 8.143 3 .936 1.000 1.000 0.932 1.000 12 .09 13 .48 1.000 * 0.897 * 1.000 * 1.000 * 8.143) 3.936) 8.143) 3.936) 2 .534 2 .362 I + + = + + = 11.672 11.525 Total of 2 streams to confluence: Flow rates before confluence point: 8.143 3.936 Maximum flow rates at confluence using above data: 11.672 11.525 Area of streams before confluence: 6.020 3.390 Results of confluence: Total flow rate = 11.672(CFS) Time of concentration = 12.089 min. Effective stream area after confluence = 9.410(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3014.000 to Point/Station 3022.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** 141.200(Ft.) 134.940(Ft.) 0.02 54 Manning's N 11.672(CFS) Upstream point/station elevation = Downstream point/station elevation = Pipe length = 246.19(Ft.) Slope = No. of pipes = 1 Required pipe flow Given pipe size = 24.00(In.) Calculated individual pipe flow = 11.672(CFS) Normal flow depth in pipe = 9.39(In.) Flow top width inside pipe = 23.42(In.) 0.013 10 Critical Depth = 14.72(In.) Pipe flow velocity = 10.24(Ft/s) Travel time through pipe = 0.40 min. Time of concentration (TC) = 12.49 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3014.000 to Point/Station 3022.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 9.410(Ac.) Runoff from this stream = 11.672(CFS) Time of concentration = 12.49 min. Rainfall intensity = 2.482(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3024.000 to Point/Station 3026.000 **** INITIAL AREA EVALUATION **** ] 275.000(Ft.) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [UNDISTURBED NATURAL TERRAIN (Permanent Open Space ) Impervious value, Ai = 0.000 Sub-Area C Value = 0.350 Initial subarea total flow distance = Highest elevation = 166.500(Ft.) Lowest elevation = 157.440(Ft.) Elevation difference = 9.060(Ft.) Slope = 3.295 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 3.29 %, in a development type of Permanent Open Space In Accordance With Figure 3-3 Initial Area Time of Concentration = TC = [1.8*(1.1-C)*distance(Ft.)".5)/(% TC = [1.8*(1.1-0.3500)*( 100.000".5)/( The initial area total distance of 275.00 (Ft.) entered leaves a remaining distance of 175.00 (Ft.) Using Figure 3-4, the travel time for this distance is for a distance of 175.00 (Ft.) and a slope of 3.29 % with an elevation difference of 5.77(Ft.) from the end of the top area Tt = [11.9*length(Mi)"3)/(elevation change(Ft.))]".385 *60(min/hr) = 1.550 Minutes Tt=[(11.9*0.0331"3)/( 5.77)]".385= 1.55 Total initial area Ti = 9.07 minutes from Figure 3-3 formula plus 1.55 minutes from the Figure 3-4 formula = 10.62 minutes Rainfall intensity (I) = 2.755(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.350 Subarea runoff = 0.164 (CFS) 9.07 minutes slope"(1/3)] 3.295"(l/3)]= 9.07 1.55 minutes 11 Total initial stream area = 0.170(Ac. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3026.000 to Point/Station 3028.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 157.440(Ft.) End of street segment elevation = 144.560(Ft.) Length of street segment = 640.000(Ft.) Height of curb above gutter flowline = 6.0{In.) Width of half street (curb to crown) = 17.000(Ft.) Distance from crown to crossfall grade break = 15.500(Ft.) Slope from gutter to grade break (v/hz) = 0.02 0 Slope from grade break to crown (v/hz) = 0.02 0 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) = 0.02 0 Gutter width = 1.500(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 1.729(CFS) Depth of flow = 0.283(Ft.), Average velocity = 2.696(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 7.340(Ft.) Flow velocity = 2.70(Ft/s) Travel time = 3.96 min. TC = 14.58 min. Adding area flow to street Rainfall intensity (I) = 2.246(In/Hr) for a 10.0 year storm Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.57 0 Rainfall intensity = 2.246(In/Hr) for a 10.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.556 CA = 1.490 Subarea runoff = 3.183(CFS) for 2.510(Ac.) Total runoff = 3.347(CFS) Total area = 2.680(Ac.) Street flow at end of street = 3.347(CFS) Half street flow at end of street = 3.347(CFS) Depth of flow = 0.333(Ft.), Average velocity = 3.129(Ft/s) Flow width (from curb towards crown)= 9.834(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3028.000 to Point/Station 3022.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** 12 Upstream point/station elevation = 135.530 (Ft.) Downstream point/station elevation = 135.440(Ft.) Pipe length = 4.67(Ft.) Slope = 0.0193 Manning' No. of pipes = 1 Recjuired pipe flow = 3.347 (CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 3.347(CFS) Normal flow depth in pipe = 5.87(In.) Flow top width inside pipe = 16.87(In.) Critical Depth = 8.37(In.) Pipe flow velocity = 6.70(Ft/s) Travel time through pipe = 0.01 min. Time of concentration (TC) = 14.59 min. s N = 0.013 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3028.000 to Point/Station 3022.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 2.680(Ac.) Runoff from this stream = 3.347(CFS) Time of concentration = 14.59 min. Rainfall intensity = 2.245(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 11.672 3 .347 Qmax(1) = 1 1 Qmax(2) = ,000 ,000 0.905 1.000 12 .49 14.59 1.000 * 0.856 * 1.000 * 1.000 * 11.672) 3.347) 2 .482 2 .245 ) + + = 11.672) + 3.347) + 14.537 13 .905 Total of 2 streams to confluence: Flow rates before confluence point: 11.672 3.347 Maximum flow rates at confluence using above data: 14.537 13.905 Area of streams before confluence: 9.410 2.680 Results of confluence: Total flow rate = 14.537(CFS) Time of concentration = 12.489 min. Effective stream area after confluence = 12.090(Ac, ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3022.000 to Point/Station 3030.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** 13 Upstream point/station elevation = 134.610(Ft.) Downstream point/station elevation = 133.460(Ft.) Pipe length = 3 8.19(Ft.) Slope = 0 No. of pipes = 1 Recjuired pipe flow = Given pipe size = 24.00(In.) Calculated individual pipe flow = 14.537(CFS Normal flow depth in pipe = 10.11(In.) Flow top width inside pipe = 23.70(In.) Critical Depth = 16.48(In.) Pipe flow velocity = 11.56(Ft/s) Travel time through pipe = 0.06 min. Time of concentration (TC) = 12.54 min. 0301 Manning's N = 0.013 14.537(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3022.000 to Point/Station 3030.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 12.090(Ac.) Runoff from this stream = 14.537(CFS) Time of concentration = 12.54 min. Rainfall intensity = 2.475(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3032.000 to Point/Station 3034.000 **** INITIAL AREA EVALUATION **** ] 100.000(Ft.) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Initial subarea total flow distance - Highest elevation = 148.300(Ft.) Lowest elevation = 146.200(Ft.) Elevation difference = 2.100(Ft.) Slope = 2.100 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 80.00 (Ft) for the top area slope value of 2.10 %, in a development type of 7.3 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 6.66 minutes TC = [1.8*(l.l-C)*distance(Ft.)".5)/(% slope"(l/3)] TC = [1.8*(1.1-0.5700)*( 80.000".5)/( 2.100" (1/3)]= 6.66 The initial area total distance of 100.00 (Ft.) entered leaves a remaining distance of 20.00 (Ft.) Using Figure 3-4, the travel time for this distance is for a distance of 20.00 (Ft.) and a slope of 2.10 % 0.35 minutes 14 with an elevation difference of 0.42(Ft.) from the end of the top area Tt = [11.9*length(Mi)"3)/(elevation change(Ft.))]".385 *60(min/hr) 0.347 Minutes Tt=[(11.9*0.0038"3)/( 0.42)]".385= 0.35 Total initial area Ti = 6.66 minutes from Figure 3-3 formula plus 0.35 minutes from the Figure 3-4 formula = 7.01 minutes Rainfall intensity (I) = 3.602(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.570 Subarea runoff = 0.2 05(CFS) Total initial stream area = 0.100(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3034.000 to Point/Station 3036.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 146.200(Ft.) End of street segment elevation = 143.860(Ft.) Length of street segment = 163.100(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 17.000(Ft.) Distance from crown to crossfall grade break = 15.500(Ft.) Slope from gutter to grade break (v/hz) = 0.02 0 Slope from grade break to crown (v/hz) = 0.02 0 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 = 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 = 0.617(CFS) Depth of flow = 0.230(Ft.), Average velocity = 1.924(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 4.669(Ft.) Flow velocity = 1.92(Ft/s) Travel time = 1.41 min. TC = 8.42 min. Adding area flow to street Rainfall intensity (I) = 3.200(In/Hr) for a 10.0 year storm Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Rainfall intensity = 3.200(In/Hr) for a 10.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.570 CA = 0.302 Subarea runoff = 0.761(CFS) for 0.430(Ac.) Total runoff = 0.967(CFS) Total area = 0.530(Ac.) Street flow at end of street = 0.967(CFS) 15 Half street flow at end of street = 0.967(CFS) Depth of flow = 0.257(Ft.), Average velocity = 2.088(Ft/s) Flow width (from curb towards crown)= 6.003(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3036.000 to Point/Station 3030.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 136.500(Ft.) Downstream point/station elevation = 133.960(Ft.) Pipe length = 49.00(Ft.) Slope = 0.0518 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.967(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 0.967(CFS) Normal flow depth in pipe = 2.47(In.) Flow top width inside pipe = 12.38(In.) Critical Depth = 4.39(In.) Pipe flow velocity = 6.62(Ft/s) Travel time through pipe = 0.12 min. Time of concentration (TC) = 8.55 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3036.000 to Point/Station 3030.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.530(Ac.) Runoff from this stream = 0.967(CFS) Time of concentration = 8.55 min. Rainfall intensity = 3.170(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) Qmax(1) Qmax(2) 14.537 12.54 2.475 0.967 8.55 3.170 1.000 * 1.000 * 14.537) + 0.781 * 1.000 * 0.967) + = 15.292 1.000 * 0.681 * 14.537) + 1.000 * 1.000 * 0.967) + = 10.871 Total of 2 streams to confluence: Flow rates before confluence point: 14.537 0.967 Maximum flow rates at confluence using above data: 15.292 10.871 Area of streams before confluence: 12.090 0.530 16 Results of confluence: Total flow rate = 15.292(CFS) Time of concentration = 12.544 min. Effective stream area after confluence = 12.620(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3030.000 to Point/Station 3038.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 132.460(Ft.) Downstream point/station elevation = 120.890(Ft.) Pipe length = 2 61.50(Ft.) Slope = 0.0442 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 15.292 (CFS) Given pipe size = 36.00(In.) Calculated individual pipe flow = 15.2 92(CFS) Normal flow depth in pipe = 8.03(In.) Flow top width inside pipe = 2 9.97(In.) Critical Depth = 14.96(In.) Pipe flow velocity = 13.02(Ft/s) Travel time through pipe = 0.33 min. Time of concentration (TC) = 12.88 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3030.000 to Point/Station 3038.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 12.620(Ac.) Runoff from this stream = 15.292(CFS) Time of concentration = 12.88 min. Rainfall intensity = 2.433(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3040.000 to Point/Station 3042.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.57 0 Initial subarea total flow distance = 35.000(Ft.) Highest elevation = 151.620(Ft.) Lowest elevation = 150.200(Ft.) Elevation difference = 1.420(Ft.) Slope = 4.057 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximiim overland flow distance is 100.00 (Ft) for the top area slope value of 4.06 %, in a development type of 17 7.3 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 5.98 minutes TC = [1.8*(1.1-C)*distance(Ft.)".5)/(% slope"(l/3)] TC = [1.8* (1.1-0.5700)* ( 100.000".5)/( 4 . 057"(1/3)]= 5.98 Rainfall intensity (I) = 3.990(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.570 Subarea runoff = 0.227(CFS) Total initial stream area = 0.100(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3042.000 to Point/Station 3044.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 150.200(Ft.) End of street segment elevation = 135.630(Ft.) Length of street segment = 416.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 17.000(Ft.) Distance from crown to crossfall grade break = 15.500(Ft.) Slope from gutter to grade break (v/hz) = 0.02 0 Slope from grade break to crown (v/hz) = 0.02 0 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) = 0.02 0 Gutter width = 1.500(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 0.978(CFS) Depth of flow = 0.231(Ft.), Average velocity = 3.014(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 4.713(Ft.) Flow velocity = 3.01(Ft/s) Travel time = 2.30 min. TC = 8.2 8 min. Adding area flow to street Rainfall intensity (I) = 3.235(In/Hr) for a 10.0 year storm Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.57 0 Rainfall intensity = 3.235(In/Hr) for a 10.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.570 CA = 0.519 Subarea runoff = 1.450(CFS) for 0.810(Ac.) Total runoff = 1.678(CFS) Total area = 0.910(Ac.) Street flow at end of street = 1.678(CFS) Half street flow at end of street = 1.678(CFS) 18 Depth of flow = 0.2 63 (Ft.), Average velocity = 3.333(Ft/s) Flow width (from curb towards crown)= 6.332(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3044.000 to Point/Station 3046.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 135.630(Ft.) End of street segment elevation = 135.210(Ft.) Length of street segment = 30.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 17.000(Ft.) Distance from crown to crossfall grade break = 15.500(Ft.) Slope from gutter to grade break (v/hz) = 0.02 0 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) = 0.02 0 Gutter width = 1.500(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 1.678(CFS) Depth of flow = 0.294(Ft.), Average velocity = 2.324(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 7.870(Ft.) Flow velocity = 2.32(Ft/s) Travel time = 0.22 min. TC = 8.50 min. Adding area flow to street Rainfall intensity (I) = 3.182(In/Hr) for a 10.0 year storm Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL ] (10.9 DU/A or Less ) Impervious value, Ai = 0.450 Sub-Area C Value = 0.600 The area added to the existing stream causes a a lower flow rate of Q = 1.650(CFS) therefore the upstream flow rate of Q = 1.678(CFS) is being used Rainfall intensity = 3.182(In/Hr) for a 10.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.570 CA = 0.519 Subarea runoff = 0.000(CFS) for 0.000(Ac.) Total runoff = 1.678(CFS) Total area = 0.910(Ac.) Street flow at end of street = 1.678(CFS) Half street flow at end of street = 1.678(CFS) Depth of flow = 0.294 (Ft.), Average velocity = 2.324(Ft/s) Flow width (from curb towards crown)= 7.870(Ft.) 19 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3046.000 to Point/Station 3038.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = Downstream point/station elevation Pipe length = 4.67(Ft.) Slope No. of pipes = 1 Recjuired pipe flow = Given pipe size = 18.00(In.) Calculated individual pipe flow = 1.678(CFS 123.480(Ft.) 122.370(Ft.) 0.2377 Manning's N = 0.013 1.678(CFS) Normal flow depth in pipe Flow top width inside pipe = Critical Depth = 5.84(In, Pipe flow velocity = 13. Travel time through pipe = Time of concentration (TC) = 2.23(In.) 11.87(In.) ) 31(Ft/s) 0.01 min. 8.50 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3046.000 to Point/Station 3038.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.910(Ac.) Runoff from this stream = 1.67 8(CFS) Time of concentration = 8.50 min. Rainfall intensity = 3.180(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 2 Qmax(1) 15.292 1.678 1.000 0.765 Qmax(2) = 1.000 1.000 12 .88 8.50 1.000 * 1.000 * 0.660 * 1.000 * 2 .433 3 .180 15.292) + 1.678) + 15.292) + 1.678) + 16.575 11.774 Total of 2 streams to confluence: Flow rates before confluence point: 15.292 1.678 Maximum flow rates at confluence using above data: 16.575 11.774 Area of streams before confluence: 12.620 0.910 Results of confluence: Total flow rate = 16.575(CFS) Time of concentration = 12.879 min. Effective stream area after confluence = 13.530(Ac.) 20 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3038.000 to Point/Station 3048.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 120.560(Ft.) Downstream point/station elevation = 118.450(Ft.) Pipe length = 48.19(Ft.) Slope = 0.0438 Manning's N = 0.013 No. of pipes = 1 Recjuired pipe flow = 16.575 (CFS) Given pipe size = 36.00(In.) Calculated individual pipe flow = 16.575(CFS) Normal flow depth in pipe = 8.38(In.) Flow top width inside pipe = 30.43(In.) Critical Depth = 15.61(In.) Pipe flow velocity = 13.28(Ft/s) Travel time through pipe = 0.06 min. Time of concentration (TC) = 12.94 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3038.000 to Point/Station 3048.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 13.530(Ac.) Runoff from this stream = 16.575(CFS) Time of concentration = 12.94 min. Rainfall intensity = 2.426(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3050.000 to Point/Station 3052.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [UNDISTURBED NATURAL TERRAIN ] (Permanent Open Space ) Impervious value, Ai = 0.000 Sub-Area C Value = 0.350 Initial subarea total flow distance = 52.000(Ft.) Highest elevation = 205.700(Ft.) Lowest elevation = 180.000(Ft.) Elevation difference = 25.700(Ft.) Slope = 49.423 % Top of Initial Area Slope adjusted by User to 30.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 30.00 %, in a development type of Permanent Open Space In Accordance With Figure 3-3 21 Initial Area Time of Concentration = 4.34 minutes TC = [1.8*(1.1-C)*distance(Ft.)".5)/(% slope"(l/3)] TC = [1.8* (1.1-0.3500)*( 100.000".5)/( 30.000" (1/3)]= 4.34 Calculated TC of 4.345 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 4.479(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.350 Subarea runoff = 0.157 (CFS) Total initial stream area = 0.100(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3052.000 to Point/Station 3054.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 179.000(Ft.) Downstream point elevation = 161.800(Ft.) Channel length thru subarea = 942.000(Ft.) Channel base width = 2.000(Ft.) Slope or 'Z' of left channel bank = 1.000 Slope or 'Z' of right channel bank = 1.000 Estimated mean flow rate at midpoint of channel = 0.679(CFS) Manning's 'N' = 0.015 Maximum depth of channel = 1.000(Ft.) Flow(q) thru subarea = 0.679(CFS) Depth of flow = 0.111(Ft.), Average velocity = 2.904(Ft/s) Channel flow top width = 2.222(Ft.) Flow Velocity = 2.90(Ft/s) Travel time = 5.41 min. Time of concentration = 9.75 min. Critical depth = 0.148(Ft.) Adding area flow to channel Rainfall intensity (I) = 2.911(In/Hr) for a 10.0 year storm Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [UNDISTURBED NATURAL TERRAIN ] (Permanent Open Space ) Impervious value, Ai = 0.000 Sub-Area C Value = 0.350 Rainfall intensity = 2.911(In/Hr) for a 10.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.350 CA = 0.381 Subarea runoff = 0.954(CFS) for 0.990(Ac.) Total runoff = 1.111(CFS) Total area = 1.090(Ac.) Depth of flow = 0.149(Ft.), Average velocity = 3.472(Ft/s) Critical depth = 0.205(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3054.000 to Point/Station 3056.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** 22 Upstream point/station elevation = 155.000 (Ft.) Downstream point/station elevation = 150.000(Ft.) Pipe length = 109.75(Ft.) Slope = 0.0456 Manning's N = 0.013 No. of pipes = 1 Recjuired pipe flow = l.lll(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 1.111(CFS) Normal flow depth in pipe = 2.72(In.) Flow top width inside pipe = 12.90(In.) Critical Depth = 4.71(In.) Pipe flow velocity = 6.59(Ft/s) Travel time through pipe = 0.2 8 min. Time of concentration (TC) = 10.03 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3056.000 to Point/Station 3058.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 148.850(Ft.) Downstream point/station elevation = 141.910(Ft.) Pipe length = 90.73(Ft.) Slope = 0.0765 Manning's N = 0.013 No. of pipes = 1 Recjuired pipe flow = 1.111 (CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 1.111(CFS) Normal flow depth in pipe = 2.40(In.) Flow top width inside pipe = 12.25(In.) Critical Depth = 4.71(In.) Pipe flow velocity = 7.91(Ft/s) Travel time through pipe = 0.19 min. Time of concentration (TC) = 10.22 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3056.000 to Point/Station 3058.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 1.090(Ac.) Runoff from this stream = 1.111(CFS) Time of concentration = 10.22 min. Rainfall intensity = 2.825(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3060.000 to Point/Station 3062.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 23 Sub-Area C Value = 0.570 Initial subarea total flow distance = 110.000(Ft.) Highest elevation = 175.900(Ft.) Lowest elevation = 174.570 (Ft.) Elevation difference = 1.330(Ft.) Slope = 1.209 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 65.00 (Ft) for the top area slope value of 1.21 %, in a development type of 7.3 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 7.22 minutes TC = [1.8*(1.1-C)*distance(Ft.)".5)/(% slope"(l/3)] TC = [1.8* (1.1-0.5700)* ( 65.000".5)/( 1. 209"(1/3)]= 7.22 The initial area total distance of 110.00 (Ft.) entered leaves a remaining distance of 45.00 (Ft.) Using Figure 3-4, the travel time for this distance is 0.80 minutes for a distance of 45.00 (Ft.) and a slope of 1.21 % with an elevation difference of 0.54(Ft.) from the end of the top area Tt = [11.9*length(Mi)"3)/(elevation change(Ft.))]".385 *60(min/hr) 0.801 Minutes Tt=[(11.9*0.0085"3)/( 0.54)]".385= 0.80 Total initial area Ti = 7.22 minutes from Figure 3-3 formula plus 0.80 minutes from the Figure 3-4 formula = 8.02 minutes Rainfall intensity (I) = 3.302(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.570 Subarea runoff = 0.188(CFS) Total initial stream area = 0.100(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3062.000 to Point/Station 3064.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 174.570(Ft.) End of street segment elevation = 149.900(Ft.) Length of street segment = 1008.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 17.000(Ft.) Distance from crown to crossfall grade break = 15.500(Ft.) Slope from gutter to grade break (v/hz) = 0.02 0 Slope from grade break to crown (v/hz) = 0.02 0 Street flow is on [2] 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 = 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 = 4.276(CFS) Depth of flow = 0.291(Ft.), Average velocity = 3.048(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 7.738(Ft.) Flow velocity = 3.05(Ft/s) 24 Travel time = 5.51 min. TC = 13.53 min. Adding area flow to street Rainfall intensity (I) = 2.357(In/Hr) for a Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL ] (10.9 DU/A or Less ) Impervious value, Ai = 0.450 Sub-Area C Value = 0.600 Rainfall intensity = 2.357(In/Hr) for a Effective runoff coefficient used for total area (Q=KCIA) is C = 0.599 CA = 3.465 Subarea runoff = 7.977(CFS) for 5.680(Ac Total runoff = 8.166(CFS) Total area = Street flow at end of street = 8.166(CFS) Half street flow at end of street = 4.083(CFS Depth of flow = 0.342(Ft.), Average velocity = Flow width (from curb towards crown)= 10.261(Ft.) 10.0 year storm 10.0 year storm 5.780(Ac.) 3.533(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3064.000 to Point/Station 3058.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 142.450(Ft.) Downstream point/station elevation = 141.790(Ft.) Pipe length = 26.67(Ft.) Slope = 0.0247 Manning's N = 0.013 No. of pipes = 1 Recjuired pipe flow = 8.166 (CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 8.166(CFS) Normal flow depth in pipe = 7.82(In.) Flow top width inside pipe = 22.49(In.) Critical Depth = 12.21(In.) Pipe flow velocity = 9.19(Ft/s) Travel time through pipe = 0.05 min. Time of concentration (TC) = 13.58 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3064.000 to Point/Station 3058.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 5.780(Ac.) Runoff from this stream = 8.166(CFS) Time of concentration = 13.58 min. Rainfall intensity = 2.351(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 25 1 1.111 10.22 2.825 2 8.166 13.58 2.351 Qmax(1) = 1.000 * 1.000 * 1.111) + 1.000 * 0.752 * 8.166) + = 7.255 Qmax(2) = 0.832 * 1.000 * 1.111) + 1.000 * 1.000 * 8.166) + = 9.090 Total of 2 streams to confluence: Flow rates before confluence point: 1.111 8.166 Maximum flow rates at confluence using above data: 7.255 9.090 Area of streams before confluence: 1.090 5.780 Results of confluence: Total flow rate = 9.090(CFS) Time of concentration = 13.581 min. Effective stream area after confluence = 6.870(Ac. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3058.000 to Point/Station 3066.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 141.410(Ft.) Downstream point/station elevation = 136.750(Ft.) Pipe length = 125.27(Ft.) Slope = 0.0372 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 9.090(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 9.090(CFS) Normal flow depth in pipe = 7.44(In.) Flow top width inside pipe = 22.20(In.) Critical Depth = 12.92(In.) Pipe flow velocity = 10.97(Ft/s) Travel time through pipe = 0.19 min. Time of concentration (TC) = 13.77 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3058.000 to Point/Station 3066.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 6.870(Ac.) Runoff from this stream = 9.090(CFS) Time of concentration = 13.77 min. Rainfall intensity = 2.330(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3068.000 to Point/Station 3070.000 26 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Initial subarea total flow distance = 145.000(Ft.) Highest elevation = 162.200(Ft.) Lowest elevation = 160.280(Ft.) Elevation difference = 1.920(Ft.) Slope = 1.324 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 65.00 (Ft) for the top area slope value of 1.32 %, in a development type of 7.3 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 7.00 minutes TC = [1.8*(1.1-C)*distance(Ft.)".5)/(% slope"(l/3)] TC = [1.8*(1.1-0.5700)* ( 65.000".5)/( 1.324"(1/3)]= 7.00 The initial area total distance of 145.00 (Ft.) entered leaves a remaining distance of 80.00 (Ft.) Using Figure 3-4, the travel time for this distance is 1.21 minutes for a distance of 80.00 (Ft.) and a slope of 1.32 % with an elevation difference of 1.06(Ft.) from the end of the top area Tt = [11.9*length(Mi)"3)/(elevation change(Ft.))]".385 *60{min/hr) 1.205 Minutes Tt=[(11.9*0.0152"3)/( 1.06)]".385= 1.21 Total initial area Ti = 7.00 minutes from Figure 3-3 formula plus 1.21 minutes from the Figure 3-4 formula = 8.21 minutes Rainfall intensity (I) = 3.253(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.570 Subarea runoff = 0.185(CFS) Total initial stream area = 0.100(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3070.000 to Point/Station 3072.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 160.280(Ft.) End of street segment elevation = 144.480(Ft.) Length of street segment = 420.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 17.000(Ft.) Distance from crown to crossfall grade break = 15.500(Ft, Slope from gutter to grade break (v/hz) = 0.02 0 Slope from grade break to crown (v/hz) = 0.02 0 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) = 0.02 0 Gutter width = 1.500(Ft.) 27 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 = 1.306(CFS) Depth of flow = 0.246(Ft.), Average velocity = 3.265(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 5.455 (Ft.) Flow velocity = 3.27(Ft/s) Travel time = 2.14 min. TC = 10.35 min. Adding area flow to street Rainfall intensity (I) = 2.801(In/Hr) for a 10.0 year storm Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.57 0 Rainfall intensity = 2.801(In/Hr) for a 10.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.570 CA = 0.832 Subarea runoff = 2.145(CFS) for 1.360(Ac.) Total runoff = 2.331(CFS) Total area = 1.460(Ac.) Street flow at end of street = 2.331(CFS) Half street flow at end of street = 2.331(CFS) Depth of flow = 0.283(Ft.), Average velocity = 3.674(Ft/s) Flow width (from curb towards crown)= 7.293(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3072.000 to Point/Station 3066.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 137.520(Ft.) Downstream point/station elevation = 137.250(Ft.) Pipe length = 2.67(Ft.) Slope = 0.1011 Manning's N = 0.013 No. of pipes = 1 Recgnired pipe flow = 2.331 (CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 2.331(CFS) Normal flow depth in pipe = 3.22(In.) Flow top width inside pipe = 13.80(In.) Critical Depth = 6.92(In.) Pipe flow velocity = 10.87(Ft/s) Travel time through pipe = 0.00 min. Time of concentration (TC) = 10.36 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3072.000 to Point/Station 3066.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 28 Stream flow area = 1.460(Ac.) Runoff from this stream = 2.331(CFS) Time of concentration = 10.36 min. Rainfall intensity = 2.800(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 2 Qmax(1) 9 .090 2 .331 1.000 0 .832 Qmax(2) = 1.000 1.000 13 .77 10 .36 1.000 * 1.000 * 0.752 * 1.000 * 2 .330 2.800 9.090) + 2.331) + 9.090) + 2.331) + 11.030 9.168 Total of 2 streams to confluence: Flow rates before confluence point: 9.090 2.331 Maximum flow rates at confluence using above data: 11.030 9.168 Area of streams before confluence: 6.870 1.460 Results of confluence: Total flow rate = 11.030(CFS) Time of concentration = 13.771 min. Effective stream area after confluence = 8.330(Ac, ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3066.000 to Point/Station 3074.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = Downstream point/station elevation = Pipe length = 42.50(Ft.) Slope = No. of pipes = 1 Recjuired pipe flow Given pipe size = 24.00(In.) Calculated individual pipe flow = 11.030(CFS) Normal flow depth in pipe = 5.36(In.) Flow top width inside pipe = 19.99(In.) Critical Depth = 14.29(In.) Pipe flow velocity = 21.04(Ft/s) Travel time through pipe = 0.03 min. Time of concentration (TC) = 13.80 min. 136.420 (Ft.) 128.000(Ft.) 0.1981 Manning's N = 0.013 11.030(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3066.000 to Point/Station 3074.000 **** CONFLUENCE OF MINOR STREAMS **** 29 Along Main Stream number: 2 in normal stream number 1 Stream flow area = 8.330(Ac.) Runoff from this stream = 11.030(CFS) Time of concentration = 13.80 min. Rainfall intensity = 2.32 6(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3076.000 to Point/Station 3078.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Initial subarea total flow distance = 20.000(Ft.) Highest elevation = 168.690(Ft.) Lowest elevation = 168.160(Ft.) Elevation difference = 0.530(Ft.) Slope = 2.650 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 95.00 (Ft) for the top area slope value of 2.65 %, in a development type of 7.3 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 6.72 minutes TC = [1.8*(l.l-C)*distance(Ft.)".5)/(% slope"(l/3)] TC = [1.8*(1.1-0.5700)*( 95.000".5)/( 2.650" (1/3)]= 6.72 Rainfall intensity (I) = 3.702(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.570 Subarea runoff = 0.211(CFS) Total initial stream area = 0.100(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3078.000 to Point/Station 3080.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 168.160(Ft.) End of street segment elevation = 141.910(Ft.) Length of street segment = 600.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 17.000(Ft.) Distance from crown to crossfall grade break = 15.500(Ft.) Slope from gutter to grade break (v/hz) = 0.02 0 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) = 0.02 0 Gutter width = 1.500(Ft.) Gutter hike from flowline = 2.000(In.) 30 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 = 1.062(CFS) Depth of flow = 0.229(Ft.), Average velocity = 3.352(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 4.629(Ft.) Flow velocity = 3.35(Ft/s) Travel time = 2.98 min. TC = 9.70 min. Adding area flow to street Rainfall intensity (I) = 2.921(In/Hr) for a 10.0 year storm Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.57 0 Rainfall intensity = 2.921(In/Hr) for a 10.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.570 CA = 0.633 Subarea runoff = 1.637(CFS) for 1.010(Ac.) Total runoff = 1.848(CFS) Total area = 1.110(Ac.) Street flow at end of street = 1.848(CFS) Half street flow at end of street = 1.848(CFS) Depth of flow = 0.262(Ft.), Average velocity = 3.714(Ft/s) Flow width (from curb towards crown)= 6.286(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3080.000 to Point/Station 3082.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 135.840(Ft.) Downstream point/station elevation = 135.740(Ft.) Pipe length = 5.17(Ft.) Slope = 0.0193 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 1.848 (CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 1.848(CFS) Normal flow depth in pipe = 4.32(In.) Flow top width inside pipe = 15.38(In.) Critical Depth = 6.13(In.) Pipe flow velocity = 5.66(Ft/s) Travel time through pipe = 0.02 min. Time of concentration (TC) = 9.72 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3082.000 to Point/Station 3074.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 135.410(Ft.) Downstream point/station elevation = 128.500(Ft.) 31 Pipe length = 47.50(Ft.) Slope = No. of pipes = 1 Recjuired pipe flow Given pipe size = 18.00(In.) Calculated individual pipe flow = 1.848 (CFS) Normal flow depth in pipe = 2.63(In.) Flow top width inside pipe = 12.72(In.) Critical Depth = 6.13(In.) Pipe flow velocity = 11.54(Ft/s) Travel time through pipe = 0.07 min. Time of concentration (TC) = 9.79 min. 0.1455 Manning's N 1.848(CFS) 0.013 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3082.000 to Point/Station 3074.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 1.110(Ac.) Runoff from this stream = 1.848(CFS) Time of concentration = 9.79 min. Rainfall intensity = 2.905(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 2 Qmax(1) Qmax(2 ] 11. 1. 1 0 1 1 030 848 000 801 000 000 13 .80 9.79 1.000 * 1.000 * 0.709 * 1.000 * 2.326 2 .905 11.030) + 1.848) + 11.030) + 1.848) + 12.510 9 .667 Total of 2 streams to confluence: Flow rates before confluence point: 11.030 1.848 Maximum flow rates at confluence using above data: 12.510 9.667 Area of streams before confluence: 8.330 1.110 Results of confluence: Total flow rate = 12.510(CFS) Time of concentration = 13.805 min. Effective stream area after confluence = 9.440(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3074.000 to Point/Station 3084.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation 127.000(Ft.) 32 Downstream point/station elevation = 119.870(Ft.) Pipe length = 195.87(Ft.) Slope = 0.0364 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 12.510(CFS) Given pipe size = 36.00(In.) Calculated individual pipe flow = 12.510(CFS) Normal flow depth in pipe = 7.62(In.) Flow top width inside pipe = 29.42(In.) Critical Depth = 13.47(In.) Pipe flow velocity = 11.45(Ft/s) Travel time through pipe = 0.29 min. Time of concentration (TC) = 14.09 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3074.000 to Point/Station 3084.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 9.440(Ac.) Runoff from this stream = 12.510(CFS) Time of concentration = 14.09 min. Rainfall intensity = 2.296(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3040.000 to Point/Station 3042.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Initial subarea total flow distance = 35.000(Ft.) Highest elevation = 151.620(Ft.) Lowest elevation = 150.200(Ft.) Elevation difference = 1.420(Ft.) Slope = 4.057 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 4.06 %, in a development type of 7.3 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 5.98 minutes TC = [1.8*(l.l-C)*distance(Ft.)".5)/(% slope"(l/3)] TC = [1.8*(l.l-0.5700)*( 100.000".5)/( 4 . 057" (1/3)]= 5.98 Rainfall intensity (I) = 3.990(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.570 Subarea runoff = 0.227 (CFS) Total initial stream area = 0.100(Ac.) 33 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3042.000 to Point/Station 3086.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 150.200(Ft.) End of street segment elevation = 135.100(Ft.) Length of street segment = 435.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.02 0 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 0.899(CFS) Depth of flow = 0.226(Ft.), Average velocity = 2.963 (Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 4.483(Ft.) Flow velocity = 2.96(Ft/s) Travel time = 2.45 min. TC = 8.43 min. Adding area flow to street Rainfall intensity (I) = 3.198(In/Hr) for a 10.0 year storm Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.57 0 Rainfall intensity = 3.198(In/Hr) for a 10.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.570 CA = 0.462 Subarea runoff = 1.249(CFS) for 0.710(Ac.) Total runoff = 1.477(CFS) Total area = 0.810(Ac.) Street flow at end of street = 1.477(CFS) Half street flow at end of street = 1.477(CFS) Depth of flow = 0.256(Ft.), Average velocity = 3.237(Ft/s) Flow width (from curb towards crown)= 5.948(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3086.000 to Point/Station 3084.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 122.700(Ft.) Downstream point/station elevation = 121.370(Ft.) Pipe length = 2.67(Ft.) Slope = 0.4981 Manning's N = 0.013 34 No. of pipes = 1 Required pipe flow = 1.477(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 1.477(CFS) Normal flow depth in pipe = 1.76(In.) Flow top width inside pipe = 10.69(In.) Critical Depth = 5.46(In.) Pipe flow velocity = 16.59(Ft/s) Travel time through pipe = 0.00 min. Time of concentration (TC) = 8.43 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3086.000 to Point/Station 3084.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 0.810(Ac.) Runoff from this stream = 1.477(CFS) Time of concentration = 8.43 min. Rainfall intensity = 3.198(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3088.000 to Point/Station 3090.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Initial subarea total flow distance = Highest elevation = 150.340(Ft.) Lowest elevation = 149.900(Ft.) Elevation difference = 0.440(Ft. INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 95.00 (Ft) for the top area slope value of 2.59 %, in a development type of 7.3 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 6.77 minutes TC = [1.8*(1.1-C)*distance(Ft.)".5)/(% slope"(l/3)] TC = [1.8* (1.1-0.5700)*( 95.000".5)/( 2 . 588" (1/3)]= 6.77 Rainfall intensity (I) = 3.683(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.570 Subarea runoff = 0.210 (CFS) Total initial stream area = 0.100(Ac.) ] 17.000(Ft.) Slope = 2.588 % ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3090.000 to Point/Station 3092.000 35 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 149.900(Ft.) End of street segment elevation = 135.200(Ft.) Length of street segment = 3 65.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 17.000(Ft.) Distance from crown to crossfall grade break = 15.500(Ft.) Slope from gutter to grade break (v/hz) = 0.02 0 Slope from grade break to crown (v/hz) = 0.02 0 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 = 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 = 1.154(CFS) Depth of flow = 0.236(Ft.), Average velocity = 3.284(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 4.990(Ft.) Flow velocity = 3.28(Ft/s) Travel time = 1.85 min. TC = 8.63 min. Adding area flow to street Rainfall intensity (I) = 3.151(In/Hr) for a 10.0 year storm Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Rainfall intensity = 3.151(In/Hr) for a 10.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.570 CA = 0.638 Subarea runoff = 1.802(CFS) for 1.020(Ac.) Total runoff = 2.012(CFS) Total area = 1.120(Ac.) Street flow at end of street = 2.012(CFS) Half street flow at end of street = 2.012(CFS) Depth of flow = 0.270(Ft.), Average velocity = 3.657(Ft/s) Flow width (from curb towards crown)= 6.690(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3092.000 to Point/Station 3084.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 121.910(Ft.) Downstream point/station elevation = 121.370(Ft.) Pipe length = 27.53(Ft.) Slope = 0.0196 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 2.012(CFS) Given pipe size = 18.00(In.) 36 Calculated individual pipe flow = 2.012(CFS) Normal flow depth in pipe = 4.49(In.) Flow top width inside pipe = 15.58(In.) Critical Depth = 6.41(In.) Pipe flow velocity = 5.83(Ft/s) Travel time through pipe = 0.08 min. Time of concentration (TC) = 8.70 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3092.000 to Point/Station 3084.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 3 Stream flow area = 1.120(Ac.) Runoff from this stream = 2.012(CFS) Time of concentration = 8.70 min. Rainfall intensity = 3.133(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 12 .510 14 .09 2 .296 2 1 .477 8 .43 3 .198 3 2 .012 8 .70 3 .133 Qmax(1) 1 000 * 1 000 * 12 510) + 0 718 * 1 000 * 1 477) + 0 733 * 1 000 * 2 012) + = 15 045 Qmax(2) 1 000 * 0 598 * 12 510) + 1 000 * 1 000 * 1 477) + 1 000 * 0 969 * 2 012) + = 10 911 Qmax{3) 1 000 * 0 618 * 12 .510) + 0 980 * 1 000 * 1 .477) + 1 .000 * 1 .000 * 2 .012) + = 11 .186 Total of 3 streams to confluence: Flow rates before confluence point: 12.510 1.477 2.012 Maximum flow rates at confluence using above data: 15.045 10.911 11.186 Area of streams before confluence: 9.440 0.810 1.120 Results of confluence: Total flow rate = 15.045 (CFS) Time of concentration = 14.090 min. Effective stream area after confluence = 11.370(Ac.) +++++++++++++++ +++++++++++++++++++++++++++++++++++++++++++++++++++++++ 37 Process from Point/Station 3084.000 to Point/Station 3048.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 119.540(Ft.) Downstream point/station elevation = 118.450(Ft.) Pipe length = 33.23(Ft.) Slope = 0.0328 Manning's N = 0.013 No. of pipes = 1 Recjuired pipe flow = 15.045 (CFS) Given pipe size = 36.00(In.) Calculated individual pipe flow = 15.045(CFS) Normal flow depth in pipe = 8.58(In.) Flow top width inside pipe = 30.67(In.) Critical Depth = 14.82(In.) Pipe flow velocity = 11.65(Ft/s) Travel time through pipe = 0.05 min. Time of concentration (TC) = 14.14 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3084.000 to Point/Station 3048.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 11.370(Ac.) Runoff from this stream = 15.045(CFS) Time of concentration = 14.14 min. Rainfall intensity = 2.291(In/Hr) Program is now starting with Main Stream No. 3 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3094.000 to Point/Station 3096.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.57 0 Initial subarea total flow distance = 33.000(Ft.) Highest elevation = 143.170(Ft.) Lowest elevation = 141.790(Ft.) Elevation difference = 1.380(Ft.) Slope = 4.182 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 4.18 %, in a development type of 7.3 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 5.92 minutes TC = [1.8*(l.l-C)*distance(Ft.)".5)/(% slope"(l/3)] TC = [1.8* (1.1-0.5700)*( 100.000".5)/( 4.182"(1/3)]= 5.92 38 Rainfall intensity (I) = 4.016(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.570 Subarea runoff = 0.229(CFS) Total initial stream area = 0.100(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3096.000 to Point/Station 3098.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 141.790(Ft.) End of street segment elevation = 130.170(Ft.) Length of street segment = 510.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 17.000(Ft.) Distance from crown to crossfall grade break = 15.500(Ft.) Slope from gutter to grade break (v/hz) = 0.02 0 Slope from grade break to crown (v/hz) = 0.02 0 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 = 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 = 1.795(CFS) Depth of flow = 0.282(Ft.), Average velocity = 2.853(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 7.257(Ft.) Flow velocity = 2.85(Ft/s) Travel time = 2.98 min. TC = 8.90 min. Adding area flow to street Rainfall intensity (I) = 3.088(In/Hr) for a 10.0 year storm Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Rainfall intensity = 3.088(In/Hr) for a 10.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.570 CA = 1.066 Subarea runoff = 3.062(CFS) for 1.770(Ac.) Total runoff = 3.291(CFS) Total area = 1.870(Ac.) Street flow at end of street = 3.291(CFS) Half street flow at end of street = 3.291(CFS) Depth of flow = 0.327(Ft.), Average velocity = 3.270(Ft/s) Flow width (from curb towards crown)= 9.509(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 39 Process from Point/Station 3098.000 to Point/Station 3100.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 122.080(Ft.) Downstream point/station elevation = 120.500(Ft.) Pipe length = 3.17(Ft.) Slope = 0.4984 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 3.291(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 3.2 91(CFS) Normal flow depth in pipe = 2.58(In.) Flow top width inside pipe = 12.62(In.) Critical Depth = 8.28(In.) Pipe flow velocity = 21.10(Ft/s) Travel time through pipe = 0.00 min. Time of concentration (TC) = 8.90 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3098.000 to Point/Station 3100.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 3 in normal stream number 1 Stream flow area = 1.870(Ac.) Runoff from this stream = 3.291(CFS) Time of concentration = 8.90 min. Rainfall intensity = 3.087(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3102.000 to Point/Station 3104.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [UNDISTURBED NATURAL TERRAIN ] (Permanent Open Space ) Impervious value, Ai = 0.000 Sub-Area C Value = 0.350 Initial subarea total flow distance = 110.000(Ft.) Highest elevation = 144.000(Ft.) Lowest elevation = 138.870(Ft.) Elevation difference = 5.130(Ft.) Slope = 4.664 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 4.66 %, in a development type of Permanent Open Space In Accordance With Figure 3-3 Initial Area Time of Concentration = 8.08 minutes TC = [1.8*(1.1-C)*distance(Ft.)".5)/(% slope"(l/3)] TC = [1.8* (1.1-0.3500)*( 100.000".5)/( 4 . 664" (1/3)]= 8.08 The initial area total distance of 110.00 (Ft.) entered leaves a remaining distance of 10.00 (Ft.) 40 0.15 minutes Using Figure 3-4, the travel time for this distance is for a distance of 10.00 (Ft.) and a slope of 4.66 % with an elevation difference of 0.47(Ft.) from the end of the top Tt = [11.9*length(Mi)"3)/(elevation change(Ft.))]".385 *60(min/hr) 0.150 Minutes Tt=[(11.9*0.0019"3)/( 0.47)]".385= 0.15 Total initial area Ti = 8.08 minutes from Figure 3-3 formula plus 0.15 minutes from the Figure 3-4 formula = 8.23 minutes Rainfall intensity (I) = 3.248(In/Hr) for a 10, Effective runoff coefficient used for area (Q=KCIA) is Subarea runoff = 0.352(CFS) Total initial stream area = 0.310(Ac.) area 0 year storm C = 0.350 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3104.000 to Point/Station 3106.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 138.870(Ft.) End of street segment elevation = 129.460(Ft.) Length of street segment = 822.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 17.000(Ft.) Distance from crown to crossfall grade break = 15.500(Ft. Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.02 0 Street flow is on [1] side(s) of the street Distance from curb to property line = 13.000(Ft.) (v/hz) = 0.020 0.0150 0.0150 3.155(CFS) 2.487(Ft/s) TC 13.74 min. Slope from curb to property line Gutter width = 1.500(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = Manning's N from grade break to crown = Estimated mean flow rate at midpoint of street = Depth of flow = 0.3 53(Ft.), Average velocity = Streetflow hydraulics at midpoint of street travel Halfstreet flow width = 10.799 (Ft.) Flow velocity = 2.49(Ft/s) Travel time = 5.51 min. Adding area flow to street Rainfall intensity (I) = Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Rainfall intensity = 2.334(In/Hr) for a 10.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.555 CA = 2.577 Subarea runoff = 5.661(CFS) for 4.330(Ac.) 2.334(In/Hr) = 0.000 = 0.000 = 0.000 = 1.000 for a 10.0 year storm 41 Total runoff = 6.013(CFS) Total area = 4.640(Ac. Street flow at end of street = 6.013(CFS) Half street flow at end of street = 6.013(CFS) Depth of flow = 0.417(Ft.), Average velocity = 2.902 (Ft/s) Flow width (from curb towards crown)= 14.034(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3106.000 to Point/Station 3100.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 120.870(Ft.) Downstream point/station elevation = 120.500(Ft.) Pipe length = 61.95(Ft.) Slope = 0.0060 Manning's N No. of pipes = 1 Recjuired pipe flow = 6.013 (CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 6.013(CFS) Normal flow depth in pipe = 11.53(In.) Flow top width inside pipe = 17.27(In.) Critical Depth = 11.36(In.) Pipe flow velocity = 5.03(Ft/s) Travel time through pipe = 0.21 min. Time of concentration (TC) = 13.94 min. 0.013 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3106.000 to Point/Station 3100.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream nuraber: 3 in normal stream number 2 Stream flow area = 4.640(Ac.) Runoff from this stream = 6.013(CFS) Time of concentration = 13.94 min. Rainfall intensity = 2.312(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 2 Qmax(1) = Qmax(2) 3 .291 6.013 000 000 0.749 1.000 8.90 13 .94 1.000 * 0.639 * 1.000 * 1.000 * 3.291) 6.013) 3.291) 6.013) 3 .087 2 .312 + + = 7 .131 8 .477 Total of 2 streams to confluence: Flow rates before confluence point: 3.291 6.013 Maximum flow rates at confluence using above data: 7.131 8.477 42 Area of streams before confluence: 1.870 4.640 Results of confluence: Total flow rate = 8.477 (CFS) Time of concentration = 13.944 min. Effective stream area after confluence = 6.510(Ac. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3100.000 to Point/Station 3048.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 120.000(Ft.) Downstream point/station elevation = 118.450(Ft.) Pipe length = 199.78(Ft.) Slope = 0.0078 Manning's N = 0.013 No. of pipes = 1 Recjuired pipe flow = 8.477 (CFS) Given pipe size = 36.00(In.) Calculated individual pipe flow = 8.477(CFS) Normal flow depth in pipe = 9.24(In.) Flow top width inside pipe = 31.45(In.) Critical Depth = 11.00(In.) Pipe flow velocity = 5.91(Ft/s) Travel time through pipe = 0.56 min. Time of concentration (TC) = 14.51 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3100.000 to Point/Station 3048.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 3 Stream flow area = 6.510(Ac.) Runoff from this stream = 8.477(CFS) Time of concentration = 14.51 min. Rainfall intensity = 2.253(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 16.575 12.94 2.426 2 15.045 14.14 2.291 3 8.477 14.51 2.253 Qmax(1) = 1.000 * 1.000 * 16.575) + 1.000 * 0.915 * 15.045) + 1.000 * 0.892 * 8.477) + = 37.907 Qmax(2) = 0.944 * 1.000 * 16.575) + 1.000 * 1.000 * 15.045) + 1.000 * 0.975 * 8.477) + = 38.961 Qmax{3] 43 0.929 * 1.000 * 16.575) + 0.984 * 1.000 * 15.045) + 1.000 * 1.000 * 8.477) + = 38.671 Total of 3 main streams to confluence: Flow rates before confluence point: 16.575 15.045 8.477 Maximum flow rates at confluence using above data: 37.907 38.961 38.671 Area of streams before confluence: 13.530 11.370 6.510 Results of confluence: Total flow rate = 38.671(CFS) Time of concentration = 14.507 min. Effective stream area after confluence = 31.410(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3048.000 to Point/Station 3108.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 118.120(Ft.) Downstream point/station elevation = 115.430(Ft.) Pipe length = 244.30(Ft.) Slope = 0.0110 Manning's N = 0.013 No. of pipes = 1 Recjuired pipe flow = 38.671 (CFS) Given pipe size = 36.00(In.) Calculated individual pipe flow = 38.671(CFS) Normal flow depth in pipe = 19.10(In.) Flow top width inside pipe = 35.93(In.) Critical Depth = 24.27(In.) Pipe flow velocity = 10.15(Ft/s) Travel time through pipe = 0.40 min. Time of concentration (TC) = 14.91 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3108.000 to Point/Station 3110.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 115.100(Ft.) Downstream point/station elevation = 109.830(Ft.) Pipe length = 246.00(Ft.) Slope = 0.0214 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 38.671(CFS) Given pipe size = 36.00(In.) Calculated individual pipe flow = 38.671(CFS) Normal flow depth in pipe = 15.75(In.) Flow top width inside pipe = 35.72(In.) Critical Depth = 24.27(In.) Pipe flow velocity = 13.01(Ft/s) Travel time through pipe = 0.32 min. Time of concentration (TC) = 15.22 min. 44 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3110.000 to Point/Station 328.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 109.500(Ft.) Downstream point/station elevation = 95.500(Ft.) Pipe length = 242.06(Ft.) Slope = 0.0578 Manning's N = 0.013 No. of pipes = 1 Recjuired pipe flow = 38.671 (CFS) Given pipe size = 36.00(In.) Calculated individual pipe flow = 38.671(CFS) Normal flow depth in pipe = 12.04(In.) Flow top width inside pipe = 33.97(In.) Critical Depth = 24.27(In.) Pipe flow velocity = 18.67(Ft/s) Travel time through pipe = 0.22 min. Time of concentration (TC) = 15.44 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3110.000 to Point/Station 328.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 31.410(Ac.) Runoff from this stream = 38.671(CFS) Time of concentration = 15.44 min. Rainfall intensity = 2.164(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3112.000 to Point/Station 3092.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.57 0 Initial subarea total flow distance = 17.000(Ft.) Highest elevation = 135.640(Ft.) Lowest elevation = 135.200(Ft.) Elevation difference = 0.440(Ft.) Slope = 2.588 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 95.00 (Ft) for the top area slope value of 2.59 %, in a development type of 7.3 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 6.77 minutes TC = [1.8*(l.l-C)*distance(Ft.)".5)/(% slope"(l/3)] TC = [1.8*(1.1-0.5700)*( 95.000".5)/( 2.588"(1/3)]= 6.77 45 Rainfall intensity (I) = 3.683(In/Hr) for a Effective runoff coefficient used for area (Q=KCIA) Subarea runoff = 0.210(CFS) Total initial stream area = 0.100(Ac.) 10.0 year storm is C = 0.570 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3092.000 to Point/Station 3114.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 135.200(Ft.) End of street segment elevation = 104.880(Ft.) Length of street segment = 737.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.02 0 Slope from grade break to crown (v/hz) = 0.02 0 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) (v/hz) 0.020 TC = 10.54 min. for a Slope from curb to property line Gutter width = 1.500(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = Depth of flow = 0.230(Ft.), Average velocity = Streetflow hydraulics at midpoint of street travel Halfstreet flow width = 4.660(Ft.) Flow velocity = 3.26(Ft/s) Travel time = 3.77 min. Adding area flow to street Rainfall intensity (I) = Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [HIGH DENSITY RESIDENTIAL (24.0 DU/A or Less ) Impervious value, Ai = 0.650 Sub-Area C Value = 0.710 Rainfall intensity = 2.768(In/Hr) for a Effective runoff coefficient used for total area (Q=KCIA) is C = 0.695 CA = 0.646 Subarea runoff = 1.579(CFS) for 0.830(Ac Total runoff = 1.789(CFS) Total area = Street flow at end of street = 1.789(CFS) Half street flow at end of street = 1.789(CFS Depth of flow = 0.2 62(Ft.), Average velocity = Flow width (from curb towards crown)= 6.2 80(Ft.) .768(In/Hr) 0.000 0.000 0.000 1.000 ] 1.041(CFS) 3.256(Ft/s) 10.0 year storm 10.0 year storm 0.930(Ac. 3.600(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 46 Process from Point/Station 3114.000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **** 328.000 97 .370(Ft.) 97.000(Ft.) 0.0920 Manning's N 1.789(CFS) Upstream point/station elevation = Downstream point/station elevation = Pipe length = 4.02(Ft.) Slope = No. of pipes = 1 Retjuired pipe flow Given pipe size = 18.00(In.) Calculated individual pipe flow = 1.789(CFS) Normal flow depth in pipe = 2.90(In.) Flow top width inside pipe = 13.23(In.) Critical Depth = 6.03(In.) Pipe flow velocity = 9.73(Ft/s) Travel time through pipe = 0.01 min. Time of concentration (TC) = 10.55 min. 0.013 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3114.000 to Point/Station 328.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.930(Ac.) Runoff from this stream = 1.789(CFS) Time of concentration = 10.55 min. Rainfall intensity = 2.767(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3116.000 to Point/Station 3118.000 **** INITIAL AREA EVALUATION **** A = 0.000 0.000 0.000 1.000 Decimal fraction soil group Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [HIGH DENSITY RESIDENTIAL (24.0 DU/A or Less ) Impervious value, Ai = 0.650 Sub-Area C Value = 0.710 Initial subarea total flow distance Highest elevation = 134.550(Ft.) Lowest elevation = 133.730(Ft.) Elevation difference = 0.820(Ft.) INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 75.00 (Ft) for the top area slope value of 2.28 %, 24.0 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 4.62 minutes TC = [1.8*(1.1-C)*distance(Ft.)".5)/(% slope"(l/3)] TC = [1.8*(1.1-0.7100)* ( 75.000".5)/( 2.278"(l/3) Calculated TC of 4.620 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations ] 36.000(Ft. Slope = 2.278 % in a development type of 4.62 47 Rainfall intensity (I) = 4.479(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.710 Subarea runoff = 0.318(CFS) Total initial stream area = 0.100(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3118.000 to Point/Station 3120.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 133.730(Ft.) End of street segment elevation = 105.030(Ft.) Length of street segment = 707.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.02 0 Slope from grade break to crown (v/hz) = 0.02 0 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 1.004(CFS) Depth of flow = 0.228(Ft.), Average velocity = 3.220(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 4.577(Ft.) Flow velocity = 3.22(Ft/s) Travel time = 3.66 min. TC = 8.2 8 min. Adding area flow to street Rainfall intensity (I) = 3.235(In/Hr) for a 10.0 year storm Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [HIGH DENSITY RESIDENTIAL ] (24.0 DU/A or Less ) Impervious value, Ai = 0.650 Sub-Area C Value = 0.710 Rainfall intensity = 3.235(In/Hr) for a 10.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.710 CA = 0.497 Subarea runoff = 1.290(CFS) for 0.600(Ac.) Total runoff = 1.608 (CFS) Total area = 0.700(Ac.) Street flow at end of street = 1.608(CFS) Half street flow at end of street = 1.608(CFS) Depth of flow = 0.256(Ft.), Average velocity = 3.505(Ft/s) Flow width (from curb towards crown)= 5.969(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 48 Process from Point/Station 3120.000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **** 328.000 Upstream point/station elevation = Downstream point/station elevation = Pipe length = 32.82(Ft.) Slope = No. of pipes = 1 Recjuired pipe flow Given pipe size = 18.00(In.) Calculated individual pipe flow = 1.608(CFS) Normal flow depth in pipe = 3.28(In.) Flow top width inside pipe = 13.89(In.) Critical Depth = 5.71(In.) Pipe flow velocity = 7.31(Ft/s) Travel time through pipe = 0.07 min. Time of concentration (TC) = 8.35 min. 98.470(Ft.) 97.000(Ft.) 0.0448 Manning's N = 0.013 1.608(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3120.000 to Point/Station 328.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 3 Stream flow area = 0.700(Ac.) Runoff from this stream = 1.608(CFS) Time of concentration = 8.35 min. Rainfall intensity = 3.216(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 38 .671 15 .44 2 .164 2 1 .789 10 .55 2 .767 3 1 .608 8 .35 3 .216 Qmax(1) 1. 000 * 1. 000 * 38 671 + 0. 782 * 1. 000 * 1 789 + 0. 673 * 1. 000 * 1 608 + = Qmax(2) 1. 000 * 0. 683 * 38 671 + 1. 000 * 1 000 * 1 789 + 0. 860 * 1 000 * 1 608 + = Qmax(3) 1. 000 * 0 541 * 38 671 + 1. 000 * 0 792 * 1 789 + 1 000 * 1 000 * 1 608 + = 41.152 29.600 23.950 Total of 3 streams to confluence: Flow rates before confluence point: 38.671 1.789 1.608 Maximum flow rates at confluence using above data: 41.152 29.600 23.950 Area of streams before confluence: 49 31.410 0.930 0.700 Results of confluence: Total flow rate = 41.152(CFS) Time of concentration = 15.439 min. Effective stream area after confluence = 33.040(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 328.000 to Point/Station 334.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 94.500(Ft.) Downstream point/station elevation = 91.530(Ft.) Pipe length = 41.37(Ft.) Slope = 0.0718 Manning's N = 0.013 No. of pipes = 1 Recjuired pipe flow = 41.152 (CFS) Given pipe size = 48.00(In.) Calculated individual pipe flow = 41.152(CFS) Normal flow depth in pipe = 10.60(In.) Flow top width inside pipe = 39.82(In.) Critical Depth = 22.99(In.) Pipe flow velocity = 19.97(Ft/s) Travel time through pipe = 0.03 min. Time of concentration (TC) = 15.47 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 328.000 to Point/Station 334.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 33.040(Ac.) Runoff from this stream = 41.152(CFS) Time of concentration = 15.47 min. Rainfall intensity = 2.161(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3122.000 to Point/Station 3124.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [UNDISTURBED NATURAL TERRAIN ] (Permanent Open Space ) Impervious value, Ai = 0.000 Sub-Area C Value = 0.350 Initial subarea total flow distance = 60.000(Ft.) Highest elevation = 174.700(Ft.) Lowest elevation = 157.000 (Ft.) Elevation difference = 17.700 (Ft.) Slope = 29.500 % 50 INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 29.50 %, in a development type of Permanent Open Space In Accordance With Figure 3-3 Initial Area Time of Concentration = 4.37 minutes TC = [1.8*(1.1-C)*distance(Ft.)".5)/(% slope"(l/3)] TC = [1.8*(1.1-0.3500)*( 100.000".5)/( 29.500" (1/3)]= 4.37 Calculated TC of 4.3 69 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 4.479(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.350 Subarea runoff = 0.157(CFS) Total initial stream area = 0.100(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3124.000 to Point/Station 3126.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 157.000(Ft.) Downstream point elevation = 153.000(Ft.) Channel length thru subarea = 200.000(Ft.) Channel base width = 0.000(Ft.) Slope or 'Z' of left channel bank = 1.000 Slope or 'Z' of right channel bank = 4.000 Estimated mean flow rate at midpoint of channel = 0.447(CFS) Manning's 'N' =0.015 Maximum depth of channel = 1.000(Ft.) Flow(q) thru subarea = 0.447(CFS) Depth of flow = 0.238(Ft.), Average velocity = 3.164 (Ft/s) Channel flow top width = 1.188(Ft.) Flow Velocity = 3.16 (Ft/s) Travel time = 1.05 min. Time of concentration = 5.42 min. Critical depth = 0.289(Ft.) Adding area flow to channel Rainfall intensity (I) = 4.251(In/Hr) for a 10.0 year storm Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [UNDISTURBED NATURAL TERRAIN ] (Permanent Open Space ) Impervious value, Ai = 0.000 Sub-Area C Value = 0.350 Rainfall intensity = 4.251(In/Hr) for a 10.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.350 CA = 0.165 Subarea runoff = 0.542(CFS) for 0.370(Ac.) Total runoff = 0.699(CFS) Total area = 0.470(Ac.) Depth of flow = 0.281(Ft.), Average velocity = 3.539(Ft/s) Critical depth = 0.344(Ft.) 51 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3126.000 to Point/Station 3128.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 146.000(Ft.) Downstream point/station elevation = 132.600(Ft.) Pipe length = 42.30(Ft.) Slope = 0.3168 Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 0.699(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 0.699(CFS) Normal flow depth in pipe = 1.42(In.) Flow top width inside pipe = 7.74(In.) Critical Depth = 4.18(In.) Pipe flow velocity = 13.43(Ft/s) Travel time through pipe = 0.05 min. Time of concentration (TC) = 5.48 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3128.000 to Point/Station 3130.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 132.600(Ft.) Downstream point elevation = 128.500(Ft.) Channel length thru subarea = 553.000(Ft.) Channel base width = 350.000(Ft.) Slope or 'Z' of left channel bank = 1.000 Slope or 'Z' of right channel bank = 1.000 Estimated mean flow rate at midpoint of channel = 3.901(CFS) Manning's 'N' = 0.015 Maximum depth of channel = 0.500(Ft.) Flow(q) thru subarea = 3.901(CFS) Depth of flow = 0.019(Ft.), Average velocity = 0.599(Ft/s) Channel flow top width = 350.037(Ft.) Flow Velocity = 0.60(Ft/s) Travel time = 15.39 min. Time of concentration = 20.86 min. Critical depth = 0.016(Ft.) Adding area flow to channel Rainfall intensity (I) = 1.782(In/Hr) for a 10.0 year storm Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [HIGH DENSITY RESIDENTIAL ] (24.0 DU/A or Less ) Impervious value, Ai = 0.650 Sub-Area C Value = 0.710 Rainfall intensity = 1.782(In/Hr) for a 10.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.681 CA = 3.935 Subarea runoff = 6.314 (CFS) for 5.310(Ac.) Total runoff = 7.013(CFS) Total area = 5.780(Ac.) 52 Depth of flow = 0.026(Ft.), Average velocity = 0.757(Ft/s) Critical depth = 0.023(Ft.) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++-••++++ Process from Point/Station 3130.000 to Point/Station 3130.100 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 117.700(Ft.) Downstream point/station elevation = 116.890(Ft.) Pipe length = 47.86(Ft.) Slope = 0.0169 Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 7.013(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 7.013(CFS) Normal flow depth in pipe = 7.31(In.) Flow top width inside pipe = 22.09(In.) Critical Depth = 11.27(In.) Pipe flow velocity = 8.67(Ft/s) Travel time through pipe = 0.09 min. Time of concentration (TC) = 20.96 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3130.100 to Point/Station 3132.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 116.560(Ft.) Downstream point/station elevation = 115.840(Ft.) Pipe length = 57.51(Ft.) Slope = 0.0125 Manning's N = 0.011 No. of pipes = 1 Recjuired pipe flow = 7.013 (CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 7.013(CFS) Normal flow depth in pipe = 7.91(In.) Flow top width inside pipe = 22.56(In.) Critical Depth = 11.27(In.) Pipe flow velocity = 7.78(Ft/s) Travel time through pipe = 0.12 min. Time of concentration (TC) = 21.08 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3132.000 to Point/Station 3134.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 115.510 (Ft.) Downstream point/station elevation = 111.370(Ft.) Pipe length = 207.07(Ft.) Slope = 0.0200 Manning's N = 0.013 No. of pipes = 1 Recjuired pipe flow = 7.013 (CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 7.013(CFS) Normal flow depth in pipe = 7.63(In.) Flow top width inside pipe = 22.36(In.) Critical Depth = 11.27(In.) Pipe flow velocity = 8.16(Ft/s) 53 Upstream point/station elevation = Downstream point/station elevation = Pipe length = 37.95(Ft.) Slope = No. of pipes = 1 Required pipe flow Given pipe size = 12.00(In.) Calculated individual pipe flow = Normal flow depth in pipe = 1.02(In.) Flow top width inside pipe = 6.71(In.) Critical Depth = 3.02(In.) Pipe flow velocity = 11.51(Ft/s) Travel time through pipe = 0.05 min. Time of concentration (TC) = 6.16 min. 146.000(Ft.) 132.700(Ft.) 0.3505 Manning's N = 0.011 0.372(CFS) 0.372(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3146.000 to Point/Station 3148.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 132.700(Ft.) Downstream point elevation = 130.200(Ft, Channel length thru subarea = 32 5.000(Ft.) Channel base width = 300.000(Ft.) Slope or 'Z' of left channel bank = 1.000 Slope or 'Z' of right channel bank = 1.000 Estimated mean flow rate at midpoint of channel = Manning's 'N' = 0.015 Maximum depth of channel = 0.500(Ft.) Flow(q) thru subarea = 4.162(CFS) Depth of flow = 0.021(Ft.), Average velocity = Channel flow top width = 300.042(Ft.) Flow Velocity = 0.66(Ft/s) Travel time = 8.2 0 min. Time of concentration = 14.36 min. Critical depth = 0.018(Ft.) Adding area flow to channel Rainfall intensity (I) = 2.269(In/Hr) for a group group group group 4.162 (CFS) 0.661(Ft/s) A B C D .269(In/Hr) 0.000 0.000 0.000 1.000 10.0 year storm Decimal fraction soil Decimal fraction soil Decimal fraction soil Decimal fraction soil [HIGH DENSITY RESIDENTIAL (24.0 DU/A or Less ) Impervious value, Ai = 0.650 Sub-Area C Value = 0.710 Rainfall intensity = 2.269(In/Hr) for a Effective runoff coefficient used for total area (Q=KCIA) is C = 0.691 CA = 3.545 Subarea runoff = 7.670(CFS) for 4.860(Ac.) Total runoff = 8.042(CFS) Total area = Depth of flow = 0.031(Ft.), Average velocity = 0 Critical depth = 0.028(Ft.) 10.0 year storm 5.130(Ac. 860(Ft/s) 56 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3148.000 to Point/Station 3148.100 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 113.310(Ft.) Downstream point/station elevation = 111.520(Ft.) Pipe length = 37.73(Ft.) Slope = 0.0474 Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 8.042(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 8.042(CFS) Normal flow depth in pipe = 6.73(In.) Flow top width inside pipe = 17.42(In.) Critical Depth = 13.18(In.) Pipe flow velocity = 13.34(Ft/s) Travel time through pipe = 0.05 min. Time of concentration (TC) = 14.40 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3148.100 to Point/Station 3136.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 111.190(Ft.) Downstream point/station elevation = 108.800(Ft.) Pipe length = 82.40(Ft.) Slope = 0.0290 Manning's N = 0.011 No. of pipes = 1 Recjuired pipe flow = 8.042 (CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 8.042(CFS) Norraal flow depth in pipe = 7.70(In.) Flow top width inside pipe = 17.81(In.) Critical Depth = 13.18(In.) Pipe flow velocity = 11.15(Ft/s) Travel tirae through pipe = 0.12 min. Time of concentration (TC) = 14.53 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3148.100 to Point/Station 3136.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 5.130(Ac.) Runoff from this stream = 8.042(CFS) Time of concentration = 14.53 min. Rainfall intensity = 2.251(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 7.013 21.65 1.740 2 8.042 14.53 2.251 Qmax(1) = 57 1.000 * 1.000 * 7.013) + 0.773 * 1.000 * 8.042) + = 13.230 Qmax(2) = 1.000 * 0.671 * 7.013) + 1.000 * 1.000 * 8.042) + = 12.748 Total of 2 strearas to confluence: Flow rates before confluence point: 7.013 8.042 Maxiraum flow rates at confluence using above data: 13.230 12.748 Area of streams before confluence: 5.780 5.130 Results of confluence: Total flow rate = 13.230(CFS) Time of concentration = 21.650 rain. Effective stream area after confluence = 10.910(Ac. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3136.000 to Point/Station 3152.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 107.300(Ft.) Downstream point/station elevation = 99.700(Ft.) Pipe length = 290.02(Ft.) Slope = 0.0262 Manning's N = 0.013 No. of pipes = 1 Recjuired pipe flow = 13.230 (CFS) Given pipe size = 36.00(In.) Calculated individual pipe flow = 13.230(CFS) Norraal flow depth in pipe = 8.51(In.) Flow top width inside pipe = 30.59(In.) Critical Depth = 13.87(In.) Pipe flow velocity = 10.36(Ft/s) Travel tirae through pipe = 0.47 min. Time of concentration (TC) = 22.12 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3150.000 to Point/Station 3152.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream niiraber 1 Stream flow area = 10.910(Ac.) Runoff from this stream = 13.230(CFS) Time of concentration = 22.12 min. Rainfall intensity = 1.717(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3154.000 to Point/Station 3156.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 58 Decimal fraction soil group C = 0.000 Deciraal fraction soil group D = 1.000 [HIGH DENSITY RESIDENTIAL ] (24.0 DU/A or Less ) Irapervious value, Ai = 0.650 Sub-Area C Value = 0.710 Initial subarea total flow distance = 100.000(Ft.) Highest elevation = 133.000(Ft.) Lowest elevation = 132.000 (Ft.) Elevation difference = 1.000(Ft.) Slope = 1.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 65.00 (Ft) for the top area slope value of 1.00 %, in a developraent type of 2 4.0 DU/A or Less In Accordance With Figure 3-3 Initial Area Tirae of Concentration = 5.66 minutes TC = [1.8*(1.1-C)*distance(Ft.)".5)/(% slope"(l/3)] TC = [1.8* (1.1-0.7100)* ( 65.000".5)/( 1. 000" (1/3)]= 5.66 The initial area total distance of 100.00 (Ft.) entered leaves a remaining distance of 35.00 (Ft.) Using Figure 3-4, the travel tirae for this distance is 0.71 minutes for a distance of 35.00 (Ft.) and a slope of 1.00 % with an elevation difference of 0.35(Ft.) from the end of the top area Tt = [11.9*length(Mi)"3)/(elevation change(Ft.))]".385 *60(min/hr) 0.710 Minutes Tt=[ (11.9*0.0066"3)/( 0.35)]".385= 0.71 Total initial area Ti = 5.66 minutes from Figure 3-3 formula plus 0.71 minutes from the Figure 3-4 formula = 6.37 rainutes Rainfall intensity (I) = 3.831(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.710 Subarea runoff = 0.272(CFS) Total initial streara area = 0.100(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3156.000 to Point/Station 3158.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 132.000(Ft.) Downstream point elevation = 128.500(Ft.) Channel length thru subarea = 465.000(Ft.) Channel base width = 200.000(Ft.) Slope or 'Z' of left channel bank = 1.000 Slope or 'Z' of right channel bank = 1.000 Estiraated mean flow rate at midpoint of channel = 2.921(CFS) Manning's 'N' = 0.015 Maximum depth of channel = 0.500(Ft.) Flow(q) thru subarea = 2.921(CFS) Depth of flow = 0.022(Ft.), Average velocity = 0.670(Ft/s) Channel flow top width = 2 00.044(Ft.) Flow Velocity = 0.67{Ft/s) Travel time = 11.56 min. Time of concentration = 17.93 min. Critical depth = 0.019(Ft.) 59 Adding area flow to channel Rainfall intensity (I) = 1.965(In/Hr) for a 10.0 year storm Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [HIGH DENSITY RESIDENTIAL ] (24.0 DU/A or Less ) Impervious value, Ai = 0.650 Sub-Area C Value = 0.710 Rainfall intensity = 1.965(In/Hr) for a 10.0 year storra Effective runoff coefficient used for total area (Q=KCIA) is C = 0.710 CA = 2.790 Subarea runoff = 5.212(CFS) for 3.830(Ac.) Total runoff = 5.484(CFS) Total area = 3.930(Ac.) Depth of flow = 0.032(Ft.), Average velocity = 0.862(Ft/s) Critical depth = 0.029(Ft.) ++++++++++ + +++ +++4 ++ + + +++++++++++++ + + + + ++++++++++ + + + + + + + + + +++++++ + + + + + Process frora Point/Station 3158.000 to Point/Station 3158.100 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 106.500(Ft.) Downstream point/station elevation = 104.800(Ft.) Pipe length = 43.51(Ft.) Slope = 0.0391 Manning's N = 0.011 No. of pipes = 1 Recjuired pipe flow = 5.484 (CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 5.484(CFS) Norraal flow depth in pipe = 5.78(In.) Flow top width inside pipe = 16.81(In.) Critical Depth = 10.84(In.) Pipe flow velocity = 11.19(Ft/s) Travel time through pipe = 0.06 rain. Time of concentration (TC) = 18.00 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3158.100 to Point/Station 3152.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 104.470(Ft.) Downstream point/station elevation = 102.200(Ft.) Pipe length = 65.31(Ft.) Slope = 0.0348 Manning's N = 0.013 No. of pipes = 1 Recjuired pipe flow = 5.484 (CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 5.484(CFS) Normal flow depth in pipe = 6.52(In.) Flow top width inside pipe = 17.30(In.) Critical Depth = 10.84(In.) Pipe flow velocity = 9.51(Ft/s) Travel time through pipe = 0.11 min. Tirae of concentration (TC) = 18.11 min. 60 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3158.000 to Point/Station 3152.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 3.930(Ac.) Runoff from this stream = 5.484(CFS) Tirae of concentration = 18.11 rain. Rainfall intensity = 1.953(In/Hr) Suraraary of streara data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 2 Qmax I 13 .230 5 .484 1) = 1.000 0.879 Qraax(2) = 1.000 1.000 22 .12 18.11 1.000 * 1.000 * 0.819 * 1.000 * 13.230) 5.484) 1.717 1.953 + + = 13.230) + 5.484) + 18.051 16.3U Total of 2 streams to confluence: Flow rates before confluence point: 13.230 5.484 Maximura flow rates at confluence using above data: 18.051 16.318 Area of streams before confluence: 10.910 3.930 Results of confluence: Total flow rate = 18.051(CFS) Time of concentration = 22.117 min. Effective stream area after confluence = 14.840(Ac. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3152.000 to Point/Station 334.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** 99.370(Ft.) 92.530(Ft.) 0.0849 Manning's N Upstream point/station elevation = Downstream point/station elevation = Pipe length = 80.56(Ft.) Slope = No. of pipes = 1 Recjuired pipe flow = 18.051 (CFS) Given pipe size = 36.00(In.) Calculated individual pipe flow = 18.051(CFS) Normal flow depth in pipe = 7.41(In.) Flow top width inside pipe = 29.11(In.) Critical Depth = 16.33(In.) Pipe flow velocity = 17.20(Ft/s) Travel time through pipe = 0.08 min. Tirae of concentration (TC) = 22.19 rain. 0.013 61 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3152.000 to Point/Station 334.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Streara niimber: 2 Stream flow area = 14.840(Ac.) Runoff from this streara = 18.051(CFS) Time of concentration = 22.19 min. Rainfall intensity = 1.713(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 41.152 15.47 2.161 18.051 22.19 1.713 Qmax(1; 1.000 * 1.000 * 41.152) + 1.000 * 0.697 * 18.051) + = 53.737 Qmax(2) = 0.792 * 1.000 * 41.152) + 1.000 * 1.000 * 18.051) + = 50.661 Total of 2 main streams to confluence: Flow rates before confluence point: 41.152 18.051 Maximum flow rates at confluence using above data: 53.737 50.661 Area of streams before confluence: 33.040 14.840 Results of confluence: Total flow rate = 53.737(CFS) Time of concentration = 15.474 rain. Effective streara area after confluence = 47.880(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 334.000 to Point/Station 344.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 91.200(Ft.) Downstream point/station elevation = 80.830(Ft.) Pipe length = 311.57(Ft.) Slope = 0.0333 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 53.737(CFS) Given pipe size = 48.00(In.) Calculated individual pipe flow = 53.737(CFS) Normal flow depth in pipe = 14.74(In.) Flow top width inside pipe = 44.29(In.) 62 Critical Depth = 2 6.44(In.) Pipe flow velocity = 16.39(Ft/s) Travel time through pipe = 0.32 min. Time of concentration (TC) = 15.79 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 334.000 to Point/Station 344.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream nuraber: 1 in normal stream number 1 Stream flow area = 47.880(Ac.) Runoff from this stream = 53.737(CFS) Time of concentration = 15.79 min. Rainfall intensity = 2.133(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 346.000 to Point/Station 348.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [UNDISTURBED NATURAL TERRAIN ] (Permanent Open Space ) Irapervious value, Ai = 0.000 Sub-Area C Value = 0.350 Initial subarea total flow distance = 100.000(Ft.) Highest elevation = 119.000(Ft.) Lowest elevation = 118.000(Ft.) Elevation difference = 1.000(Ft.) Slope = 1.000 % Bottora of Initial Area Slope adjusted by User to 0.710 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The raaximura overland flow distance is 70.00 (Ft) for the top area slope value of 1.00 %, in a development type of Permanent Open Space In Accordance With Figure 3-3 Initial Area Time of Concentration = 11.29 minutes TC = [1.8*(1.1-C)*distance(Ft.)".5)/(% slope"(l/3)] TC = [1.8*(1.1-0.3500)* ( 70.000".5)/( 1. 000"(1/3)]= 11.29 The initial area total distance of 100.00 (Ft.) entered leaves a remaining distance of 30.00 (Ft.) Using Figure 3-4, the travel time for this distance is 0.72 minutes for a distance of 30.00 (Ft.) and a slope of 0.71 % with an elevation difference of 0.21(Ft.) from the end of the top area Tt = [11.9*length(Mi)"3)/(elevation change(Ft.))]".385 *60(min/hr) 0.72 0 Minutes Tt=[(11.9*0.0057"3)/( 0.21)]".385= 0.72 Total initial area Ti = 11.29 minutes from Figure 3-3 formula plus 0.72 minutes from the Figure 3-4 formula = 12.01 minutes Rainfall intensity (I) = 2.545(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.350 63 Subarea runoff = 0.089(CFS) Total initial stream area = 0.100(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 0.650 to Point/Station 0.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1.000(Ft.) Downstream point/station elevation = 0.000(Ft.) Pipe length = 0.00(Ft.) Slope = 0.0100 Manning's N = 0.500 No. of pipes = 200 Recjuired pipe flow = 0.089 (CFS) Nearest computed pipe diameter = 3.00(In.) Calculated individual pipe flow = 0.000(CFS) Normal flow depth in pipe = 1.20(In.) Flow top width inside pipe = 2.94(In.) Critical depth could not be calculated. Pipe flow velocity = 0.04(Ft/s) Travel time through pipe = 0.00 min. Time of concentration (TC) = 12.01 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 348.000 to Point/Station 350.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 118.000(Ft.) Downstream point elevation = 114.000(Ft.) Channel length thru subarea = 47 0.000(Ft.) Channel base width = 200.000(Ft.) Slope or 'Z' of left channel bank = 1.000 Slope or 'Z' of right channel bank = 1.000 Estimated mean flow rate at midpoint of channel = 2.407(CFS) Manning's 'N' = 0.015 Maximum depth of channel = 0.500(Ft.) Flow(q) thru subarea = 2.407(CFS) Depth of flow = 0.019(Ft.), Average velocity = 0.644(Ft/s) Channel flow top width = 200.037(Ft.) Flow Velocity = 0.64(Ft/s) Travel time = 12.17 min. Time of concentration = 24.19 min. Critical depth = 0.017(Ft.) Adding area flow to channel Rainfall intensity (I) = 1.620(In/Hr) for a 10.0 year storm Deciraal fraction soil group A = 0.000 Deciraal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [HIGH DENSITY RESIDENTIAL ] (24.0 DU/A or Less ) Impervious value, Ai = 0.650 Sub-Area C Value = 0.710 Rainfall intensity = 1.620(In/Hr) for a 10.0 year storm Effective runoff coefficient used for total area 64 (Q=KCIA) is C = 0.702 CA = 2.974 Subarea runoff = 4.731(CFS) for 4.140(Ac.) Total runoff = 4.820(CFS) Total area = 4.240(Ac. Depth of flow = 0.028(Ft.), Average velocity = 0.850(Ft/s) Critical depth = 0.026(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 350.000 to Point/Station 350.100 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 94.000(Ft.) Downstream point/station elevation = 90.720(Ft.) Pipe length = 37.93(Ft.) Slope = 0.0865 Manning's N = 0.013 No. of pipes = 1 Recjuired pipe flow = 4.820 (CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 4.820(CFS) Normal flow depth in pipe = 4.80(In.) Flow top width inside pipe = 15.92(In.) Critical Depth = 10.12(In.) Pipe flow velocity = 12.71(Ft/s) Travel time through pipe = 0.05 min. Time of concentration (TC) = 24.24 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 350.100 to Point/Station 344.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstreara point/station elevation = 90.390(Ft.) Downstream point/station elevation = 83.330(Ft.) Pipe length = 84.78(Ft.) Slope = 0.0833 Manning's N = 0.013 No. of pipes = 1 Recjuired pipe flow = 4.820 (CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 4.820(CFS) Normal flow depth in pipe = 4.85(In.) Flow top width inside pipe = 15.97(In.) Critical Depth = 10.12(In.) Pipe flow velocity = 12.54(Ft/s) Travel time through pipe = 0.11 min. Time of concentration (TC) = 24.35 rain. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process frora Point/Station 350.100 to Point/Station 344.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Streara number: 1 in normal stream number 2 Stream flow area = 4.240(Ac.) Runoff from this stream = 4.820(CFS) Time of concentration = 24.35 min. Rainfall intensity = 1.613(In/Hr) Summary of stream data: 65 stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 2 Qmax(1) Qmax(2] 53.737 4.820 1.000 1.000 0.756 1.000 15 .79 24.35 1.000 * 0.649 * 1.000 * 1.000 * 2 .133 1.613 53.737) + 4.820) + 53.737) + 4.820) + 56.863 45 .462 Total of 2 strearas to confluence: Flow rates before confluence point: 53.737 4.820 Maxiraum flow rates at confluence using above data: 56.863 45.462 Area of strearas before confluence: 47.880 4.240 Results of confluence: Total flow rate = 56.863(CFS) Time of concentration = 15.791 min. Effective stream area after confluence = 52.120(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 344.000 to Point/Station 3160.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = Downstream point/station elevation = Pipe length = 91.22(Ft.) Slope = No. of pipes = 1 Recjuired pipe flow Given pipe size = 48.00(In.) Calculated individual pipe flow = 56.863(CFS) Normal flow depth in pipe = 12.30(In.) Flow top width inside pipe = 41.92(In.) Critical Depth = 27.23(In.) Pipe flow velocity = 22.35(Ft/s) Travel time through pipe = 0.07 min. Time of concentration (TC) = 15.86 min. 80.500(Ft.) 73.600(Ft.) 0.0756 Manning's N = 0.013 56.863(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 344.000 to Point/Station 3160.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream nuraber: 1 in normal stream number 1 Stream flow area = 52.120(Ac.) Runoff from this stream = 56.863(CFS) Time of concentration = 15.86 rain. Rainfall intensity 2.127(In/Hr) 66 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3162.000 to Point/Station 3164.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Deciraal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [HIGH DENSITY RESIDENTIAL ] (24.0 DU/A or Less ) Impervious value, Ai = 0.650 Sub-Area C Value = 0.710 Initial subarea total flow distance = 20.000(Ft.) Highest elevation = 126.390(Ft.) Lowest elevation = 125.900 (Ft.) Elevation difference = 0.490(Ft.) Slope = 2.450 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 7 5.00 (Ft) for the top area slope value of 2.45 %, in a developraent type of 24.0 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 4.51 minutes TC = [1.8*(1.1-C)*distance(Ft.)".5)/(% slope"(l/3)] TC = [1.8* (1.1-0.7100)*( 75.000".5)/{ 2 .450" {1/3)]= 4.51 Calculated TC of 4.510 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 4.479(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.710 Subarea runoff = 0.318 (CFS) Total initial streara area = 0.100(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3164.000 to Point/Station 3166.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 125.900(Ft.) End of street segment elevation = 85.070(Ft.) Length of street segment = 780.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 38.000(Ft.) Distance frora crown to crossfall grade break = 36.500(Ft.) Slope from gutter to grade break (v/hz) = 0.02 0 Slope frora grade break to crown (v/hz) = 0.02 0 Street flow is on [1] side(s) of the street Distance frora curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.02 0 Gutter width = 1.500(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 2.107(CFS) 67 Depth of flow = 0.265(Ft.), Average velocity = 4.097(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 6.417(Ft.) Flow velocity = 4.10(Ft/s) Travel time = 3.17 rain. TC = 7.68 rain. Adding area flow to street Rainfall intensity (I) = 3.395(In/Hr) for a 10.0 year storm Decimal fraction soil group A = 0.000 Deciraal fraction soil group B = 0.000 Deciraal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [HIGH DENSITY RESIDENTIAL ] (24.0 DU/A or Less ) Irapervious value, Ai = 0.650 Sub-Area C Value = 0.710 Rainfall intensity = 3.395(In/Hr) for a 10.0 year storra Effective runoff coefficient used for total area (Q=KCIA) is C = 0.710 CA = 1.122 Subarea runoff = 3.491(CFS) for 1.480(Ac.) Total runoff = 3.809(CFS) Total area = 1.580(Ac.) Street flow at end of street = 3.809(CFS) Half street flow at end of street = 3.809(CFS) Depth of flow = 0.306(Ft.), Average velocity = 4.659(Ft/s) Flow width (from curb towards crown)= 8.456(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3166.000 to Point/Station 3160.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 77.530(Ft.) Downstream point/station elevation = 77.300(Ft.) Pipe length = 4.67(Ft.) Slope = 0.0493 Manning's N = 0.013 No. of pipes = 1 Recjuired pipe flow = 3.809 (CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 3.809(CFS) Normal flow depth in pipe = 4.92(In.) Flow top width inside pipe = 16.05(In.) Critical Depth = 8.96(In.) Pipe flow velocity = 9.72(Ft/s) Travel time through pipe = 0.01 min. Time of concentration (TC) = 7.69 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3166.000 to Point/Station 3160.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 1.580(Ac.) Runoff from this stream = 3.809(CFS) Time of concentration = 7.69 min. Rainfall intensity = 3.393(In/Hr) 68 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process frora Point/Station 3168.000 to Point/Station 3170.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type ] (Neighborhod Commercial ) Irapervious value, Ai = 0.800 Sub-Area C Value = 0.790 Initial subarea total flow distance = 55.000(Ft.) Highest elevation = 125.590(Ft.) Lowest elevation = 124.260(Ft.) Elevation difference = 1.330(Ft.) Slope = 2.418 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 75.00 (Ft) for the top area slope value of 2.42 %, in a development type of Neighborhod Commercial In Accordance With Figure 3-3 Initial Area Time of Concentration = 3.60 minutes TC = [1.8*(1.1-C)*distance(Ft.)".5)/(% slope"{l/3)] TC = [1.8* (1.1-0.7900)*( 75.000".5)/( 2.418"(1/3)]= 3.60 Calculated TC of 3.600 minutes is less than 5 rainutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 4.479(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.790 Subarea runoff = 0.3 54(CFS) Total initial stream area = 0.100(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process frora Point/Station 3170.000 to Point/Station 3172.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 124.260(Ft.) End of street segment elevation = 85.910(Ft.) Length of street segment = 740.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 38.000(Ft.) Distance from crown to crossfall grade break = 36.500(Ft.) Slope from gutter to grade break (v/hz) = 0.02 0 Slope from grade break to crown (v/hz) = 0.02 0 Street flow is on [1] side(s) of the street Distance frora curb to property line = 10.000(Ft.) Slope frora curb to property line (v/hz) = 0.02 0 Gutter width = 1.500(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated raean flow rate at midpoint of street = 1.92 8 (CFS) 69 ,716(In/Hr) for a 0.000 0.000 0.000 1.000 ] 10.0 year storm Depth of flow = 0.2 60(Ft.), Average velocity = 4.007(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 6.154(Ft.) Flow velocity = 4.01(Ft/s) Travel time = 3.08 min. TC = 6.68 min. Adding area flow to street Rainfall intensity (I) = 3. Decimal fraction soil group A = Decimal fraction soil group B = Deciraal fraction soil group C = Deciraal fraction soil group D = [COMMERCIAL area type (Neighborhod Commercial ) Impervious value, Ai = 0.800 Sub-Area C Value = 0.790 Rainfall intensity = 3.716(In/Hr) for a Effective runoff coefficient used for total area (Q=KCIA) is C = 0.790 CA = 0.916 Subarea runoff = 3.052(CFS) for 1.060(Ac, Total runoff = 3.406(CFS) Total area = Street flow at end of street = 3.406(CFS) Half street flow at end of street = 3.406(CFS) Depth of flow = 0.298(Ft.), Average velocity = 4.526 (Ft/s) Flow width (frora curb towards crown)= 8.062(Ft.) 10.0 year storm 1.160{Ac. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3172.000 to Point/Station 3160.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = Downstream point/station elevation = Pipe length = 67.75(Ft.) Slope = No. of pipes = 1 Recjuired pipe flow Given pipe size = 18.00(In.) Calculated individual pipe flow = 3.406(CFS Normal flow depth in pipe = 6.74(In.) Flow top width inside pipe = 17.42(In.) Critical Depth = 8.44(In.) Pipe flow velocity = 5.64(Ft/s) Travel time through pipe = 0.2 0 min. Time of concentration (TC) = 6.88 min. 78.100(Ft.) 77.300(Ft.) 0.0118 Manning's N = 0.013 3.406(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3172.000 to Point/Station 3160.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal streara number 3 Stream flow area = 1.160(Ac.) Runoff from this stream = 3.406(CFS) Time of concentration = 6.88 min. Rainfall intensity = 3.646(In/Hr) Summary of stream data: 70 stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 2 3 Qmax(1! 56.863 3 .809 3 .406 1.000 0.627 0.583 Qraax(2) = 1.000 1.000 0.931 Qraax(3) = 1.000 1.000 1.000 15.86 7.69 6.88 1.000 * 1.000 * 1.000 * 0.485 * 1.000 * 1.000 * 0.434 * 0.894 * 1.000 * 2 .127 3.393 3.646 56.863) + 3.809) + 3.406) + 56.863) + 3.809) + 3.406) + 56.863) + 3.809) + 3.406) + 61.238 34.554 31.475 Total of 3 streams to confluence: Flow rates before confluence point: 56.863 3.809 3.406 Maximura flow rates at confluence using above data: 61.238 34.554 31.475 Area of strearas before confluence: 52.120 1.580 1.160 Results of confluence: Total flow rate = 61.238(CFS) Tirae of concentration = 15.859 min. Effective streara area after confluence = 54.860(Ac. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3160.000 to Point/Station 352.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = Downstream point/station elevation = Pipe length = 3.83(Ft.) Slope = No. of pipes = 1 Recjuired pipe flow Given pipe size = 48.00(In.) Calculated individual pipe flow = Normal flow depth in pipe = 14.23(In.) Flow top width inside pipe = 43.84(In.) Critical Depth = 28.31(In.) Pipe flow velocity = 19.63(Ft/s) Travel time through pipe = 0.00 min. Tirae of concentration (TC) = 15.86 rain End of coraputations, total study area = 73.270(Ft.) 73.080(Ft.) 0.0496 Manning's N = 0.013 61.238(CFS) 61.238(CFS) 54.860 (Ac. 71 San-^iego County Tlat ional'Hydrology Prograra CIVILCADD/CIVILDESIGN Engineering Software,(c)1991-2006 Version 7.7 Rational method hydrology program based on San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology Study Date: 01/24/15 Rancho Costera Basin H 10-YEAR STORM EVENT Final B Map Design g:\l01307\Hydrology\B Map\RCbasinH10.out JST ********* Hydrology Study Control Information ********** Program License Serial Number 6218 Rational hydrology study storm event year is 10.0 English (in-lb) input data Units used Map data precipitation entered: 6 hour, precipitation(inches) = 1.700 24 hour precipitation(inches) = 3.100 P6/P24 = 54.8% San Diego hydrology manual 'C values used ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 230.000 to Point/Station 231.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Initial subarea total flow distance = 125.000(Ft.) Highest elevation = 175. 800(Ft.) Lowest elevation = 173.800(Ft.) Elevation difference = 2.000 (Ft.) Slope = 1.600 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 80.00 (Ft) for the top area slope value of 1.60 %, in a development type of 7.3 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 7.30 minutes TC = [1.8*(1.1-C)*distance(Ft.)".5)/(% slope"(l/3)] TC = [1.8*(1.1-0.5700)* ( 80.000^.5)/( 1.600"(1/3)]= 7.30 The initial area total distance of 125.00 (Ft.) entered leaves a remaining distance of 45.00 (Ft.) Using Figure 3-4, the travel time for this distance is 0.72 minutes for a distance of 45.00 (Ft.) and a slope of 1.60 % with an elevation difference of 0.72(Ft.) from the end of the top area Tt = [11.9*length(Mi)"3)/(elevation change(Ft.))]".385 *60(min/hr) 0.719 Minutes Tt= [ (11.9*0.0085^3)/( 0.72)]".385= 0.72 Total initial area Ti = 7.3 0 minutes from Figure 3-3 formula plus 0.72 minutes from the Figure 3-4 formula = 8.01 minutes Rainfall intensity (I) = 3.3 04(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.570 Subarea runoff = 0.188 (CFS) Total initial stream area = 0.100(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 231.000 to Point/Station 231.100 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 173.800(Ft.) End of street segment elevation = 147.400(Ft.) Length of street segment = 815.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 17.000(Ft.) Distance from crown to crossfall grade break = 15.500(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 = 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 = 2.865(CFS) Depth of flow = 0.302(Ft.), Average velocity = 3.628(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 8.290 (Ft.) Flow velocity = 3.63(Ft/s) Travel time = 3.74 min. TC = 11.76 min. Adding area flow to street Rainfall intensity (I) = 2.580(In/Hr) for a 10.0 year storm Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Rainfall intensity = 2.580(In/Hr) for a 10.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.570 CA = 2.126 Subarea runoff = 5.2 97(CFS) for 3.63 0(Ac.) Total runoff = 5.4 86(CFS) Total area = 3.73 0(Ac.) Street flow at end of street = 5.486(CFS) Half street flow at end of street = 5.486(CFS) Depth of flow = 0.356(Ft.), Average velocity = 4.216(Ft/s) Flow width (from curb towards crown)= 10.94 8(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 231.100 to Point/Station 231.200 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 138.420(Ft.) Downstream point/station elevation = 137.000 (Ft.) Pipe length = 28.48(Ft.) Slope = 0.0499 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 5.486(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 5.486(CFS) Normal flow depth in pipe = 5.92(In.) Flow top width inside pipe = 16.92(In.) Critical Depth = 10.84(In.) Pipe flow velocity = 10.83(Ft/s) Travel time through pipe = 0.04 min. Time of concentration (TC) = 11.80 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 231.200 to Point/Station 231.200 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 3.730(Ac.) Runoff from this stream = 5.486 (CFS) Time of concentration = 11.80 min. Rainfall intensity = 2.574(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 232.000 to Point/Station 233.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Initial subarea total flow distance = 125.000(Ft.) Highest elevation = 175.800(Ft.) Lowest elevation = 173.800(Ft.) Elevation difference = 2.000(Ft.) Slope = 1.600 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 80.00 (Ft) for the top area slope value of 1.60 %, in a development type of 7.3 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 7.30 minutes TC = [1.8*(l.l-C)*distance(Ft.)".5)/(% slope"(l/3)] TC = [1.8* (1.1-0.5700)* ( 80.000".5)/( 1.600"(1/3)]= 7.30 The initial area total distance of 125.00 (Ft.) entered leaves a remaining distance of 45.00 (Ft.) Using Figure 3-4, the travel time for this distance is 0.72 minutes for a distance of 45.00 (Ft.) and a slope of 1.60 % with an elevation difference of 0.72(Ft.) from the end of the top area Tt = [11.9*length(Mi)"3)/(elevation change(Ft.))]".385 *60(min/hr) 0.719 Minutes Tt=[(11.9*0.0085"3)/( 0.72)]".385= 0.72 Total initial area Ti = 7.3 0 minutes from Figure 3-3 formula plus 0.72 minutes from the Figure 3-4 formula = 8.01 minutes Rainfall intensity (I) = 3.304(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.570 Subarea runoff = 0.188(CFS) Total initial stream area = 0.100(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 233.000 to Point/Station 233.100 STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** * * * * Top of street segment elevation = 173.800(Ft.) End of street segment elevation = 146.800(Ft.) Length of street segment = 815.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 17.000(Ft.) Distance from crown to crossfall grade break = 15.500(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 = 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 = 1.384(CFS) Depth of flow = 0.253(Ft.), Average velocity = 3.136 (Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 5.820 (Ft.) Flow velocity = 3.14(Ft/s) Travel time = 4.33 min. TC = 12.35 min. Adding area flow to street Rainfall intensity (I) = 2.500(In/Hr) for a 10.0 year storm Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.4 00 Sub-Area C Value = 0.570 Rainfall intensity = 2.500(In/Hr) for a 10.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.570 CA = 1.009 Subarea runoff = 2.334(CFS) for 1.670(Ac.) Total runoff = 2.522(CFS) Total area = 1.770(Ac.) Street flow at end of street = 2.522(CFS) Half street flow at end of street = 2.522(CFS) Depth of flow = 0.292(Ft.), Average velocity = 3.557 (Ft/s) Flow width (from curb towards crown)= 7.788(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 233.100 to Point/Station 231.200 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 137.270 (Ft.) Downstream point/station elevation = 137.000(Ft.) Pipe length = 2.67(Ft.) Slope = 0.1011 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 2.522(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 2.522(CFS) Normal flow depth in pipe = 3.35(In.) Flow top width inside pipe = 14.00(In.) Critical Depth = 7.21 (In.) Pipe flow velocity = 11.13 (Ft/s) Travel time through pipe = 0.0 0 min. Time of concentration (TC) = 12.35 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 231.200 to Point/Station 231.200 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 1.770(Ac.) Runoff from this stream = 2.522 (CFS) Time of concentration = 12.35 min. Rainfall intensity = 2.500(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 5.486 11.80 2.574 2 2.522 12.35 2.500 Qmax(1) Qmax(2) 1.000 * 1.000 * 5.486) + 1.000 * 0.956 * 2.522) + = 7.896 0.971 * 1.000 * 5.486) + 1.000 * 1.000 * 2.522) + = 7.850 Total of 2 streams to confluence: Flow rates before confluence point: 5.486 2.522 Maximum flow rates at confluence using above data: 7.896 7.850 Area of streams before confluence: 3.730 1.770 Results of confluence: Total flow rate = 7.896(CFS) Time of concentration = 11.803 min. Effective stream area after confluence = 5.500(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 231.200 to Point/Station 236.100 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 135.500(Ft.) Downstream point/station elevation = 126.880(Ft.) Pipe length = 209.57(Ft.) Slope = 0.0411 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 7.896(CFS) Given pipe size = 36.00(In.) Calculated individual pipe flow = 7.896(CFS) Norraal flow depth in pipe = 5.90(In.) Flow top width inside pipe = 26.65(In.) Critical Depth = 10.60(In.) Pipe flow velocity = 10.44(Ft/s) Travel time through pipe = 0.33 min. Time of concentration (TC) = 12.14 min. + + + + -'• ++-'--'- +++4 +++++ + + + + +++ + +++++ + + + + + + + + + + +++++ + +++++++ + + + + + + + + +++ + + + + + Process from Point/Station 236.100 to Point/Station 236.200 * * * * PIPEFLOW TRAVEL TIME (User specified size) * * * * Upstream point/station elevation = 126.500(Ft.) Downstream point/station elevation = 113.780(Ft.) Pipe length = 196.00(Ft.) Slope = 0.0649 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 7.896(CFS) Given pipe size = 36.00(In.) Calculated individual pipe flow = 7.896(CFS) Normal flow depth in pipe = 5.29(In.) Flow top width inside pipe = 25.48(In.) Critical Depth = 10.60(In.) Pipe flow velocity = 12.26(Ft/s) Travel time through pipe = 0.27 min. Time of concentration (TC) = 12.4 0 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 236.200 to Point/Station 236.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 113.440(Ft.) Downstream point/station elevation = 106.510(Ft.) Pipe length = 198.00(Ft.) Slope = 0.0350 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 7.896(CFS) Given pipe size = 36.00(In.) Calculated individual pipe flow = 7.896(CFS) Normal flow depth in pipe = 6.14(In.) Flow top width inside pipe = 27.08(In.) Critical Depth = 10.60 (In.) Pipe flow velocity = 9.87(Ft/s) Travel time through pipe = 0.33 min. Time of concentration (TC) = 12.74 min. + + + + + + + + + + + + + + + + + + + + +++ + +++ + + + + + + + + + + + + + + + ++_^ + ^_^+^_^^^^^^^^_^_^_^^_i_^_j__i__^^_i_^ Process from Point/Station 236.200 to Point/Station 236.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 5.500(Ac.) Runoff from this stream = 7.896(CFS) Time of concentration = 12.74 min. Rainfall intensity = 2.450(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 231.300 to Point/Station 231.100 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.4 00 Sub-Area C Value = 0.570 Initial subarea total flow distance = 105.000(Ft.) Highest elevation = 149.600(Ft.) Lowest elevation = 147.4 00(Ft.) Elevation difference = 2.200(Ft.) Slope = 2.095 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 80.00 (Ft) for the top area slope value of 2.10 %, in a development type of 7.3 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 6.66 minutes TC = [1.8*(1.1-C)*distance(Ft.)".5)/(% slope"{l/3)] TC = [1.8* (1.1-0.5700)* ( 80.000".5)/( 2.lOO" (1/3)]= 6.66 The initial area total distance of 105.00 (Ft.) entered leaves a remaining distance of 25.00 (Ft.) Using Figure 3-4, the travel time for this distance is 0.41 minutes for a distance of 25.00 (Ft.) and a slope of 2.10 % with an elevation difference of 0.53(Ft.) from the end of the top area Tt = [11.9*length(Mi)"3)/(elevation change(Ft.))]".385 *60(min/hr) 0.412 Minutes Tt= [ (11.9*0.0047"3)/( 0.53)]".385= 0.41 Total initial area Ti = 6.66 minutes from Figure 3-3 formula plus 0.41 minutes from the Figure 3-4 formula = 7.08 minutes Rainfall intensity (I) = 3.580(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.570 Subarea runoff = 0.204(CFS) Total initial stream area = 0.100(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 231.100 to Point/Station 234.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 147.400(Ft.) End of street segment elevation = 120.000(Ft.) Length of street segment = 615.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 17.000(Ft.) Distance from crown to crossfall grade break = 15.500(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 = 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 = 1.927 (CFS) Depth of flow = 0.264(Ft.), Average velocity = 3.773(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 6.389(Ft.) Flow velocity = 3.77(Ft/s) Travel time = 2.72 min. TC = 9.79 min. Adding area flow to street Rainfall intensity (I) = 2.903(In/Hr) for a 10.0 year storm Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Rainfall intensity = 2.903(In/Hr) for a 10.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.570 CA = 1.237 Subarea runoff = 3.387(CFS) for 2.070(Ac.) Total runoff = 3.591(CFS) Total area = 2.170(Ac. Street flow at end of street = 3.591(CFS) Half street flow at end of street = 3.591(CFS) Depth of flow = 0.307(Ft.), Average velocity = 4.319(Ft/s) Flow width (from curb towards crown)= 8.538(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 234.000 to Point/Station 236.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 108.220(Ft.) Downstream point/station elevation = 107.680(Ft.) Pipe length = 26.67(Ft.) Slope = 0.0202 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 3.591(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 3.591(CFS) Normal flow depth in pipe = 6.01(In.) Flow top width inside pipe = 16.97(In.) Critical Depth = 8.68(In.) Pipe flow velocity = 6.95(Ft/s) Travel time through pipe = 0.06 min. Time of concentration (TC) = 9.86 min. + +++ + + + + + +++ + + + + + +++ + + + + + + +++++ + + + + + + + + ++ + + Process from Point/Station 234.000 to Point/Station 236.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 2.170(Ac.) Runoff from this stream = 3.591(CFS) Time of concentration = 9.86 min. Rainfall intensity = 2.891(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 233.200 to Point/Station 233.100 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.4 00 Sub-Area C Value = 0.570 Initial subarea total flow distance = 105.000(Ft. Highest elevation = 149.000(Ft.) Lowest elevation = 146.800(Ft.) Elevation difference = 2.200(Ft.) Slope = 2.095 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 80.00 (Ft) for the top area slope value of 2.10 %, in a development type of 7.3 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 6.66 minutes TC = [1.8*(l.l-C)*distance(Ft.)".5)/(% slope"(l/3)] TC = [1.8*(l.l-0.5700)*( 80.000".5)/( 2.lOO" (1/3)]= 6.66 The initial area total distance of 105.00 (Ft.) entered leaves a remaining distance of 25.00 (Ft.) Using Figure 3-4, the travel time for this distance is 0.41 minutes for a distance of 25.00 (Ft.) and a slope of 2.10 % with an elevation difference of 0.53(Ft.) frora the end of the top area Tt = [11.9*length(Mi)"3)/(elevation change(Ft.))]".385 *60(min/hr) 0.412 Minutes Tt=[(11.9*0.0047"3)/( 0.53)]".385= 0.41 Total initial area Ti = 6.66 minutes from Figure 3-3 formula plus 0.41 minutes from the Figure 3-4 formula = 7.08 minutes Rainfall intensity (I) = 3.580(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.570 Subarea runoff = 0.2 04(CFS) Total initial stream area = 0.100(Ac.) + + + + + + + +++ + + + + + +++++ +++++ + + + + + +++ + +++++ + + + ^^ + ^^^^^_^^_^_^_^_^_i__^_^_^_^^_^_^_^_^_^^_^_^ Process from Point/Station 233.100 to Point/Station 235 000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 146.800(Ft.) End of street segment elevation = 120.000(Ft.) Length of street segment = 615.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 17.000(Ft.) Distance from crown to crossfall grade break = 15.500(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 = 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 = 1.777(CFS) Depth of flow = 0.260 (Ft.), Average velocity = 3.678 (Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 6.168(Ft.) Flow velocity = 3.68(Ft/s) Travel time = 2.79 min. TC = 9.86 min. Adding area flow to street Rainfall intensity (I) = 2.890(In/Hr) for a 10.0 year storm Decimal fraction soil group A = 0.000 10 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.57 0 Rainfall intensity = 2.890(In/Hr) for a 10.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.570 CA = 1.140 Subarea runoff = 3.091(CFS) for 1.900(Ac.) Total runoff = 3.295(CFS) Total area = 2.000(Ac.) Street flow at end of street = 3.295(CFS) Half street flow at end of street = 3.295(CFS) Depth of flow = 0.302(Ft.), Average velocity = 4.200(Ft/s) Flow width (from curb towards crown)= 8.258(Ft.) + + + + + + + + + + + + + +++ + + + + + + +++ + + + + + + 4. +++ + + + + + + + ^ + ^^^^^^_^_^^_i__i__i__^_i__^_^_^_^_^_^_^^ Process from Point/Station 235.000 to Point/Station 236 000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 107.980(Ft.) Downstream point/station elevation = 107.680(Ft.) Pipe length = 2.67(Ft.) Slope = 0.1124 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 3.295(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 3.295(CFS) Normal flow depth in pipe = 3.72(In.) Flow top width inside pipe = 14.58(In.) Critical Depth = 8.30(In.) Pipe flow velocity = 12.50(Ft/s) Travel time through pipe = 0.00 min. Time of concentration (TC) = 9.87 min. + + + + + + + +++ + +++++ + +++ + + + + +++ + + + + + + + ++++++^.^ + ^+^^^^^^^^^^_^_^_i__^^_^_^^_^_^_^_^_^_^_^ Process from Point/Station 235.000 to Point/Station 236 000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream nutT±ier 3 Stream flow area = 2.000(Ac.) Runoff from this stream = 3.295(CFS) Time of concentration = 9.87 min. Rainfall intensity = 2.889(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 7.896 12.74 2.450 2 3.591 9.86 2.891 3 3.295 9.87 2.889 11 Qmax(1) 1 . 000 * 1 000 * 7 .896) + 0 848 * 1 000 * 3 . 591) + 0 848 * 1 000 * 3 .295) + = 13 . 734 Qmax(2) = 1 000 * 0 774 * 7 .896) + 1 000 * 1 000 * 3 591) + 1 000 * 0 999 * 3 295) + = 12 993 Qmax(3) = 1 000 * 0 . 774 * 7 896) + 0 999 * 1. 000 * 3 591) + 1 000 * 1. 000 * 3 295) + = 12 999 Total of 3 streams to confluence: Flow rates before confluence point: 7.896 3.591 3.295 Maximum flow rates at confluence using above data: 13.734 12.993 12.999 Area of streams before confluence: 5.500 2.170 2.000 Results of confluence: Total flow rate = 13.734(CFS) Time of concentration = 12.738 min. Effective stream area after confluence = 9.670(Ac.) + + + + + +++ + + + + + + + + + + + + + + + + +++ + ++H. + + + + + + + + + + + + +++ + + ^^_^^^^_^^^_^_^^^^_i__^_i__^_j__i__i_^ Process from Point/Station 236.000 to Point/Station 224.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 106.180(Ft.) Downstream point/station elevation = 102.740(Ft.) Pipe length = 40.50(Ft.) Slope = 0.0849 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 13.734(CFS) Given pipe size = 36.00(In.) Calculated individual pipe flow = 13.734(CFS) Normal flow depth in pipe = 6.48(In.) Flow top width inside pipe = 27.66(In.) Critical Depth = 14.15(In.) Pipe flow velocity = 15.88(Ft/s) Travel time through pipe = 0.04 min. Time of concentration (TC) = 12.78 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 224.000 to Point/Station 225.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 102.410(Ft.) Downstream point/station elevation = 100.500(Ft.) Pipe length = 190.85 (Ft.) Slope = 0.0100 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 13.734(CFS) Given pipe size = 36.00(In.) Calculated individual pipe flow = 13.734(CFS) 12 Normal flow depth in pipe = 11.09(In.) Flow top width inside pipe = 33.24(In.) Critical Depth = 14.15(In.) Pipe flow velocity = 7.43(Ft/s) Travel time through pipe = 0.4 3 min. Time of concentration (TC) = 13.21 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 225.000 to Point/Station 226.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 100.170(Ft.) Downstream point/station elevation = 98.900(Ft.) Pipe length = 126.48 (Ft.) Slope = 0.0100 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 13.734(CFS) Given pipe size = 36.00(In.) Calculated individual pipe flow = 13.734(CFS) Normal flow depth in pipe = 11.07(In.) Flow top width inside pipe = 33.23(In.) Critical Depth = 14.15(In.) Pipe flow velocity = 7.44(Ft/s) Travel time through pipe = 0.28 min. Time of concentration (TC) = 13.49 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 226.000 to Point/Station 238.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 98.570(Ft.) Downstream point/station elevation = 94.790(Ft.) Pipe length = 59.23(Ft.) Slope = 0.0638 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 13.734(CFS) Given pipe size = 36.00(In.) Calculated individual pipe flow = 13.734(CFS) Normal flow depth in pipe = 6.95(In.) Flow top width inside pipe = 28.42(In.) Critical Depth = 14.15(In.) Pipe flow velocity = 14.35(Ft/s) Travel time through pipe = 0.0 7 min. Time of concentration (TC) = 13.56 min. + + + +++ + + + +++ + + + +++ + + +++ + + + + + + + ++++4. ++++++ ++^.++ + + ^+^^^^^^^^^^_^_i__^_i_^_i__^_^_^_i_ Process from Point/Station 226.000 to Point/Station 238.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 9.670(Ac.) Runoff frora this stream = 13.734(CFS) Time of concentration = 13.56 min. Rainfall intensity = 2.353(In/Hr) 13 Program is now starting with Main Streara No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 239.000 to Point/Station 240.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL ] (4.3 DU/A or Less ) Impervious value, Ai = 0.300 Sub-Area C Value = 0.52 0 Initial subarea total flow distance = 95.000(Ft.) Highest elevation = 187.500(Ft.) Lowest elevation = 186.300(Ft.) Elevation difference = 1.200(Ft.) Slope = 1.263 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 70.00 (Ft) for the top area slope value of 1.26 %, in a development type of 4.3 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 8.09 minutes TC = [1.8*(l.l-C)*distance(Ft.)".5)/(% slope"(l/3)] TC = [1.8*(l.l-0.5200)*( 70.000".5)/( 1. 260" (1/3)]= 8.09 The initial area total distance of 95.00 (Ft.) entered leaves a remaining distance of 25.00 (Ft.) Using Figure 3-4, the travel time for this distance is 0.50 minutes for a distance of 25.00 (Ft.) and a slope of 1.26 % with an elevation difference of 0.32(Ft.) from the end of the top area Tt = [11.9*length(Mi)"3)/(elevation change(Ft.))]".385 *60(min/hr) 0.502 Minutes Tt=[(11.9*0.0047"3)/( 0.32)]".385= 0.50 Total initial area Ti = 8.09 minutes from Figure 3-3 formula plus 0.50 minutes from the Figure 3-4 formula = 8.59 minutes Rainfall intensity (I) = 3.160(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.520 Subarea runoff = 0.164(CFS) Total initial stream area = 0.100(Ac.) + +++ + +++++++ + ++++ + + + +++ + + + + + + + + + + + + + +++ +++++++++ + + ^^^^^^^^_^^^_^_^_^_^_^_^_^_^^ Process from Point/Station 240.000 to Point/Station 241 000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 186.300(Ft.) End of street segment elevation = 148.000(Ft.) Length of street segment = 935.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 17.000(Ft.) Distance from crown to crossfall grade break = 15.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 14 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 = 2.000 (In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.015 0 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 2.672(CFS) Depth of flow = 0.289(Ft.), Average velocity = 3.914(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 7.618(Ft.) Flow velocity = 3.91(Ft/s) Travel time = 3.98 min. TC = 12.57 min. Adding area flow to street Rainfall intensity (I) = 2.471(In/Hr) for a 10.0 year storm Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL ] (4.3 DU/A or Less ) Impervious value, Ai = 0.300 Sub-Area C Value = 0.52 0 Rainfall intensity = 2.471(In/Hr) for a 10.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.520 CA = 2.075 Subarea runoff = 4.963(CFS) for 3.890(Ac.) Total runoff = 5.128(CFS) Total area = 3.990(Ac.) Street flow at end of street = 5.128(CFS) Half street flow at end of street = 5.128(CFS) Depth of flow = 0.339(Ft.), Average velocity = 4.540 (Ft/s) Flow width (from curb towards crown)= 10.134(Ft.) + + + + + +++ + + + + + + + + + + + + + + + + +++++ + + + + + + + + + + + + + + + + +++ + + ^^^^^^^^^^^^_^_i__^_j__i__^_j__^ Process from Point/Station 241.000 to Point/Station 245.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 140.500(Ft.) Downstream point/station elevation = 140.000(Ft.) Pipe length = 2.67(Ft.) Slope = 0.1873 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 5.128(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 5.128(CFS) Normal flow depth in pipe = 4.08(In.) Flow top width inside pipe = 15.08(In.) Critical Depth = 10.45(In.) Pipe flow velocity = 17.04(Ft/s) Travel time through pipe = 0.00 min. Time of concentration (TC) = 12.57 min. 15 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 241.000 to Point/Station 245.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 3.990(Ac.) Runoff from this stream = 5.128(CFS) Time of concentration = 12.57 min. Rainfall intensity = 2.471(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 242.000 to Point/Station 243.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL ] (4.3 DU/A or Less ) Impervious value, Ai = 0.3 00 Sub-Area C Value = 0.52 0 Initial subarea total flow distance = 35.000(Ft.) Highest elevation = 179.660(Ft.) Lowest elevation = 178.960(Ft.) Elevation difference = 0.700(Ft.) Slope = 2.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 80.00 (Ft) for the top area slope value of 2.00 %, in a development type of 4.3 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 7.41 minutes TC = [1.8*(l.l-C)*distance(Ft.)".5)/(% slope"(l/3)] TC = [1.8* (1.1-0.5200)* ( 80.000".5)/( 2.OOO" (1/3)]= 7.41 Rainfall intensity (I) = 3.475(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.520 Subarea runoff = 0.181(CFS) Total initial stream area = 0.100(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 243.000 to Point/Station 244.000 STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** * * * * Top of street segment elevation = 178.960(Ft.) End of street segment elevation = 148.000 (Ft.) Length of street segment = 470.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 17.000(Ft.) Distance from crown to crossfall grade break = 15.500(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 16 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 = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = Depth of flow = 0.270(Ft.), Average velocity = Streetflow hydraulics at midpoint of street travel Halfstreet flow width = 6.662(Ft.) Flow velocity = 4.67(Ft/s) Travel time = 1.68 min. TC = 9.09 min. Adding area flow to street Rainfall intensity (I) = 3.046(In/Hr) for a Decimal fraction soil group A = Decimal fraction soil group B = Decimal fraction soil group C = Decimal fraction soil group D = [MEDIUM DENSITY RESIDENTIAL ] (4.3 DU/A or Less ) Impervious value, Ai = 0.3 00 Sub-Area C Value = 0.52 0 Rainfall intensity = 3.046(In/Hr) for a Effective runoff coefficient used for total area (Q=KCIA) is C = 0.520 CA = 1.586 Subarea runoff = 4.651(CFS) for 2.950(Ac Total runoff = 4.831 (CFS) Total area = Street flow at end of street = 4.831(CFS) Half street flow at end of street = 4.831(CFS Depth of flow = 0.315(Ft.), Average velocity = Flow width (from curb towards crown)= 8.925(Ft.) 2.551 (CFS) 4.669(Ft/s) 3.046(In/Hr) = 0.000 000 000 000 0 . 0 . 1. 10.0 year storm 10.0 year storra 3.050(Ac.) 5.374(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 244.000 to Point/Station 245.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = Downstream point/station elevation = Pipe length = 26.67 (Ft.) Slope = No. of pipes = 1 Required pipe flow Given pipe size = 18.00(In.) Calculated individual pipe flow Normal flow depth in pipe = 7.19(In.) Flow top width inside pipe = 17.63(In.) Critical Depth = 10.14(In.) Pipe flow velocity = 7.34(Ft/s) Travel time through pipe = 0.06 min. Time of concentration (TC) = 9.15 min. 140 . 500 (Ft.) 140.000(Ft.) 0.0187 Manning's N 4.831(CFS) 4.831(CFS) 0 . 013 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 244.000 to Point/Station 245.000 17 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 3.050(Ac.) Runoff from this stream = 4.831(CFS) Time of concentration = 9.15 min. Rainfall intensity = 3.033(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 2 Qmax(1) 5 .128 4 .831 1. 000 0 .815 Qmax(2) = 1. 000 1.000 12 .57 9 .15 1.000 * 1.000 * 0.728 * 1.000 * 2 .471 3 . 033 5.128) + 4 . 831) + = 5.128) + 4 . 831) + = 9 . 064 8 . 563 Total of 2 streams to confluence: Flow rates before confluence point: 5.128 4.831 Maximum flow rates at confluence using above data: 9.064 8.563 Area of streams before confluence: 3.990 3.050 Results of confluence: Total flow rate = 9.064(CFS) Time of concentration = 12.573 min. Effective stream area after confluence = 7.040(Ac. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 245.000 to Point/Station 246.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 139.500(Ft.) Downstream point/station elevation = 134.480(Ft.) Pipe length = 62.74(Ft.) Slope = No. of pipes = 1 Required pipe flow Given pipe size = 24.00(In.) Calculated individual pipe flow Normal flow depth in pipe = 6.10(In.) Flow top width inside pipe = 20.90(In.) Critical Depth = 12.88(In.) Pipe flow velocity = 14.41(Ft/s) Travel time through pipe = 0.07 min. Time of concentration (TC) = 12.65 min 0.0800 Manning's N = 0.013 9.064(CFS) 9.064(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 18 Process from Point/Station 245.000 to Point/Station 246.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 7.040(Ac.) Runoff from this stream = 9.064(CFS) Time of concentration = 12.65 min. Rainfall intensity = 2.462(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 247.000 to Point/Station 248.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL ] (4.3 DU/A or Less ) Impervious value, Ai = 0.3 00 Sub-Area C Value = 0.52 0 Initial subarea total flow distance = 115.000(Ft.) Highest elevation = 148.000(Ft.) Lowest elevation = 146.500(Ft.) Elevation difference = 1.500(Ft.) Slope = 1.304 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 70.00 (Ft) for the top area slope value of 1.30 %, in a development type of 4.3 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 8.00 minutes TC = [1.8*(l.l-C)*distance(Ft.)".5)/(% slope"(l/3)] TC = [1.8*(l.l-0.5200)*( 70.000".5)/( 1.3OO" (1/3)]= 8.00 The initial area total distance of 115.00 (Ft.) entered leaves a remaining distance of 45.00 (Ft.) Using Figure 3-4, the travel time for this distance is 0.78 minutes for a distance of 45.00 (Ft.) and a slope of 1.30 % with an elevation difference of 0.58(Ft.) from the end of the top area Tt = [11.9*length(Mi)"3)/(elevation change(Ft.))]".385 *60(min/hr) 0.779 Minutes Tt=[(11.9*0.0085"3)/( 0.58)]".385= 0.78 Total initial area Ti = 8.00 minutes from Figure 3-3 formula plus 0.78 minutes from the Figure 3-4 formula = 8.78 minutes Rainfall intensity (I) = 3.114(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.520 Subarea runoff = 0.162(CFS) Total initial stream area = 0.100(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 248.000 to Point/Station 249.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** 19 Top of street segment elevation = 146.500(Ft.) End of street segment elevation = 145.120(Ft.) Length of street segment = 165.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 16.500(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 = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 0.871(CFS) Depth of flow = 0.267(Ft.), Average velocity = 1.649(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 6.525(Ft.) Flow velocity = 1.65(Ft/s) Travel time = 1.67 min. TC = 10.45 min. Adding area flow to street Rainfall intensity (I) = 2.784(In/Hr) for a 10.0 year storm Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL ] (4.3 DU/A or Less ) Irapervious value, Ai = 0.3 00 Sub-Area C Value = 0.520 Rainfall intensity = 2.784(In/Hr) for a 10.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.520 CA = 0.536 Subarea runoff = 1.32 9(CFS) for 0.93 0(Ac.) Total runoff = 1.491 (CFS) Total area = 1.030(Ac.) Street flow at end of street = 1.491(CFS) Half street flow at end of street = 1.491(CFS) Depth of flow = 0.304(Ft.), Average velocity = 1.854(Ft/s) Flow width (from curb towards crown)= 8.378(Ft.) + + + + + + + +++ + + + + + + + + + + + + +++ + +++ + +++ + +++ + + + + + + + + + + ++++++++^^+ + ^^^^^_^_^^^_^^ Process from Point/Station 249.000 to Point/Station 246 000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 137.080(Ft.) Downstream point/station elevation = 134.980(Ft.) Pipe length = 44.71(Ft.) Slope = 0.0470 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 1.491(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 1.4 91(CFS) Normal flow depth in pipe = 3.12(In.) 20 Flow top width inside pipe = 13.63(In.) Critical Depth = 5.48(In.) Pipe flow velocity = 7.28(Ft/s) Travel time through pipe = 0.10 min. Time of concentration (TC) = 10.55 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 249.000 to Point/Station 246.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 1.030(Ac.) Runoff from this stream = 1.491(CFS) Time of concentration = 10.55 min. Rainfall intensity = 2.767(In/Hr) + + + + + + + + + + + + + + + + + + + + + + + + + + +++++ + +++++ + + + + ++^.+^ + _^^ + ^^^^^^^^_j._^_^_^_i__i__i_^_^_i__^_^ Process from Point/Station 250.000 to Point/Station 251.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL ] (4.3 DU/A or Less ) Impervious value, Ai = 0.300 Sub-Area C Value = 0.52 0 Initial subarea total flow distance = 160.000(Ft.) Highest elevation = 148.900(Ft.) Lowest elevation = 147.700 (Ft.) Elevation difference = 1.200(Ft.) Slope = 0.750 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 70.00 (Ft) for the top area slope value of 0.75 %, in a development type of 4.3 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 9.61 minutes TC = [1.8*(l.l-C)*distance(Ft.)".5)/(% slope"(l/3)] TC = [1.8*(1.1-0.5200)*( 70.000".5)/( 0.750"(1/3)]= 9.61 The initial area total distance of 160.00 (Ft.) entered leaves a remaining distance of 90.00 (Ft.) Using Figure 3-4, the travel time for this distance is 1.64 minutes for a distance of 90.00 (Ft.) and a slope of 0.75 % with an elevation difference of 0.68(Ft.) from the end of the top area Tt = [11.9*length(Mi)"3)/(elevation change(Ft.))]".385 *60(min/hr) 1.642 Minutes Tt=[(11.9*0.0170"3)/( 0.68)]".385= 1.64 Total initial area Ti = 9.61 minutes from Figure 3-3 formula plus 1.64 minutes from the Figure 3-4 formula = 11.26 minutes Rainfall intensity (I) = 2.654(In/Hr) for a 10.0 year storra Effective runoff coefficient used for area (Q=KCIA) is C = 0.520 21 Subarea runoff = 0.138(CFS) Total initial streara area = 0.100(Ac. + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + H. + + + + + + + + + + + + + + + ^^ + + ^^^^^^^^_^_^ Process from Point/Station 251.000 to Point/Station 252 000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 147.700(Ft.) End of street segment elevation = 146.000(Ft.) Length of street segment = 320.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 16.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.02 0 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 1.054(CFS) Depth of flow = 0.295(Ft.), Average velocity = 1.438 (Ft/s) Streetflow hydraulics at raidpoint of street travel: Halfstreet flow width = 7.940(Ft.) Flow velocity = 1.44(Ft/s) Travel time = 3.71 min. TC = 14.96 min. Adding area flow to street Rainfall intensity (I) = 2.209(In/Hr) for a 10.0 year storm Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL ] (4.3 DU/A or Less ) Impervious value, Ai = 0.300 Sub-Area C Value = 0.52 0 Rainfall intensity = 2.209(In/Hr) for a 10.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.520 CA = 0.848 Subarea runoff = 1.734(CFS) for 1.530(Ac.) Total runoff = 1.872 (CFS) Total area = 1.630(Ac.) Street flow at end of street = 1.872 (CFS) Half street flow at end of street = 1.872(CFS) Depth of flow = 0.341(Ft.), Average velocity = 1.640(Ft/s) Flow width (from curb towards crown)= 10.193(Ft.) ++ + + + +++++++++ + + + +++ + + + + +++++++ + + + + + + + + + + + + ^^^^^^^^^^^_^_^_^_^^_^^_^_^_^_^_^_^_^^_^ Process from Point/Station 252.000 to Point/Station 246 000 **** PIPEFLOW TRAVEL TIME (User specified size) **** 22 Upstream point/station elevation = Downstream point/station elevation = Pipe length = 66.12 (Ft.) Slope = No. of pipes = 1 Required pipe flow Given pipe size = 18.00(In.) Calculated individual pipe flow = Normal flow depth in pipe = 3.84(In.) Flow top width inside pipe = 14.75(In.) Critical Depth = 6.17(In.) Pipe flow velocity = 6.77(Ft/s) Travel time through pipe = 0.16 min. Time of concentration (TC) = 15.13 min 137.080(Ft.) 134.980(Ft.) 0.0318 Manning's N 1.872(CFS) 1.872(CFS) 0 . 013 + + + + + +++ + + + + + + + +++ + + + + + + + + +++++++++ + + + + + + ++^^^^_^^^_^_^^_i__i__^^_i_^_^_^_^_^_^^^_^_^_^_^ Process from Point/Station 252.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 246.000 Along Main Streara number: 2 in normal stream number 3 Stream flow area = 1.630(Ac.) Runoff from this stream = 1.872(CFS) Time of concentration = 15.13 min. Rainfall intensity = 2.193(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 2 3 Qmax(1) Qmax(2) = Qmax (3) = 9 .064 12 .65 2 .462 1 .491 10 . 55 2 .767 1 .872 15 . 13 2 .193 1 000 * 1 000 * 9 . 064) + 0 890 * 1 000 * 1 .491) + 1 000 * 0 . 836 * 1 .872) + = 1. 000 * 0 . 834 * 9 064) + 1. 000 * 1. 000 * 1 491) + 1. 000 * 0. 698 * 1 872) + = 0 . 891 * 1. 000 * 9 064) + 0 . 793 * 1. 000 * 1. 491) + 1. 000 * 1. 000 * 1. 872) + = 11.955 10.360 11.12E Total of 3 streams to confluence: Flow rates before confluence point: 9.064 1.491 1.872 Maximum flow rates at confluence using above data; 11.955 10.360 11.128 Area of streams before confluence: 7.040 1.030 1.630 Results of confluence: 23 Total flow rate = 11.955(CFS) Time of concentration = 12.646 min. Effective stream area after confluence = 9.700(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 246.000 to Point/Station 246.100 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 134.150(Ft.) Downstream point/station elevation = 122.740(Ft.) Pipe length = 178.05(Ft.) Slope = 0.0641 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 11.955(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 11.955(CFS) Normal flow depth in pipe = 7.44(In.) Flow top width inside pipe = 22.20(In.) Critical Depth = 14.91(In.) Pipe flow velocity = 14.41(Ft/s) Travel time through pipe = 0.21 min. Time of concentration (TC) = 12.85 min. + + + + + + + + + + + +++++ + + + + + + + + +++ + +++++ + + + +++ + + + + + ^ + ^^^^^^^^^^^_^_^_i__j__^_i__^_^_^_^_^^_^ Process from Point/Station 246.100 to Point/Station 275 000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 122.410(Ft.) Downstream point/station elevation = 114.850(Ft.) Pipe length = 113.95 (Ft.) Slope = 0.0663 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 11.955(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 11.955(CFS) Normal flow depth in pipe = 7.38(In.) Flow top width inside pipe = 22.15 (In.) Critical Depth = 14.91(In.) Pipe flow velocity = 14.59(Ft/s) Travel tirae through pipe = 0.13 rain. Time of concentration (TC) = 12.98 min. + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + 4. + + + + + + + + + + + + + ^ + ^^^^^^^^^_^^^ Process from Point/Station 275.000 to Point/Station 253 000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 114.520(Ft.) Downstream point/station elevation = 99.500(Ft.) Pipe length = 238.43(Ft.) Slope = 0.0630 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 11.955(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 11.955(CFS) Normal flow depth in pipe = 7.48(In.) Flow top width inside pipe = 22.23(In.) Critical Depth = 14.91(In.) 24 Pipe flow velocity = 14.32(Ft/s) Travel time through pipe = 0.2 8 min. Time of concentration (TC) = 13.26 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 275.000 to Point/Station 253.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal streara number 1 Stream flow area = 9.700(Ac.) Runoff from this stream = 11.955(CFS) Time of concentration = 13.26 min. Rainfall intensity = 2.388(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 254.000 to Point/Station 251.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL ] (4.3 DU/A or Less ) Impervious value, Ai = 0.300 Sub-Area C Value = 0.52 0 Initial subarea total flow distance = 130.000(Ft.) Highest elevation = 148.900(Ft.) Lowest elevation = 147.700 (Ft.) Elevation difference = 1.200(Ft.) Slope = 0.923 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maxiraum overland flow distance is 70.00 (Ft) for the top area slope value of 0.92 %, in a development type of 4.3 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 8.98 minutes TC = [1.8*(l.l-C)*distance(Ft.)".5)/(% slope"(l/3)] TC = [1.8* (1.1-0.5200)* ( 70.000".5)/( 0 . 920" (1/3)]= 8.98 The initial area total distance of 130.00 (Ft.) entered leaves a remaining distance of 60.00 (Ft.) Using Figure 3-4, the travel time for this distance is 1.11 minutes for a distance of 60.00 (Ft.) and a slope of 0.92 % with an elevation difference of 0.55(Ft.) from the end of the top area Tt = [11.9*length(Mi)"3)/(elevation change(Ft.))]".385 *60(min/hr) 1.111 Minutes Tt= [ (11.9*0.0114"3)/{ 0.55)]".385= 1.11 Total initial area Ti = 8.98 minutes from Figure 3-3 formula plus 1.11 minutes from the Figure 3-4 formula = 10.09 minutes Rainfall intensity (I) = 2.847(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.520 Subarea runoff = 0.148(CFS) Total initial stream area = 0.100(Ac.) 25 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 251.000 to Point/Station 255.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segraent elevation = 147.700(Ft.) End of street segment elevation = 110.300(Ft.) Length of street segment = 905.000 (Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 17.000(Ft.) Distance from crown to crossfall grade break = 15.500(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 frora curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 2.355(CFS) Depth of flow = 0.280 (Ft.), Average velocity = 3.821 (Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 7.168 (Ft.) Flow velocity = 3.82(Ft/s) Travel time = 3.95 rain. TC = 14.04 min. Adding area flow to street Rainfall intensity (I) = 2.301(In/Hr) for a 10.0 year storm Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL ] (4.3 DU/A or Less ) Impervious value, Ai = 0.3 00 Sub-Area C Value = 0.52 0 Rainfall intensity = 2.301(In/Hr) for a 10.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.520 CA = 1.950 Subarea runoff = 4.339(CFS) for 3.650(Ac.) Total runoff = 4.488(CFS) Total area = 3.750(Ac.) Street flow at end of street = 4.488 (CFS) Half street flow at end of street = 4.488(CFS) Depth of flow = 0.328(Ft.), Average velocity = 4.416(Ft/s) Flow width (from curb towards crown)= 9.559(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 255.000 to Point/Station 253.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 100.450(Ft.) 26 Downstream point/station elevation = Pipe length = 26.67(Ft.) Slope = No. of pipes = 1 Required pipe flow Given pipe size = 18.00(In.) Calculated individual pipe flow Normal flow depth in pipe = 7.10(In.) Flow top width inside pipe = 17.59(In.) Critical Depth = 9.75(In.) Pipe flow velocity = 6.92(Ft/s) Travel time through pipe = 0.06 min. Time of concentration (TC) = 14.10 min 100.000(Ft.) 0.0169 Manning's N = 0.013 4.488(CFS) 4.488(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 255.000 to Point/Station 253.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 3.750(Ac.) Runoff from this stream = 4.488(CFS) Time of concentration = 14.10 min. Rainfall intensity = 2.295(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 2 Qmax(1) Qmax(2) 11.955 4 .488 1. 000 1. 000 0 . 961 1. 000 13 .26 14 .10 1.000 * 0.940 * 1.000 * 1.000 * 11.955) 4.488) 2 .388 2 .295 I + + = 11.955) + 4.488) + 16.174 15.976 Total of 2 streams to confluence: Flow rates before confluence point: 11.955 4.488 Maximum flow rates at confluence using above data: 16.174 15.976 Area of streams before confluence: 9.700 3.750 Results of confluence: Total flow rate = 16.174(CFS) Time of concentration = 13.259 min. Effective stream area after confluence = 13.450(Ac, ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 253.000 to Point/Station 256.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** 27 Upstream point/station elevation = 98.500(Ft.) Downstream point/station elevation = 97.760(Ft.) Pipe length = 65.67(Ft.) Slope = 0.0113 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 16.174(CFS) Given pipe size = 36.00(In.) Calculated individual pipe flow = 16.174(CFS) Normal flow depth in pipe = 11.70(In.) Flow top width inside pipe = 33.72(In.) Critical Depth = 15.41(In.) Pipe flow velocity = 8.12(Ft/s) Travel time through pipe = 0.13 min. Time of concentration (TC) = 13.39 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 256.000 to Point/Station 257.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 97.260(Ft.) Downstream point/station elevation = 96.250 (Ft.) Pipe length = 67.29(Ft.) Slope = 0.0150 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 16.174(CFS) Given pipe size = 42.00(In.) Calculated individual pipe flow = 16.174(CFS) Normal flow depth in pipe = 10.28(In.) Flow top width inside pipe = 36.11(In.) Critical Depth = 14.70(In.) Pipe flow velocity = 8.87(Ft/s) Travel time through pipe = 0.13 min. Time of concentration (TC) = 13.52 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 256.000 to Point/Station 257.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream nuii±)er: 2 in normal stream number 1 Stream flow area = 13.450(Ac.) Runoff from this stream = 16.174(CFS) Time of concentration = 13.52 min. Rainfall intensity = 2.358(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 258.000 to Point/Station 259.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Deciraal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL (4.3 DU/A or Less ) Impervious value, Ai = 0.300 28 Sub-Area C Value = 0.52 0 Initial subarea total flow distance = 100.000(Ft.) Highest elevation = 146.500(Ft.) Lowest elevation = 146.000 (Ft.) Elevation difference = 0.500 (Ft.) Slope = 0.500 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 50.00 (Ft) for the top area slope value of 0.50 %, in a development type of 4.3 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 9.30 minutes TC = [1.8*(l.l-C)*distance(Ft.)".5)/(% slope"(l/3)] TC = [1.8*(l.l-0.5200)*( 50.000".5)/( 0 .500" (1/3)]= 9.30 The initial area total distance of 100.00 (Ft.) entered leaves a remaining distance of 50.00 (Ft.) Using Figure 3-4, the travel time for this distance is 1.22 rainutes for a distance of 50.00 (Ft.) and a slope of 0.50 % with an elevation difference of 0.25(Ft.) frora the end of the top area Tt = [11.9*length(Mi)"3)/(elevation change(Ft.))]".385 *60(min/hr) = 1.221 Minutes Tt=[(11.9*0.0095"3)/( 0.25)]".385= 1.22 Total initial area Ti = 9.3 0 minutes from Figure 3-3 formula plus 1.22 minutes from the Figure 3-4 formula = 10.52 minutes Rainfall intensity (I) = 2.772(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.520 Subarea runoff = 0.144(CFS) Total initial stream area = 0.100(Ac.) + +++ + + + + + + + +++++ + +++ + + + + + + + + + + + + +++ + +++ + + +++ + ++^+^+^^^^^^^^^^^_i__i__^_i__i__i__^_^ Process from Point/Station 259.000 to Point/Station 260.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segraent elevation = 146.000(Ft.) End of street segment elevation = 106.900(Ft.) Length of street segment = 885.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 17.000(Ft.) Distance from crown to crossfall grade break = 15.500(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 frora curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike frora 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 raean flow rate at raidpoint of street = 1.762(CFS) Depth of flow = 0.259 (Ft.), Average velocity = 3.692 (Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 6.120(Ft.) Flow velocity = 3.69(Ft/s) 29 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 238.000 to Point/Station 220 000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 93.960(Ft.) Downstream point/station elevation = 69.300(Ft.) Pipe length = 100.31(Ft.) Slope = 0.2458 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 36.217(CFS) Given pipe size = 42.00(In.) Calculated individual pipe flow = 36.217(CFS) Normal flow depth in pipe = 7.66(In.) Flow top width inside pipe = 32.43(In.) Critical Depth = 22.41(In.) Pipe flow velocity = 30.17(Ft/s) Travel time through pipe = 0.06 min. Time of concentration (TC) = 13.90 rain. ++++++++++++++++++++++++++++++++++++++++++^.+++^^^^^^^^_^_^^_^^_i__^_^_^_^_^^^_^^_^ Process from Point/Station 238.000 to Point/Station 220 000 **** SUBAREA FLOW ADDITION **** Rainfall intensity (I) = 2.317(In/Hr) for a 10.0 year storm Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [UNDISTURBED NATURAL TERRAIN ] (Permanent Open Space ) Impervious value, Ai = 0.000 Sub-Area C Value = 0.350 The area added to the existing stream causes a a lower flow rate of Q = 36.073(CFS) therefore the upstream flow rate of Q = 36.217(CFS) is being used Time of concentration = 13.90 min. Rainfall intensity = 2.317(In/Hr) for a 10.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.550 CA = 15.572 Subarea runoff = 0.000(CFS) for 0.200(Ac.) Total runoff = 36.217(CFS) Total area = 28.300(Ac.) + + + + + +++ + + + +++ + + + +++ +++ + + + +++ + + + + + + + +++ +++++^^_^^^^^^_^_^_^_^_^_^_^^_^_^_^_^_^_^_^^_^^ Process from Point/Station 220.000 to Point/Station 221 000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 68.970(Ft.) Downstream point/station elevation = 56.730(Ft.) Pipe length = 47.23(Ft.) Slope = 0.2592 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 36.217(CFS) Given pipe size = 42.00(In.) Calculated individual pipe flow = 36.217(CFS) Norraal flow depth in pipe = 7.56(In.) 35 Flow top width inside pipe = 32.27(In.) Critical Depth = 22.41 (In.) Pipe flow velocity = 30.74 (Ft/s) Travel time through pipe = 0.03 rain. Tirae of concentration (TC) = 13.92 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 221.000 to Point/Station 216.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 56.400(Ft.) Downstream point/station elevation = 56.000(Ft.) Pipe length = 3.36(Ft.) Slope = 0.1190 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 36.217(CFS) Given pipe size = 42.00(In.) Calculated individual pipe flow = 36.217 (CFS) Normal flow depth in pipe = 9.16(In.) Flow top width inside pipe = 34.69(In.) Critical Depth = 22.41(In.) Pipe flow velocity = 23.36(Ft/s) Travel time through pipe = 0.00 min. Time of concentration (TC) = 13.93 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 221.000 to Point/Station 216.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 28.300(Ac.) Runoff from this stream = 36.217(CFS) Time of concentration = 13.93 min. Rainfall intensity = 2.314(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 218.000 to Point/Station 219.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [UNDISTURBED NATURAL TERRAIN ] (Permanent Open Space ) Irapervious value, Ai = 0.00 0 Sub-Area C Value = 0.350 Initial subarea total flow distance = 70.000(Ft.) Highest elevation = 106.000(Ft.) Lowest elevation = 85.000(Ft.) Elevation difference = 21.000 (Ft.) Slope = 30.000 % 36 INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The raaximum overland flow distance is 100.00 (Ft) for the top area slope value of 30.00 %, in a development type of Permanent Open Space In Accordance With Figure 3-3 Initial Area Time of Concentration = 4.34 minutes TC = [1.8*(l.l-C)*distance(Ft.)".5)/(% slope"(l/3)] TC = [1.8* (1.1-0 .3500)* ( 100.000".5)/( 30 . OOO" (1/3)]= 4.34 Calculated TC of 4.345 rainutes is less than 5 rainutes, resetting TC to 5.0 rainutes for rainfall intensity calculations Rainfall intensity (I) = 4.479(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.350 Subarea runoff = 0.251(CFS) Total initial stream area = 0.160(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 219.000 to Point/Station 216.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 60.000(Ft.) Downstream point/station elevation = 56.000(Ft.) Pipe length = 58.37(Ft.) Slope = 0.0685 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.251(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 0.251(CFS) Normal flow depth in pipe = 1.22(In.) Flow top width inside pipe = 9.04(In.) Critical depth could not be calculated. Pipe flow velocity = 4.86(Ft/s) Travel time through pipe = 0.20 min. Time of concentration (TC) = 4.54 rain. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 219.000 to Point/Station 216.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 0.160(Ac.) Runoff from this stream = 0.251(CFS) Time of concentration = 4.54 min. Rainfall intensity = 4.479(In/Hr) Program is now starting with Main Stream No. 3 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2000.000 to Point/Station 2002.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 37 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL ] (4.3 DU/A or Less ) Impervious value, Ai = 0.3 00 Sub-Area C Value = 0.520 Initial subarea total flow distance = 100.000(Ft.) Highest elevation = 207.100(Ft.) Lowest elevation = 205.000(Ft.) Elevation difference = 2.100(Ft.) Slope = 2.100 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maxiraura overland flow distance is 80.00 (Ft) for the top area slope value of 2.10 %, in a developraent type of 4.3 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 7.29 minutes TC = [1.8*(1.1-C)*distance(Ft.)".5)/(% slope"(l/3)] TC = [1.8* (1.1-0.5200)* ( 80.000".5)/( 2.lOO"(1/3)]= 7.29 The initial area total distance of 100.00 (Ft.) entered leaves a remaining distance of 20.00 (Ft.) Using Figure 3-4, the travel tirae for this distance is 0.35 minutes for a distance of 20.00 (Ft.) and a slope of 2.10 % with an elevation difference of 0.42(Ft.) from the end of the top area Tt = [11.9*length(Mi)"3)/(elevation change(Ft.))]".385 *60(min/hr) 0.347 Minutes Tt=[(11.9*0.0038"3)/( 0.42)]".385= 0.35 Total initial area Ti = 7.29 minutes from Figure 3-3 formula plus 0.35 minutes from the Figure 3-4 formula = 7.64 minutes Rainfall intensity (I) = 3.408(In/Hr) for a 10.0 year storra Effective runoff coefficient used for area (Q=KCIA) is C = 0.520 Subarea runoff = 0.177(CFS) Total initial streara area = 0.100(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2002.000 to Point/Station 2003.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 205.000(Ft.) End of street segment elevation = 179.900(Ft.) Length of street segment = 805.000(Ft.) Height of curb above gutter flowline = 6.0 (In.) Width of half street (curb to crown) = 17.000(Ft.) Distance from crown to crossfall grade break = 15.500(Ft.) Slope from gutter to grade break (v/hz) = 0.02 0 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 frora curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N frora grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 1.537(CFS) 38 Depth of flow = 0.261(Ft.), Average velocity = Streetflow hydraulics at midpoint of street travel Halfstreet flow width = 6.240(Ft.) Flow velocity = 3.13(Ft/s) Travel tirae = 4.29 rain. TC = 11.93 min. Adding area flow to street Rainfall intensity (I) = 2.556(In/Hr) for a group group group group 3.126(Ft/s) 2.556(In/Hr) = 0.000 = 0.000 = 0.000 = 1.000 ] Decimal fraction soil Decimal fraction soil Decimal fraction soil Decimal fraction soil [MEDIUM DENSITY RESIDENTIAL (4.3 DU/A or Less ) Impervious value, Ai = 0.300 Sub-Area C Value = 0.52 0 Rainfall intensity = 2.556(In/Hr Effective runoff coefficient used for (Q=KCIA) is C = 0.520 CA = 1.108 Subarea runoff = 2.654 (CFS) for 2.030(Ac Total runoff = 2.831(CFS) Total area = Street flow at end of street = 2.831(CFS) Half street flow at end of street = 2.831(CFS Depth of flow = 0.303(Ft.), Average velocity = Flow width (from curb towards crown)= 8.316(Ft.) for a 10 total area 10.0 year storm 0 year storm 2.13 0(Ac.) 3.565(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2002.000 to Point/Station 2003.000 **** SUBAREA FLOW ADDITION **** 556(In/Hr) for a 0 . 000 0 . 000 0 . 000 1. 000 10.0 year storm Rainfall intensity (I) = 2 Decimal fraction soil group A = Decimal fraction soil group B = Decimal fraction soil group C = Decimal fraction soil group D = [UNDISTURBED NATURAL TERRAIN ] (Permanent Open Space ) Impervious value, Ai = 0.000 Sub-Area C Value = 0.350 Time of concentration = 11.93 min. Rainfall intensity = 2.556(In/Hr) for a 10.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.495 CA = 1.237 Subarea runoff = 0.331(CFS) for 0.370(Ac.) Total runoff = 3.162(CFS) Total area = 2.500(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2003.000 to Point/Station 2004.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = Downstreara point/station elevation Pipe length = 74.78 (Ft.) Slope 173 .440 (Ft.) 172.260(Ft.) 0.0158 Manning's N = 0.013 39 No. of pipes = 1 Required pipe flow = 3.162(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 3.162(CFS) Norraal flow depth in pipe = 6.00(In.) Flow top width inside pipe = 16.97(In.) Critical Depth = 8.11(In.) Pipe flow velocity = 6.13(Ft/s) Travel time through pipe = 0.2 0 min. Time of concentration (TC) = 12.13 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2003.000 to Point/Station 2004.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 3 in normal streara number 1 Stream flow area = 2.500(Ac.) Runoff from this stream = 3.162(CFS) Time of concentration = 12.13 rain. Rainfall intensity = 2.528(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2001.000 to Point/Station 2002.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Deciraal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL ] (4.3 DU/A or Less ) Impervious value, Ai = 0.3 00 Sub-Area C Value = 0.520 Initial subarea total flow distance = 100.000(Ft.) Highest elevation = 207.100(Ft.) Lowest elevation = 205.000(Ft.) Elevation difference = 2.100(Ft.) Slope = 2.100 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maxiraum overland flow distance is 80.00 (Ft) for the top area slope value of 2.10 %, in a development type of 4.3 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 7.29 minutes TC = [1.8*(1.1-C)*distance(Ft.)".5)/(% slope"(l/3)] TC = [1.8* (1.1-0.5200)* ( 80.000".5)/( 2.lOO"(1/3)]= 7.29 The initial area total distance of 100.00 (Ft.) entered leaves a remaining distance of 20.00 (Ft.) Using Figure 3-4, the travel time for this distance is 0.35 minutes for a distance of 20.00 (Ft.) and a slope of 2.10 % with an elevation difference of 0.42(Ft.) from the end of the top area Tt = [11.9*length(Mi)"3)/(elevation change(Ft.))]".385 *60(min/hr) 0.34 7 Minutes Tt=[(11.9*0.0038"3)/( 0.42)]".385= 0.35 40 Total initial area Ti = 7.29 minutes from Figure 3-3 formula plus 0.35 minutes from the Figure 3-4 formula = 7.64 minutes Rainfall intensity (I) = 3.4 08(In/Hr) for a Effective runoff coefficient used for area (Q=KCIA Subarea runoff = 0.177(CFS) Total initial stream area = 0.100(Ac.) 10.0 year storm is C = 0.520 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2002.000 to Point/Station 2004.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 205.000(Ft.) End of street segment elevation = 180.720(Ft.) Length of street segment = 830.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 17.000(Ft.) Distance from crown to crossfall grade break = 15.500(Ft Slope from gutter to grade break (v/hz) = 0.02 0 Slope frora 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 = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = Depth of flow = 0.269(Ft.), Average velocity = Streetflow hydraulics at raidpoint of street travel: Halfstreet flow width = 6.613 (Ft.) Flow velocity = 3.10 (Ft/s) Travel time = 4.46 min. 1.674(CFS) 3.102(Ft/s) .533(In/Hr) for a 0 . 000 0 . 000 0 . 000 1. 000 10.0 year storm TC = 12.10 min. Adding area flow to street Rainfall intensity (I) = 2 Decimal fraction soil group A = Decimal fraction soil group B = Decimal fraction soil group C = Decimal fraction soil group D = [MEDIUM DENSITY RESIDENTIAL ] (4.3 DU/A or Less ) Impervious value, Ai = 0.3 00 Sub-Area C Value = 0.52 0 Rainfall intensity = 2.533(In/Hr) for a Effective runoff coefficient used for total area (Q=KCIA) is C = 0.520 CA = 1.222 Subarea runoff = 2.918(CFS) for 2.250(Ac. Total runoff = 3.095 (CFS) Total area = Street flow at end of street = 3.095(CFS) Half street flow at end of street = 3.095(CFS) Depth of flow = 0.312 (Ft.), Average velocity = 3.550(Ft/s) Flow width (from curb towards crown)= 8.773(Ft.) 10.0 year storm 2.350(Ac.) 41 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2002.000 to Point/Station 2004.000 **** SUBAREA FLOW ADDITION **** ,533(In/Hr) for a 0 . 000 10.0 year storm Rainfall intensity (I) = 2, Decimal fraction soil group A = Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [UNDISTURBED NATURAL TERRAIN ] (Permanent Open Space ) Impervious value, Ai = 0.000 Sub-Area C Value = 0.350 Time of concentration = 12.10 min. Rainfall intensity = 2.533(In/Hr) for a 10.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.493 CA = 1.376 Subarea runoff = 0.390(CFS) for 0.440(Ac.) Total runoff = 3.486(CFS) Total area = 2.790(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2002.000 to Point/Station 2004.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 3 in normal stream number 2 Stream flow area = Runoff from this stream Time of concentration = Rainfall intensity = Suraraary of stream data: 2.790(Ac.) 3.486(CFS) 12.10 rain. 2.533(In/Hr) Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 2 Qmax(1) 3 .162 3 .486 1.000 * 0.998 * Qmax(2) = 1.000 * 1.000 * 12 .13 12 .10 1.000 * 1. 000 * 0.997 * 1.000 * 2 . 528 2 . 533 3.162) + 3 .486) + = 3.162) + 3.486) + = 6 .641 6 .63? Total of 2 streams to confluence: Flow rates before confluence point: 3.162 3.486 Maximura flow rates at confluence using above data: 6.641 6.638 Area of streams before confluence: 2.500 2.790 Results of confluence: 42 Total flow rate = 6.641(CFS) Time of concentration = 12.134 min. Effective stream area after confluence = 5.290(Ac. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2004.000 to Point/Station 2005.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 171.930 (Ft.) Downstream point/station elevation = 171.580(Ft.) Pipe length = 18.00(Ft.) Slope = 0.0194 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 6.641(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 6.641(CFS) Normal flow depth in pipe = 8.50(In.) Flow top width inside pipe = 17.97(In.) Critical Depth = 11.97(In.) Pipe flow velocity = 8.09(Ft/s) Travel tirae through pipe = 0.04 rain. Time of concentration (TC) = 12.17 rain. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2005.000 to Point/Station 210.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 171.250(Ft.) Downstream point/station elevation = 142.030(Ft.) Pipe length = 146.77(Ft.) Slope = 0.1991 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 6.641(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 6.641 (CFS) Normal flow depth in pipe = 4.58 (In.) Flow top width inside pipe = 15.68(In.) Critical Depth = 11.97(In.) Pipe flow velocity = 18.76(Ft/s) Travel time through pipe = 0.13 min. Time of concentration (TC) = 12.30 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2005.000 to Point/Station 210.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 3 in normal stream number 1 Streara flow area = 5.2 90(Ac.) Runoff from this stream = 6.641(CFS) Time of concentration = 12.3 0 min. Rainfall intensity = 2.506(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 212.000 to Point/Station 210.000 43 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Deciraal fraction soil group D = 1.000 [UNDISTURBED NATURAL TERRAIN ] (Perraanent Open Space ) Impervious value, Ai = 0.000 Sub-Area C Value = 0.350 Initial subarea total flow distance = 100.000(Ft.) Highest elevation = 150.000(Ft.) Lowest elevation = 142.000 (Ft.) Elevation difference = 8.000(Ft.) Slope = 8.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maxiraum overland flow distance is 100.00 (Ft) for the top area slope value of 8.00 %, in a development type of Permanent Open Space In Accordance With Figure 3-3 Initial Area Time of Concentration = 6.75 minutes TC = [1.8*(l.l-C)*distance(Ft.)".5)/(% slope"(l/3)] TC = [1.8* (1.1-0.3500)* ( 100.000".5)/( 8.OOO" (1/3)]= 6.75 Rainfall intensity (I) = 3.691(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.350 Subarea runoff = 1.563(CFS) Total initial stream area = 1.210(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process frora Point/Station 212.000 to Point/Station 210.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 3 in normal stream nuraber 2 Stream flow area = 1.210(Ac.) Runoff from this stream = 1.563(CFS) Time of concentration = 6.75 rain. Rainfall intensity = 3.691(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 212.000 to Point/Station 210.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** Decimal fraction soil group A = 0.000 Deciraal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL ] (4.3 DU/A or Less ) Irapervious value, Ai = 0.300 Sub-Area C Value = 0.52 0 Rainfall intensity (I) = 2.360(In/Hr) for a 10.0 year storra User specified values are as follows: TC = 13.50 rain. Rain intensity = 2.36(In/Hr) 44 Total area = 2.000(Ac.) Total runoff = 3.000(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 212.000 to Point/Station 210.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Streara number: 3 in norraal stream number 3 Stream flow area = 2.000(Ac.) Runoff from this stream = 3.000(CFS) Time of concentration = 13.50 min. Rainfall intensity = 2.360(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ^ Process from Point/Station 212.000 to Point/Station 210.000 -f^ **** USER DEFINED FLOW INFORMATION AT A POINT **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Deciraal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL ] (4.3 DU/A or Less ) Irapervious value, Ai = 0.3 00 Sub-Area C Value = 0.520 Rainfall intensity (I) = 1.832(In/Hr) for a 10.0 year storra User specified values are as follows: TC = 20.00 min. Rain intensity = 1.83(In/Hr) Total area = 26.600(Ac.) Total runoff = 38.400(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 212.000 to Point/Station 210.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 3 in normal stream number 4 Stream flow area = 26.600(Ac.) Runoff from this stream = 38.400(CFS) Time of concentration = 20.00 rain. Rainfall intensity = 1.832(In/Hr) Suraraary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 6.641 12.30 2.506 2 1.563 . 6.75 3.691 3 3.000 13.50 2.360 4 38.400 20.00 1.832 Qmax(1) = 1.000 * 1.000 * 6.641) + 0.679 * 1.000 * 1.563) + 45 Qraax (2) Qmax(3) Qmax(4! 1 . 000 * 0 . 911 * 3 .000) + 1 . 000 * 0 .615 * 38 .400) + = 34 .055 1 . 000 * 0 .549 * 6 .641) + 1 000 * 1 000 * 1 .563) + 1 000 * 0 500 * 3 . 000) + 1 000 * 0 338 * 38 400) + = 19 .667 0 942 * 1 000 * 6 641) + 0 639 * 1 000 * 1 563) + 1 000 * 1 000 * 3 000) + 1 000 * 0 675 * 38 400) + = 36 174 0 731 * 1 000 * 6 641) + 0 496 * 1 000 * 1 563) + 0 776 * 1. 000 * 3 000) + 1 000 * 1. 000 * 38 400) + = 46 358 Total of 4 streams to confluence: Flow rates before confluence point: 6.641 1.563 3.000 38.400 Maximum flow rates at confluence using above data: 34.055 19.667 36.174 46.358 Area of streams before confluence: 5.290 1.210 2.000 26.600 Results of confluence: Total flow rate = 46.358(CFS) Tirae of concentration = 20.000 rain. Effective stream area after confluence = 35.100(Ac. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 210.000 to Point/Station 214.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** Estimated mean flow rate at midpoint of channel = 46.385(CFS) Depth of flow = 1.445(Ft.), Average velocity = 7.406 (Ft/s) ******* Irregular Channel Data *********** Information entered for subchannel number 1 : Point number 'X' coordinate 'Y' coordinate 1 0.00 10.00 2 30.00 0.00 3 60.00 10.00 Manning's 'N' friction factor = 0.035 Sub-Channel flow = 46.386(CFS) ' ' flow top width = 8.670(Ft.) ' ' velocity= 7.406 (Ft/s) ' area = 6.263 (Sq.Ft) ' ' Froude nuraber = 1.53 5 Upstreara point elevation = 142.000(Ft.) Downstreara point elevation = 70.000(Ft. 46 Flow length = 1430.000(Ft.) Travel time = 3.2 2 min. Time of concentration = 23.22 min. Depth of flow = 1.445 (Ft.) Average velocity = 7.406(Ft/s) Total irregular channel flow = 46.385(CFS) Irregular channel normal depth above invert elev. = 1.445 (Ft.) Average velocity of channel(s) = 7.406(Ft/s) Adding area flow to channel Rainfall intensity (I) = 1.664(In/Hr) for a 10.0 year storm Deciraal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Deciraal fraction soil group D = 1.000 [UNDISTURBED NATURAL TERRAIN ] (Permanent Open Space ) Impervious value, Ai = 0.000 Sub-Area C Value = 0.350 The area added to the existing stream causes a a lower flow rate of Q = 36.007(CFS) therefore the upstream flow rate of Q = 46.358(CFS) is being used Rainfall intensity = 1.664(In/Hr) for a 10.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.473 CA = 21.643 Subarea runoff = 0.000(CFS) for 10.670(Ac.) Total runoff = 46.358(CFS) Total area = 45.770(Ac.) Depth of flow = 1.445(Ft.), Average velocity = 7.405(Ft/s) + + + + + + + + + + + + +++ + + + + + + + + + + + + + + + + + + + + + + + 4. + + 4. + + + + + 4. + + + + ^^ + + + + _^^^^^^^_^_^_^_^_l_ Process from Point/Station 210.000 to Point/Station 214.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Streara nuraber: 3 in normal stream number 1 Streara flow area = 45.770(Ac.) Runoff from this streara = 46.358(CFS) Time of concentration = 23.22 min. Rainfall intensity = 1.664(In/Hr) + + + +++ + + + + + +++ + + + + + + + + + + +++ + +++ + + + + + ++4.4.^. + + + + + ^ + + + ^^^_^^^^_^^_^_i^_i__i__^_i__i__^_^_^_ Process from Point/Station 211.000 to Point/Station 215.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [UNDISTURBED NATURAL TERRAIN ] (Permanent Open Space ) Impervious value, Ai = 0.000 Sub-Area C Value = 0.350 Initial subarea total flow distance = 60.000(Ft.) Highest elevation = 136.100(Ft.) 47 Lowest elevation = 107.000 (Ft.) Elevation difference = 29.100(Ft.) Slope = 48.500 % Top of Initial Area Slope adjusted by User to 30.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximura overland flow distance is 100.00 (Ft) for the top area slope value of 30.00 %, in a developraent type of Permanent Open Space In Accordance With Figure 3-3 Initial Area Time of Concentration = 4.34 minutes TC = [1.8*(l.l-C)*distance(Ft.)".5)/(% slope"(l/3)] TC = [1.8*(l.l-0.3500)*( 100.000".5)/( 30.OOO" (1/3)]= 4.34 Calculated TC of 4.345 rainutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 4.479(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.350 Subarea runoff = 0.157(CFS) Total initial stream area = 0.100(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 215.000 to Point/Station 213.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 107.000(Ft.) Downstreara point elevation = 101.000(Ft.) Channel length thru subarea = 300.000(Ft.) Channel base width = 2.000(Ft.) Slope or 'Z' of left channel bank = 1.000 Slope or 'Z' of right channel bank = 1.000 Estiraated raean flow rate at midpoint of channel = 0.557(CFS) Manning's 'N' =0.015 Maximum depth of channel = 1.000(Ft.) Flow(q) thru subarea = 0.557(CFS) Depth of flow = 0.096(Ft.), Average velocity = 2.778(Ft/s) Channel flow top width = 2.191(Ft.) Flow Velocity = 2.78(Ft/s) Travel tirae = 1.80 min. Tirae of concentration = 6.14 min. Critical depth = 0.131 (Ft.) Adding area flow to channel Rainfall intensity (I) = 3.921(In/Hr) for a 10.0 year storm Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [UNDISTURBED NATURAL TERRAIN ] (Permanent Open Space ) Impervious value, Ai = 0.000 Sub-Area C Value = 0.350 Rainfall intensity = 3.921(In/Hr) for a 10.0 year storra Effective runoff coefficient used for total area (Q=KCIA) is C = 0.350 CA = 0.228 Subarea runoff = 0.735(CFS) for 0.550(Ac.) Total runoff = 0.892(CFS) Total area = 0.650(Ac.) 48 Depth of flow = 0.127(Ft.), Average velocity = 3.303(Ft/s) Critical depth = 0.178(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 213.000 to Point/Station 214.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 86.000(Ft.) Downstream point/station elevation = 73.000(Ft.) Pipe length = 72.47(Ft.) Slope = 0.1794 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.892(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 0.892(CFS) Normal flow depth in pipe = 1.77(In.) Flow top width inside pipe = 10.71(In.) Critical depth could not be calculated. Pipe flow velocity = 9.98(Ft/s) Travel time through pipe = 0.12 min. Time of concentration (TC) = 6.27 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 213.000 to Point/Station 214.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 3 in normal stream number 2 Stream flow area = 0.650(Ac.) Runoff from this stream = 0.892(CFS) Time of concentration = 6.27 rain. Rainfall intensity = 3.872(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 211.100 to Point/Station 215.100 **** INITIAL AREA EVALUATION **** Deciraal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [UNDISTURBED NATURAL TERRAIN ] (Permanent Open Space ) Irapervious value, Ai = 0.000 Sub-Area C Value = 0.350 Initial subarea total flow distance = 20.000(Ft.) Highest elevation = 126.410(Ft.) Lowest elevation = 108.500(Ft.) Elevation difference = 17.910(Ft.) Slope = 89.550 % Top of Initial Area Slope adjusted by User to 30.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The raaximum overland flow distance is 100.00 (Ft) for the top area slope value of 30.00 %, in a development type of Permanent Open Space 49 In Accordance With Figure 3-3 Initial Area Time of Concentration = 4.34 minutes TC = [1.8*(1.1-C)*distance(Ft.)".5)/(% slope"(l/3)] TC = [1.8* (1.1-0 .3500)*( 100.000".5)/( 30 . OOO" (1/3)]= 4.34 Calculated TC of 4.345 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 4.479(In/Hr) for a 10.0 year storra Effective runoff coefficient used for area (Q=KCIA) is C = 0.350 Subarea runoff = 0.016(CFS) Total initial stream area = 0.010(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 215.100 to Point/Station 215.200 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 108.500(Ft.) Downstream point elevation = 107.000(Ft.) Channel length thru subarea = 82.080(Ft.) Channel base width = 2.000(Ft.) Slope or 'Z' of left channel bank = 1.000 Slope or 'Z' of right channel bank = 1.000 Estimated mean flow rate at raidpoint of channel = 0.149(CFS) Manning's 'N' =0.015 Maxiraura depth of channel = 1.000(Ft.) Flow(q) thru subarea = 0.149(CFS) Depth of flow = 0.044(Ft.), Average velocity = 1.638(Ft/s) Channel flow top width = 2.089(Ft.) Flow Velocity = 1.64 (Ft/s) Travel tirae = 0.84 min. Time of concentration = 5.18 rain. Critical depth = 0.055(Ft.) Adding area flow to channel Rainfall intensity (I) = 4.378(In/Hr) for a 10.0 year storm Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [UNDISTURBED NATURAL TERRAIN ] (Permanent Open Space ) Irapervious value, Ai = 0.000 Sub-Area C Value = 0.350 Rainfall intensity = 4.378(In/Hr) for a 10.0 year storm Effective runoff coefficient used for total area {Q=KCIA) is C = 0.350 CA = 0.063 Subarea runoff = 0.260(CFS) for 0.170(Ac.) Total runoff = 0.276(CFS) Total area = 0.180(Ac.) Depth of flow = 0.064(Ft.), Average velocity = 2.074 (Ft/s) Critical depth = 0.083(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 215.200 to Point/Station 215.500 **** PIPEFLOW TRAVEL TIME (User specified size) **** 50 Upstream point/station elevation = 93.830(Ft.) Downstreara point/station elevation = 87.420(Ft.) Pipe length = 39.21(Ft.) Slope = 0.1635 Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 0.276(CFS) Given pipe size = 18.00 (In.) Calculated individual pipe flow = 0.276(CFS) Norraal flow depth in pipe = 0.96(In.) Flow top width inside pipe = 8.09(In.) Critical depth could not be calculated. Pipe flow velocity = 7.61(Ft/s) Travel time through pipe = 0.09 min. Time of concentration (TC) = 5.27 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 215.500 to Point/Station 214.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 86.340(Ft.) Downstream point elevation = 73.000(Ft.) Channel length thru subarea = 216.150(Ft.) Channel base width = 2.000(Ft.) Slope or 'Z' of left channel bank = 1.000 Slope or 'Z' of right channel bank = 1.000 Manning's 'N' =0.015 Maximum depth of channel = 1.000(Ft.) Flow(q) thru subarea = 0.276(CFS) Depth of flow = 0.045(Ft.), Average velocity = 3.019(Ft/s) Channel flow top width = 2.089(Ft.) Flow Velocity = 3.02 (Ft/s) Travel time = 1.19 min. Time of concentration = 6.46 rain. Critical depth = 0.083(Ft.) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++H Process frora Point/Station 215.500 to Point/Station 214.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Streara number: 3 in norraal stream number 3 Streara flow area = 0.18 0(Ac.) Runoff from this stream = 0.276(CFS) Time of concentration = 6.46 min. Rainfall intensity = 3.797(In/Hr) Suraraary of streara data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 46.358 23.22 1.664 2 0.892 6.27 3.872 3 0.276 6.46 3.797 51 Qmax(1) = 1 000 * 1. 000 * 46 .358) + 0 430 * 1. 000 * 0 . 892) + 0 438 * 1. 000 * 0 .276) + = 46 862 Qmax(2) = 1 000 * 0 . 270 * 46 .358) + 1 000 * 1. 000 * 0 .892) + 1 000 * 0 . 970 * 0 .276) + = 13 670 Qmax(3) = 1 000 * 0 . 278 * 46 .358) + 0 981 * 1. 000 * 0 .892) + 1 000 * 1. 000 * 0 .276) + = 14 047 Total of 3 streams to confluence: Flow rates before confluence point: 46 .358 0. J 392 0 . 276 Maxiraura flow rates at confluence using above data: 4 6 . 362 13.670 14 . 047 Area of streams before confluence: 45.770 0.650 0.180 Results of confluence: Total flow rate = 46.862(CFS) Time of concentration = 23.218 min. Effective stream area after confluence = 46.600(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 214.000 to Point/Station 216.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = Downstreara point/station elevation = Pipe length = 225.39(Ft.) Slope = No. of pipes = 1 Required pipe flow Given pipe size = 144.00(In.) Calculated individual pipe flow = 46.862(CFS) Normal flow depth in pipe = 15.66(In.) Flow top width inside pipe = 89.65(In.) Critical Depth = 17.89(In.) Pipe flow velocity = 7.04(Ft/s) Travel time through pipe = 0.53 min. Time of concentration (TC) = 23.75 min. 64.000(Ft.) 56.000(Ft.) 0.0355 Manning's N = 0.035 46.862(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process frora Point/Station 214.000 to Point/Station 216.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Streara nuraber: 3 Stream flow area = 46.600(Ac.) Runoff frora this stream = 46.862(CFS) Time of concentration = 23.75 min. Rainfall intensity = 1.639(In/Hr) 52 Suraraary of stream data: Stream Flow rate TC No. (CFS) (min) (In/Hr) 1 36 .217 13 . 93 2 .314 2 0 .251 4 .54 4 .479 3 46 . 862 23 . 75 1 .639 Qmax(1) = 1 000 * 1 .000 * 36 .217) + 0 517 * 1 .000 * 0 .251) + 1 000 * 0 .586 * 46 . 862) + = 63 .820 Qmax(2) = 1 000 * 0 .326 * 36 .217) + 1 000 * 1 . 000 * 0 .251) + 1 000 * 0 . 191 * 46 .862) + = 21. 038 Qmax(3) = 0 709 * 1 .000 * 36 .217) + 0 . 366 * 1 .000 * 0 .251) + 1. 000 * 1 . 000 * 46 .862) + = 72.618 Total of 3 raain streams to confluence: Flow rates before confluence point: 36 .217 0 . 251 46. 862 Maximura flow rates at confluence using above data: 63 . i 320 21.038 72 .618 Area of strearas before confluence 2 8 .300 0.160 46 .600 Results of confluence: Total flow rate = 72.618(CFS) Time of concentration = 23.752 min. Effective stream area after confluence 75.060(Ac. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 216.000 to Point/Station 2009.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** Estiraated mean flow rate at midpoint of channel Depth of flow = 0.24 9(Ft.), Average velocity = ******* Irregular Channel Data *********** Information entered for subchannel number 1 : 72.652(CFS) 2.895{Ft/s) Point nuraber 1 2 3 4 Manning's 'N' 'X' coordinate 0 .00 30 .00 130 .00 160.00 friction factor = 'Y' coordinate 10.00 0.00 0.00 10.00 0 . 035 Sub-Channel flow 72.653(CFS) 53 flow top width = 101.494(Ft. velocity= 2.895 (Ft/s) area = 25.093(Sq.Ft) Froude number = 1.026 60.000(Ft.) 42.000(Ft.) 1.502(In/Hr) for = 0.000 = 0.000 = 0 .000 000 ] 0.249(Ft.) 10.0 year storm Upstream point elevation = Downstreara point elevation = Flow length = 600.000(Ft.) Travel tirae = 3.4 5 min. Time of concentration = 2 7.21 min. Depth of flow = 0.249(Ft.) Average velocity = 2.895(Ft/s) Total irregular channel flow = 72.652(CFS) Irregular channel normal depth above invert elev. = Average velocity of channel(s) = 2.895 (Ft/s) Adding area flow to channel Rainfall intensity (I) = Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [UNDISTURBED NATURAL TERRAIN (Permanent Open Space ) Impervious value, Ai = 0.000 Sub-Area C Value = 0.350 The area added to the existing stream causes a a lower flow rate of Q = 58.767 (CFS) therefore the upstream flow rate of Q = 72.618(CFS Rainfall intensity = 1.502(In/Hr) for a Effective runoff coefficient used for total area (Q=KCIA) is C = 0.492 CA = 39.126 Subarea runoff = 0.000(CFS) for 4.470(Ac.) Total runoff = 72.618(CFS) Total area = 79.530(Ac.) Depth of flow = 0.249(Ft.), Average velocity = 2.895(Ft/s) = 1. is being used 10.0 year storm ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 216.000 to Point/Station 2009.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 79.530(Ac.) Runoff frora this stream = 72.618(CFS) Time of concentration = 27.21 rain. Rainfall intensity = 1.502(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process frora Point/Station 265.000 to Point/Station 265.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** Deciraal fraction soil group A = 0.000 54 Deciraal fraction soil group B = 0.000 Deciraal fraction soil group C = 0.000 Deciraal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL ] (4.3 DU/A or Less ) Irapervious value, Ai = 0.300 Sub-Area C Value = 0.52 0 Rainfall intensity (I) = 2.124(In/Hr) for a 10.0 year storra User specified values are as follows: TC = 15.90 min. Rain intensity = 2.12(In/Hr) Total area = 22.550(Ac.) Total runoff = 47.400(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 265.000 to Point/Station 267.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** Estiraated raean flow rate at raidpoint of channel = 47.430(CFS) Depth of flow = 1.060 (Ft.), Average velocity = 14.076(Ft/s) ******* Irregular Channel Data *********** Inforraation entered for subchannel nuraber 1 : Point number 'X' coordinate 'Y' coordinate 1 0.00 10.00 2 30.00 0.00 3 60.00 10.00 Manning's 'N' friction factor = 0.035 Sub-Channel flow = 47.430(CFS) ' flow top width = 6.359(Ft.) velocity= 14.076(Ft/s) ' ' area = 3.369(Sq.Ft) ' ' Froude nuraber = 3.4 08 Upstreara point elevation = 310.000(Ft.) Downstream point elevation = 200.000(Ft.) Flow length = 400.000 (Ft.) Travel tirae = 0.4 7 rain. Time of concentration = 16.3 7 min. Depth of flow = 1.060(Ft.) Average velocity = 14.076(Ft/s) Total irregular channel flow = 47.430(CFS) Irregular channel normal depth above invert elev. = 1.060(Ft.) Average velocity of channel(s) = 14.076(Ft/s) Adding area flow to channel Rainfall intensity (I) = 2.084(In/Hr) for a 10.0 year storm Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [UNDISTURBED NATURAL TERRAIN ] (Perraanent Open Space ) Impervious value, Ai = 0.000 Sub-Area C Value = 0.350 55 The area added to the existing stream causes a a lower flow rate of Q = 29.740(CFS) therefore the upstream flow rate of Q = 47.400(CFS) is being used Rainfall intensity = 2.084(In/Hr) for a 10.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.479 CA = 14.271 Subarea runoff = 0.000(CFS) for 7.270(Ac.) Total runoff = 47.400(CFS) Total area = 29.820(Ac.) Depth of flow = 1.060(Ft.), Average velocity = 14.074(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 267.000 to Point/Station 269.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** Depth of flow = 1.281(Ft.), Average velocity = 9.631(Ft/s) ******* Irregular Channel Data *********** Information entered for subchannel nuraber 1 : Point number 'X' coordinate 'Y' coordinate 1 0.00 10.00 2 30.00 0.00 3 60.00 10.00 Manning's 'N' friction factor = 0.035 Sub-Channel flow = 47.400(CFS) ' ' flow top width = 7.685(Ft.) velocity= 9.631 (Ft/s) ' ' area = 4.922(Sq.Ft) ' ' Froude number = 2.121 Upstream point elevation = 200.000(Ft.) Downstreara point elevation = 185.000(Ft.) Flow length = 150.000(Ft.) Travel time = 0.2 6 rain. Tirae of concentration = 16.63 min. Depth of flow = 1.281 (Ft.) Average velocity = 9.631(Ft/s) Total irregular channel flow = 47.400(CFS) Irregular channel norraal depth above invert elev. = 1.281(Ft.) Average velocity of channel(s) = 9.631(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 267.000 to Point/Station 269.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 29.820(Ac.) Runoff from this stream = 47.400(CFS) Time of concentration = 16.63 min. Rainfall intensity = 2.063(In/Hr) 56 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process frora Point/Station 271.000 to Point/Station 271.000 ^ **** USER DEFINED FLOW INFORMATION AT A POINT **** Deciraal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL ] (4.3 DU/A or Less ) Impervious value, Ai = 0.300 Sub-Area C Value = 0.52 0 Rainfall intensity (I) = 2.864(In/Hr) for a User specified values are as follows: TC = 10.00 rain. Rain intensity = 2.86(In/Hr) 10.0 year storm Total area = 8.200(Ac.) Total runoff = 19.200(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 271.000 to Point/Station 269.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** Estimated mean flow rate at midpoint of channel Depth of flow = 0.883(Ft.), Average velocity = ******* Irregular Channel Data *********** 19.245(CFS) 8.232(Ft/s) Information entered for subchannel number 1 : Point number 1 2 3 Manning's 'N' 'X' coordinate 0 .00 30 . 00 60 . 00 friction factor = 'Y' coordinate 10.00 0 .00 10.00 0 . 035 Sub-Channel flow = 19.24 5(CFS) ' ' flow top width = 5.297(Ft.) ' ' velocity= 8.232(Ft/s) ' ' area = 2.338(Sq.Ft) ' ' Froude number = 2.184 215.000(Ft.) 185.000(Ft.) Upstream point elevation = Downstream point elevation Flow length = 250.000(Ft.) Travel time = 0.51 rain. Time of concentration = 10.51 min. Depth of flow = 0.883(Ft.) Average velocity = 8.232(Ft/s) Total irregular channel flow = 19.24 5(CFS) Irregular channel normal depth above invert elev. Average velocity of channel(s) = 8.232(Ft/s) Adding area flow to channel Rainfall intensity (I) = 2.775(In/Hr) for a Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 0.883(Ft, 10.0 year storm 57 ] Decimal fraction soil group D = 1.000 [UNDISTURBED NATURAL TERRAIN (Permanent Open Space ) Impervious value, Ai = 0.00 0 Sub-Area C Value = 0.350 The area added to the existing stream causes a a lower flow rate of Q = 16.589 (CFS) therefore the upstream flow rate of Q = 19 Rainfall intensity = 2.775(In/Hr) for a Effective runoff coefficient used for total area (Q=KCIA) is C = 0.456 CA = 5.979 Subarea runoff = 0.000(CFS) for 4.900(Ac Total runoff = 19.200(CFS) Total area = Depth of flow = 0.882(Ft.), Average velocity = 200 10 [CFS) is being used , 0 year storra (Ac.) 13.100(Ac.) 8.227(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 271.000 to Point/Station 269.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream nurriber 2 Stream flow area = 13.100(Ac.) Runoff from this stream = 19.200(CFS) Time of concentration = 10.51 min. Rainfall intensity = 2.775(In/Hr) Summary of streara data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 2 Qmax(1) Qmax(2] 47 , 19 , 400 200 1. 000 0 . 744 1. 000 1. 000 16 . 63 10 . 51 1.000 * 1.000 * 0.632 * 1.000 * 2 . 063 2 . 775 47.400) + 19.200) + 47.400) + 19.200) + 61.676 49 .140 Total of 2 streams to confluence: Flow rates before confluence point: 47.400 19.200 Maximum flow rates at confluence using above data: 61.676 49.140 Area of streams before confluence: 29.820 13.100 Results of confluence: Total flow rate = 61.676 (CFS) Time of concentration = 16.633 rain. Effective streara area after confluence = 42.920(Ac. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 58 Process frora Point/Station 269.000 to Point/Station **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** 264.000 Estimated mean flow rate at midpoint of channel Depth of flow = 1.455(Ft.), Average velocity = ******* Irregular Channel Data *********** 61.701(CFS) 9.710(Ft/s) Information entered for subchannel nuraber 1 Point nuraber 1 2 3 Manning's 'N' 'X' coordinate 0 .00 30 . 00 60 . 00 friction factor = 'Y' coordinate 10.00 0.00 10 .00 0 . 035 Sub-Channel flow = 61.701(CFS) ' ' flow top width = 8.733(Ft. ' ' velocity= 9.710(Ft/s) ' area = 6.355(Sq.Ft) ' ' Froude nuraber = 2.006 016(In/Hr) for a 0 .000 0 .000 0 .000 1.000 ] 1.455(Ft. 10.0 year storm Upstream point elevation = 185.000(Ft.) Downstream point elevation = 155.000(Ft.) Flow length = 350.000(Ft.) Travel tirae = 0.60 min. Time of concentration = 17.23 min. Depth of flow = 1.455(Ft.) Average velocity = 9.710(Ft/s) Total irregular channel flow = 61.701(CFS) Irregular channel norraal depth above invert elev Average velocity of channel(s) = 9.710(Ft/s) Adding area flow to channel Rainfall intensity (I) = 2 Decimal fraction soil group A = Decimal fraction soil group B = Decimal fraction soil group C = Deciraal fraction soil group D = [UNDISTURBED NATURAL TERRAIN (Perraanent Open Space ) Impervious value, Ai = 0.00 0 Sub-Area C Value = 0.350 The area added to the existing stream causes a a lower flow rate of Q = 44.026(CFS) therefore the upstreara flow rate of Q = 61 Rainfall intensity = 2.016(In/Hr) for a Effective runoff coefficient used for total area (Q=KCIA) is C = 0.460 CA = 21.835 Subarea runoff = 0.000(CFS) for 4.530(Ac.) Total runoff = 61.676(CFS) Total area = 47.450(Ac.) Depth of flow = 1.455(Ft.), Average velocity = 9.709(Ft/s) 676(CFS) is being used 10.0 year storm ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 269.000 to Point/Station 264.000 **** CONFLUENCE OF MINOR STREAMS **** 59 Along Main Stream number: 2 in normal stream number 1 Stream flow area = 47.450(Ac.) Runoff from this stream = 61.676(CFS) Time of concentration = 17.23 min. Rainfall intensity = 2.016(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 264.000 to Point/Station 264.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** ] Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL (4.3 DU/A or Less ) Impervious value, Ai = 0.3 00 Sub-Area C Value = 0.520 Rainfall intensity (I) = 2.205(In/Hr) for a User specified values are as follows: TC = 15.00 min. Rain intensity = 2.21(In/Hr) Total area = 5.990(Ac.) Total runoff = 9.550(CFS 10.0 year storm ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process frora Point/Station 264.000 to Point/Station 264.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in norraal stream nurrrber 2 Streara flow area = 5.990(Ac.) Runoff from this stream = 9.550(CFS) Time of concentration = 15.00 min. Rainfall intensity = 2.205(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 2 Qraax(1) Qraax(2) 61.676 9.550 1. 000 0 . 914 1. 000 1. 000 17 .23 15 . 00 1.000 * 1.000 * 0.870 * 1.000 * 2 .016 2 .205 61.676) + 9.550) + 61.676) + 9.550) + 70.408 63.231 Total of 2 strearas to confluence: Flow rates before confluence point: 61.676 9.550 Maxiraura flow rates at confluence using above data: 60 70.408 63.231 Area of streams before confluence: 47.450 5.990 Results of confluence: Total flow rate = 70.408(CFS) Time of concentration = 17.234 min. Effective stream area after confluence 53.440(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 264.000 to Point/Station 270.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** Estimated mean flow rate at midpoint of channel Depth of flow = 1.742(Ft.), Average velocity = ******* Irregular Channel Data *********** Information entered for subchannel number 1 : 70.448(CFS) 7.739{Ft/s) Point number 1 2 3 Manning's 'N' 'X' coordinate 0 .00 30 . 00 60 . 00 friction factor = 'Y' coordinate 10. 00 0. 00 10 . 00 0 . 035 Sub-Channel flow = 70.448(CFS) ' ' flow top width = 10.451(Ft.) ' velocity= 7.739(Ft/s) area = 9.103(Sq.Ft) ' ' Froude number = 1.461 ,910(In/Hr) for 0 . 000 0 . 000 0 . 000 1.000 ] 1.742(Ft.) 10.0 year storm Upstream point elevation = 155.000(Ft.) Downstream point elevation = 125.000(Ft.) Flow length = 700.000(Ft.) Travel time = 1.51 min. Tirae of concentration = 18.74 min. Depth of flow = 1.742(Ft.) Average velocity = 7. 739 (Ft/s) Total irregular channel flow = 70.448(CFS) Irregular channel normal depth above invert elev. Average velocity of channel(s) = 7.739(Ft/s) Adding area flow to channel Rainfall intensity (I) = Decimal fraction soil group A Decimal fraction soil group B Deciraal fraction soil group C Decimal fraction soil group D [UNDISTURBED NATURAL TERRAIN (Permanent Open Space ) Impervious value, Ai = 0.000 Sub-Area C Value = 0.350 The area added to the existing stream causes a a lower flow rate of Q = 52.825(CFS) therefore the upstream flow rate of Q = 70.408(CFS) is being used Rainfall intensity = 1.910(In/Hr) for a 10.0 year storm 61 Effective runoff coefficient used for total area (Q=KCIA) is C = 0.452 CA = 27.655 Subarea runoff = 0.000(CFS) for 7.730(Ac.) Total runoff = 70.408(CFS) Total area = 61.170(Ac.) Depth of flow = 1.742(Ft.), Average velocity = 7.738(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 264.000 to Point/Station 270.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in norraal streara nurnber 1 Stream flow area = 61.170(Ac.) Runoff from this stream = 70.408(CFS) Tirae of concentration = 18.74 rain. Rainfall intensity = 1.910(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 266.000 to Point/Station 268.000 **** INITIAL AREA EVALUATION **** ] 1300.000(Ft. Deciraal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [UNDISTURBED NATURAL TERRAIN (Perraanent Open Space ) Irapervious value, Ai = 0.000 Sub-Area C Value = 0.350 Initial subarea total flow distance Highest elevation = 350.000(Ft.) Lowest elevation = 270.000(Ft.) Elevation difference = 80.000(Ft.) Slope = 6.154 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The raaxlraura overland flow distance is 100.00 (Ft) for the top area slope value of 6.15 %, in a developraent type of Permanent Open Space In Accordance With Figure 3-3 Initial Area Time of Concentration = TC = [1.8*(1.1-C)*distance(Ft.)".5)/(% TC = [1.8*(1.1-0.3500)*( 100.000".5)/( 6.154"(1/3)]= 7.37 The initial area total distance of 1300.00 (Ft.) entered leaves a remaining distance of 1200.00 (Ft.) Using Figure 3-4, the travel tirae for this distance is 5.37 minutes for a distance of 1200.00 (Ft.) and a slope of 6.15 % with an elevation difference of 73.85(Ft.) from the end of the top area Tt = [11.9*length(Mi)"3)/(elevation change(Ft.))]".385 *60(min/hr) 5.367 Minutes Tt= [ (11.9*0.2273"3)/( 73 . 85)]".385= 5.37 Total initial area Ti = 7.37 minutes from Figure 3-3 formula plus 5.37 rainutes from the Figure 3-4 forraula = 12.73 minutes Rainfall intensity (I) = 2.451(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.350 7.37 rainutes slope"(1/3)] 6.154"(l/3)] 62 Subarea runoff = 1.836(CFS) Total initial stream area = 2.14 0(Ac. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 268.000 to Point/Station 270.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** Estimated raean flow rate at raidpoint of channel = Depth of flow = 0.584(Ft.), Average velocity = ******* Irregular Channel Data *********** Information entered for subchannel number 1 : Point nuraber 1 2 3 Manning's 'N' 6.417 (CFS) 6.272(Ft/s) 'X' coordinate 0 .00 30 .00 60 . 00 friction factor = 'Y' coordinate 10. 00 0. 00 10.00 0 . 035 Sub-Channel flow = 6.417(CFS) ' ' flow top width = 3.504(Ft.; ' ' velocity= 6.272(Ft/s) ' ' area = 1.023(Sq.Ft) ' ' Froude number = 2.04 5 270.000(Ft.) 125.000(Ft.) ,122(In/Hr) for a 0 . 000 0 . 000 0 .000 1. 000 0.584(Ft. 10.0 year storm Upstream point elevation = Downstreara point elevation Flow length = 1200.000(Ft.) Travel tirae = 3.19 min. Time of concentration = 15.92 min. Depth of flow = 0.584(Ft.) Average velocity = 6.272(Ft/s) Total irregular channel flow = 6.417(CFS) Irregular channel normal depth above invert elev. = Average velocity of channel(s) = 6.272(Ft/s) Adding area flow to channel Rainfall intensity (I) = Decimal fraction soil group A Deciraal fraction soil group B Deciraal fraction soil group C Decimal fraction soil group D [UNDISTURBED NATURAL TERRAIN ] (Permanent Open Space ) Impervious value, Ai = 0.000 Sub-Area C Value = 0.350 Rainfall intensity = 2.122(In/Hr) for a 10.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.350 CA = 5.155 Subarea runoff = 9.104(CFS) for 12.590(Ac.) Total runoff = 10.939(CFS) Total area = Depth of flow = 0.713(Ft.), Average velocity = 14. 73 0 (Ac.; 7.166(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 63 Process from Point/Station 268.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 270.000 Along Main Streara number: 2 in norraal stream number 2 Stream flow area = 14.73 0(Ac.) Runoff from this stream = 10.939(CFS) Time of concentration = 15.92 min. Rainfall intensity = 2.122(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 2 Qmax(1) Qmax{2; 70.408 10 . 939 1. 000 0 .900 1. 000 1. 000 18 . 74 15 . 92 1.000 * 1.000 * 0.850 * 1.000 * 1. 910 2 .122 70.408) + 10.939) + 70.408) + 10.939) + 80 .256 70.759 Total of 2 strearas to confluence: Flow rates before confluence point: 70.408 10.939 Maxiraum flow rates at confluence using above data: 80.256 70.759 Area of streams before confluence: 61.170 14.730 Results of confluence: Total flow rate = 80.256(CFS) Time of concentration = 18.741 min. Effective stream area after confluence = 75.900(Ac. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process frora Point/Station 270.000 to Point/Station 271.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** Estimated mean flow rate at midpoint of channel Depth of flow = 1.607(Ft.), Average velocity = ******* Irregular Channel Data *********** 80.297(CFS) 10.370(Ft/s) Information entered for subchannel number 1 Point nuinber 1 2 3 Manning's 'N' 'X' coordinate 0 .00 30 .00 60.00 friction factor = 'Y' coordinate 10.00 0.00 10. 00 0.035 Sub-Channel flow = 80.297(CFS) ' ' flow top width = 9.63 9(Ft. ' ' velocity= 10.370 (Ft/s) 64 ' ' area = 7.743(Sq.Ft) ' ' Froude number = 2.03 9 Upstream point elevation = 125.000(Ft.) Downstream point elevation = 95.000(Ft.) Flow length = 350.000(Ft.) Travel tirae = 0.56 min. Time of concentration = 19.30 rain. Depth of flow = 1.607(Ft.) Average velocity = 10.370(Ft/s) Total irregular channel flow = 80.297(CFS) Irregular channel normal depth above invert elev. = 1.607(Ft.) Average velocity of channel(s) = 10.370 (Ft/s) Adding area flow to channel Rainfall intensity (I) = 1.874(In/Hr) for a 10.0 year storra Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Deciraal fraction soil group D = 1.000 [UNDISTURBED NATURAL TERRAIN ] (Permanent Open Space ) Irapervious value, Ai = 0.000 Sub-Area C Value = 0.350 The area added to the existing stream causes a a lower flow rate of Q = 64.742(CFS) therefore the upstream flow rate of Q = 80.256(CFS) is being used Rainfall intensity = 1.874(In/Hr) for a 10.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.427 CA = 34.547 Subarea runoff = 0.000(CFS) for 4.960(Ac.) Total runoff = 80.256(CFS) Total area = 80.860(Ac.) Depth of flow = 1.606(Ft.), Average velocity = 10.369(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process frora Point/Station 270.000 to Point/Station 271.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream nunrber: 2 in normal stream number 1 Stream flow area = 80.860(Ac.) Runoff from this stream = 80.256(CFS) Time of concentration = 19.30 min. Rainfall intensity = 1.874(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ^ Process from Point/Station 271.000 to Point/Station 271.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL ] 65 (4.3 DU/A or Less ) Impervious value, Ai = 0.3 00 Sub-Area C Value = 0.52 0 Rainfall intensity (I) = 3.088(In/Hr) for a 10.0 year storra User specified values are as follows: TC = 8.90 min. Rain intensity = 3.09(In/Hr) Total area = 15.080(Ac.) Total runoff = 29.060(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 271.000 to Point/Station 271.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in norraal stream number 2 Stream flow area = 15.080(Ac.) Runoff from this stream = 29.060(CFS) Time of concentration = 8.90 min. Rainfall intensity = 3.088(In/Hr) Suraraary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 80.256 19.30 1.874 29.060 8.90 3.088 1.000 * 1.000 * 80.256) + 0.607 * 1.000 * 29.060) + = 97.892 1.000 * 0.461 * 80.256) + 1.000 * 1.000 * 29.060) + = 66.062 Qraax(1) Qraax (2; Total of 2 strearas to confluence: Flow rates before confluence point: 80.256 29.060 Maxiraum flow rates at confluence using above data: 97.892 66.062 Area of streams before confluence: 80.860 15.080 Results of confluence: Total flow rate = 97.892(CFS) Time of concentration = 19.3 04 rain. Effective stream area after confluence = 95.940(Ac. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 271.000 to Point/Station 272.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** Estimated mean flow rate at midpoint of channel = 97.929(CFS) Depth of flow = 2.076 (Ft.), Average velocity = 7.576(Ft/s) ******* Irregular Channel Data *********** 66 Information entered for subchannel number 1 : Point number 'X' coordinate 'Y' coordinate 1 0.00 10.00 2 30.00 0.00 3 60.00 10.00 Manning's 'N' friction factor = 0.035 Sub-Channel flow = 97.928(CFS) flow top width = 12.455(Ft.) ' ' velocity= 7.576(Ft/s) area = 12.927(Sq.Ft) ' ' Froude number = 1.310 Upstream point elevation = 95.000(Ft.) Downstream point elevation = 69.000(Ft.) Flow length = 800.000 (Ft.) Travel tirae = 1.76 min. Tirae of concentration = 21.06 min. Depth of flow = 2.076(Ft.) Average velocity = 7.576(Ft/s) Total irregular channel flow = 97.929(CFS) Irregular channel norraal depth above invert elev. = 2.076(Ft.) Average velocity of channel(s) = 7.576(Ft/s) Adding area flow to channel Rainfall intensity (I) = 1.771(In/Hr) for a 10.0 year storm Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Deciraal fraction soil group C = 0.000 Deciraal fraction soil group D = 1.000 [UNDISTURBED NATURAL TERRAIN ] (Perraanent Open Space ) Impervious value, Ai = 0.000 Sub-Area C Value = 0.350 The area added to the existing stream causes a a lower flow rate of Q = 86.443(CFS) therefore the upstream flow rate of Q = 97.892(CFS) is being used Rainfall intensity = 1.771(In/Hr) for a 10.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.427 CA = 48.797 Subarea runoff = 0.000(CFS) for 18.310(Ac.) Total runoff = 97.892(CFS) Total area = 114.250(Ac.) Depth of flow = 2.076(Ft.), Average velocity = 7.575(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 271.000 to Point/Station 272.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 114.250(Ac.) Runoff from this stream = 97.892(CFS) Time of concentration = 21.06 min. Rainfall intensity = 1.771(In/Hr) 67 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 130.000 to Point/Station 130.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** 0 . 000 0 . 000 0 . 000 1. 000 ] Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [MEDIUM DENSITY RESIDENTIAL (4.3 DU/A or Less ) Impervious value, Ai = 0.300 Sub-Area C Value = 0.52 0 Rainfall intensity (I) = User specified values are as follows: TC = 15.21 min. Rain intensity = 2.19(In/Hr) Total area = 28.970(Ac.) Total runoff = 27.940(CFS) 2.185(In/Hr) for a 10.0 year storm ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 130.000 to Point/Station 272.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** Depth of flow = 0.2 95(Ft.), Average velocity = ******* Irregular Channel Data *********** 4.378(Ft/s) Information entered for subchannel number 1 Point nuraber 1 2 3 4 Manning's 'N' 'X' coordinate 0 . 00 50 . 00 70 . 00 130 . 00 friction factor = 'Y' coordinate 10. 00 0.00 0 . 00 10 . 00 0 . 035 Sub-Channel flow = 27.940(CFS) ' ' flow top width = 23.247(Ft.) ' ' velocity= 4.378(Ft/s) ' ' area = 6.382(Sq.Ft) ' ' Froude number = 1.4 72 121.000(Ft.) 69.000(Ft.) Upstream point elevation = Downstream point elevation = Flow length = 870.000(Ft.) Travel time = 3.31 min. Time of concentration = 18.52 min. Depth of flow = 0.295(Ft.) Average velocity = 4.378(Ft/s) Total irregular channel flow = Irregular channel normal depth above invert elev. = Average velocity of channel(s) = 4.378(Ft/s) 27.940(CFS; 0.295 (Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 130.000 to Point/Station 272.000 68 CONFLUENCE OF MINOR STREAMS **** Along Main Stream nun±ier: 2 in normal stream number 2 Stream flow area = 28.970(Ac.) Runoff from this stream = 27.940(CFS) Tirae of concentration = 18.52 min. Rainfall intensity = 1.925(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 2 Qraax(1) 97 .892 27.940 1. 000 0 . 920 Qraax(2) = 1.000 1. 000 21. 06 18 .52 1.000 * 1. 000 * 0.879 * 1.000 * 97.892) 27.940) 1.771 1. 925 + + = 97.892) + 27.940) + 123.608 114.019 Total of 2 streams to confluence: Flow rates before confluence point: 97.892 27.940 Maximura flow rates at confluence using above data: 123.608 114.019 Area of strearas before confluence: 114.250 28.970 Results of confluence: Total flow rate = 123.608(CFS) Tirae of concentration = 21.064 min. Effective stream area after confluence = 143.220(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 272.000 to Point/Station 2009.000 **** IRREGULAR CHAJJNEL FLOW TRAVEL TIME **** Estimated mean flow rate at midpoint of channel = Depth of flow = 0.615(Ft.), Average velocity = '* Irregular Channel Data *********** ******! 123.642(CFS) 3.900(Ft/s) Information entered for subchannel number 1 Point number 'X' coordinate 1 2 3 4 Manning's 0 .00 30.00 80 . 00 100.00 'N' friction factor = 'Y' coordinate 10.00 0. 00 0.00 10 . 00 0 . 035 Sub-Channel flow = 123.643(CFS) ' ' flow top width = 53.076(Ft. ' ' velocity= 3.900(Ft/s) 69 ' area = 31.704(Sq.Ft) ' ' Froude number = 0.889 Upstream point elevation = 69.000(Ft.) Downstream point elevation = 42.000(Ft.) Flow length = 1600.000 (Ft.) Travel tirae = 6.84 rain. Tirae of concentration = 27.90 min. Depth of flow = 0.615(Ft.) Average velocity = 3. 900 (Ft/s) Total irregular channel flow = 123.642(CFS) Irregular channel norraal depth above invert elev. = 0.615 (Ft.) Average velocity of channel(s) = 3.900(Ft/s) Adding area flow to channel Rainfall intensity (I) = 1.478(In/Hr) for a 10.0 year storm Decimal fraction soil group A = 0.000 Deciraal fraction soil group B = 0.000 Deciraal fraction soil group C = 0.000 Deciraal fraction soil group D = 1.000 [UNDISTURBED NATURAL TERRAIN ] (Permanent Open Space ) Impervious value, Ai = 0.000 Sub-Area C Value = 0.350 The area added to the existing stream causes a a lower flow rate of Q = 104.857(CFS) therefore the upstream flow rate of Q = 123.608(CFS) is being used Rainfall intensity = 1.478(In/Hr) for a 10.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.434 CA = 70.959 Subarea runoff = 0.000(CFS) for 20.280(Ac.) Total runoff = 123.608(CFS) Total area = 163.500(Ac.) Depth of flow = 0.615(Ft.), Average velocity = 3.899(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 272.000 to Point/Station 2009.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 163.500(Ac.) Runoff from this stream = 123.608(CFS) Time of concentration = 2 7.90 min. Rainfall intensity = 1.478(In/Hr) Suraraary of stream data: Streara Flow rate TC Rainfall Intensity No. (CFS) (rain) (In/Hr) 1 72.618 27.21 1.502 2 123.608 27.90 1.478 Qraax(1) = 1.000 * 1.000 * 72.618) + 70 Qmax(2) 1.000 * 0.975 * 123.608) + = 0.984 * 1.000 * 72.618) + 1.000 * 1.000 * 123.608) + = 193 .144 195 . 053 Total of 2 raain streams to confluence: Flow rates before confluence point: 72.618 123.608 Maximum flow rates at confluence using above data: 193.144 195.053 Area of streams before confluence: 79.530 163.500 Results of confluence: Total flow rate = 195.053(CFS) Time of concentration = 27.902 rain. Effective stream area after confluence 243.030(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2009.000 to Point/Station 2010.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** Estimated mean flow rate at raidpoint of channel Depth of flow = 0.572(Ft.), Average velocity = ******* Irregular Channel Data *********** 195.090(CFS) 3.341(Ft/s) Information entered for subchannel number 1 : Point number 1 2 3 4 Manning's 'N' 'X' coordinate 0 .00 50 .00 150 . 00 170 . 00 friction factor = coordinate 10 . 00 0. 00 0. 00 10 . 00 0 . 035 Sub-Channel flow = 195.091(CFS) ' ' flow top width = 104.007(Ft.) ' ' velocity= 3.341(Ft/s) ' area = 58.396(Sq.Ft) ' ' Froude number = 0.78 6 42.000(Ft.) 35.300(Ft.) Upstream point elevation = Downstream point elevation = Flow length = 500.000(Ft.) Travel tirae = 2.4 9 min. Tirae of concentration = 3 0.40 rain. Depth of flow = 0.572(Ft.) Average velocity = 3.341(Ft/s) Total irregular channel flow = 195.090(CFS) Irregular channel norraal depth above invert elev. Average velocity of channel(s) = 3.341 (Ft/s) Adding area flow to channel Rainfall intensity (I) = 1.398(In/Hr) for a 0.572(Ft. 10.0 year storra 71 Deciraal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [UNDISTURBED NATURAL TERRAIN ] (Permanent Open Space ) Irapervious value, Ai = 0.00 0 Sub-Area C Value = 0.350 The area added to the existing streara causes a a lower flow rate of Q = 156.826(CFS) therefore the upstreara flow rate of Q = 195.053(CFS) is being used Rainfall intensity = 1.398(In/Hr) for a 10.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.451 CA = 112.154 Subarea runoff = 0.000(CFS) for 5.910(Ac.) Total runoff = 195.053(CFS) Total area = 248.940(Ac.) Depth of flow = 0.572(Ft.), Average velocity = 3.341(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2009.000 to Point/Station 2010.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Streara nun±>er: 1 in norraal streara number 1 Stream flow area = 248.940(Ac.) Runoff frora this stream = 195.053(CFS) Time of concentration = 30.40 min. Rainfall intensity = 1.398(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2011.000 to Point/Station 2011.000 **** INITIAL AREA EVALUATION **** Deciraal fraction soil group A = 0.000 Deciraal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type ] (Neighborhod Commercial ) Impervious value, Ai = 0.800 Sub-Area C Value = 0.790 Initial subarea total flow distance = 100.000(Ft.) Highest elevation = 107.000(Ft.) Lowest elevation = 106.000(Ft.) Elevation difference = 1.000(Ft.) Slope = 1.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 60.00 (Ft) for the top area slope value of 1.00 %, in a developraent type of Neighborhod Coraraercial In Accordance With Figure 3-3 Initial Area Tirae of Concentration = 4.32 rainutes TC = [1.8*(1.1-C)*distance(Ft.)".5)/(% slope"(l/3)] TC = [1.8*(1.1-0.7900)* ( 60.000".5)/( 1.OOO" (1/3)]= 4.32 72 The initial area total distance of 100.00 (Ft.) entered leaves a remaining distance of 40.00 (Ft.) Using Figure 3-4, the travel time for this distance is 0.79 minutes for a distance of 40.00 (Ft.) and a slope of 1.00 % with an elevation difference of 0.40(Ft.) from the end of the top area Tt = [11.9*length(Mi)"3)/(elevation change(Ft.))]".385 *60(min/hr) 0.787 Minutes Tt=[(11.9*0.0076"3)/( 0.40)]".385= 0.79 Total initial area Ti = 4.32 rainutes from Figure 3-3 formula plus 0.79 minutes from the Figure 3-4 forraula = 5.11 minutes Rainfall intensity (I) = 4.417(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.790 Subarea runoff = 0.349(CFS) Total initial stream area = 0.100(Ac.) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++H- Process from Point/Station 2011.000 to Point/Station 2012.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 106.000(Ft.) Downstream point elevation = 98.000(Ft.) Channel length thru subarea = 850.000(Ft.) Channel base width = 800.000 (Ft.) Slope or 'Z' of left channel bank = 1.000 Slope or 'Z' of right channel bank = 1.000 Estiraated raean flow rate at raidpoint of channel = 7.712(CFS) Manning's 'N' =0.015 Maxiraum depth of channel = 1.000(Ft.) Flow{q) thru subarea = 7.712(CFS) Depth of flow = 0.016 (Ft.), Average velocity = 0.607 (Ft/s) Channel flow top width = 800.032 (Ft.) Flow Velocity = 0.61(Ft/s) Travel time = 23.34 min. Time of concentration = 28.44 min. Critical depth = 0.014(Ft.) Adding area flow to channel Rainfall intensity (I) = 1.459(In/Hr) for a 10.0 year storm Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type ] (Neighborhod Commercial ) Impervious value, Ai = 0.80 0 Sub-Area C Value = 0.790 Rainfall intensity = 1.459(In/Hr) for a 10.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.790 CA = 10.278 Subarea runoff = 14.651(CFS) for 12.910(Ac.) Total runoff = 15.000(CFS) Total area = 13.010(Ac.) Depth of flow = 0.024(Ft.), Average velocity = 0.792 (Ft/s) Critical depth = 0.022(Ft.) 73 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2012.000 to Point/Station 2012.100 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 90.350(Ft.) Downstream point/station elevation = 89.430(Ft.) Pipe length = 45.94(Ft.) Slope = 0.0200 Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 15.000(CFS) Given pipe size = 36.00(In.) Calculated individual pipe flow = 15.000(CFS) Normal flow depth in pipe = 8.92(In.) Flow top width inside pipe = 31.08(In.) Critical Depth = 14.82(In.) Pipe flow velocity = 11.00(Ft/s) Travel time through pipe = 0.07 rain. Time of concentration (TC) = 28.51 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2012.100 to Point/Station 2012.200 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 89.100(Ft.) Downstream point/station elevation = 87.440(Ft.) Pipe length = 83.19 (Ft.) Slope = 0.0200 Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 15.000(CFS) Given pipe size = 36.00(In.) Calculated individual pipe flow = 15.000(CFS) Normal flow depth in pipe = 8.92(In.) Flow top width inside pipe = 31.09(In.) Critical Depth = 14.82(In.) Pipe flow velocity = 10.98(Ft/s) Travel time through pipe = 0.13 rain. Tirae of concentration (TC) = 28.64 rain. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2012.200 to Point/Station 2012.300 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 87.110(Ft.) Downstream point/station elevation = 67.670 (Ft.) Pipe length = 47.43(Ft.) Slope = 0.4099 Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 15.000(CFS) Given pipe size = 36.00(In.) Calculated individual pipe flow = 15.000(CFS) Normal flow depth in pipe = 4.26(In.) Flow top width inside pipe = 23.26(In.) Critical Depth = 14.82(In.) Pipe flow velocity = 31.84(Ft/s) Travel time through pipe = 0.02 rain. Time of concentration (TC) = 28.67 min. 74 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2012.300 to Point/Station 2013.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 67.000(Ft.) Downstream point/station elevation = 41.210(Ft.) Pipe length = 336.24(Ft.) Slope = 0.0767 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 15.000(CFS) Given pipe size = 48.00 (In.) Calculated individual pipe flow = 15.000(CFS) Normal flow depth in pipe = 6.37(In.) Flow top width inside pipe = 32.57(In.) Critical Depth = 13.61(In.) Pipe flow velocity = 15.17(Ft/s) Travel time through pipe = 0.37 min. Time of concentration (TC) = 29.03 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2013.000 to Point/Station 2010.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 41.210(Ft.) Downstream point elevation = 35.300(Ft.) Channel length thru subarea = 315.000 (Ft.) Channel base width = 180.000(Ft.) Slope or 'Z' of left channel bank = 2.000 Slope or 'Z' of right channel bank = 2.000 Manning's 'N' =0.03 5 Maximum depth of channel = 2.000(Ft.) Flow(q) thru subarea = 15.000(CFS) Depth of flow = 0.078 (Ft.), Average velocity = 1.064(Ft/s) Channel flow top width = 18 0.313(Ft.) Flow Velocity = 1.06(Ft/s) Travel tirae = 4.94 min. Time of concentration = 33.97 rain. Critical depth = 0.060(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2013.000 to Point/Station 2010.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal streara nuniber 2 Stream flow area = 13.010(Ac.) Runoff from this stream = 15.000(CFS) Time of concentration = 33.97 min. Rainfall intensity = 1.302(In/Hr) Suraraary of stream data: Streara Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 75 1 195.053 30.40 1.398 2 15.000 33.97 1.302 Qmax(1) = 1.000 * 1.000 * 195.053) + 1.000 * 0.895 * 15.000) + = 208.475 Qmax(2) = 0.931 * 1.000 * 195.053) + 1.000 * 1.000 * 15.000) + = 196.553 Total of 2 streams to confluence: Flow rates before confluence point: 195.053 15.000 Maximum flow rates at confluence using above data: 208.475 196.553 Area of strearas before confluence: 248.940 13.010 Results of confluence: Total flow rate = 208.475(CFS) Time of concentration = 30.396 min. Effective streara area after confluence = 261.950(Ac. +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++- Process from Point/Station 2010.000 to Point/Station 2015.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 35.300(Ft.) Downstreara point/station elevation = 34.500(Ft.) Pipe length = 40.00(Ft.) Slope = 0.0200 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 208.475(CFS) Given pipe size = 30.00(In.) NOTE: Norraal flow is pressure flow in user selected pipe size. The approxiraate hydraulic grade line above the pipe invert is 51.542 (Ft.) at the headworks or inlet of the pipe(s) Pipe friction loss = 10.330(Ft.) Minor friction loss = 42.012(Ft.) K-factor = 1.50 Pipe flow velocity = 42.47(Ft/s) Travel time through pipe = 0.02 min. Tirae of concentration (TC) = 30.41 min. End of computations, total study area = 261.950 (Ac.) 76 San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c)1991-2006 Version 7.7 Rational method hydrology program based on San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology Study Date: 04/27/15 Rancho Costera Basin H - Edinburgh Dr Outfall 10-YEAR STORM EVENT Final B Map Design g:\101307\Hydrology\B Map\EdinproplO.out JST ********* Hydrology Study Control Information ********** Program License Serial Nuinber 6218 Rational hydrology study storm event year is 10.0 English (in-lb) input data Units used Map data precipitation entered: 6 hour, precipitation(inches) = 1.700 24 hour precipitation(inches) = 3.100 P6/P24 = 54.8% San Diego hydrology manual 'C values used Process from Point/Station 100.000 to Point/Station 100.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL ] (4.3 DU/A or Less ) Impervious value, Ai = 0.300 Sub-Area C Value = 0.520 Rainfall intensity (I) = 2.205(In/Hr) for a 10.0 year storm User specified values are as follows: TC = 15.00 min. Rain intensity = 2.21{In/Hr) Total area = 23.490{Ac.) Total runoff = ' 19.100(CFS) Process from Point/Station 100.000 to Point/Station 102.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 145.210(Ft.) Downstream point/station elevation = 144.490(Ft.) Pipe length = 35.97(Ft.) Slope = 0.0200 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 19.100(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 19.100(CFS) Normal flow depth in pipe = 13.36(In.) Flow top width inside pipe = 23.85(In.) Critical Depth = 18.86(In.) Pipe flow velocity = 10.64(Ft/s) Travel time through pipe = 0.06 min. Time of concentration (TC) = 15.06 min. Process from Point/Station 100.000 to Point/Station **** CONFLUENCE OF MAIN STREAMS **** 102 . 000 The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 23.490(Ac.) Runoff from this stream = 19.100(CFS) Time of concentration = 15.06 min. Rainfall intensity = 2.200(In/Hr) Program is now starting with Main Stream No. 2 Process from Point/Station **** INITIAL AREA EVALUATION 110.000 to Point/Station * * * * 112.000 = 210.000(Ft.) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL (4.3 DU/A or Less ) Impervious value, Ai = 0.300 Sub-Area C Value = 0.520 Initial subarea total flow distance Highest elevation = 188.000(Ft.) Lowest elevation = 186.300(Ft.) Elevation difference = 1.700(Ft.) Slope = 0.810 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 70.00 (Ft) for the top area slope value of 0.81 %, in a development type of 4.3 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = TC = [1.8*(1.1-C)*distance(Ft.)".5)/(^ TC = [1.8* (1.1-0.5200)* ( 70.000".5)/( 0.810"(1/3)]= 9.37 9.37 minutes slope"(1/3)] 0.810"(1/3)]= The initial area total distance of 210.00 (Ft.) entered leaves a remaining distance of 140.00 (Ft.) Using Figure 3-4, the travel time for this distance is 2.24 minutes for a distance of 140.00 (Ft.) and a slope of 0.81 % with an elevation difference of 1.13(Ft.) from the end of the top area Tt = [11.9*length(Mi)"3)/(elevation change(Ft.))]".385 *60(min/hr) 2.241 Minutes Tt=[(11.9*0.0265"3)/( 1.13)]".385= 2.24 Total initial area Ti = 9.37 minutes from Figure 3-3 formula plus 2.24 minutes from the Figure 3-4 formula = 11.61 minutes Rainfall intensity (I) = 2.601(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.520 Subarea runoff = 0.135(CFS) Total initial stream area = 0.100(Ac.) Process from Point/Station 112.000 to Point/Station 114.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 186.300(Ft.) End of street segment elevation = 165.400(Ft.) Length of street segment = 860.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 17.000(Ft.) Distance from crown to crossfall grade break = 15.500(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 = 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 = 1.552(CFS) Depth of flow = 0.270(Ft.), Average velocity = 2.837(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 6.666(Ft.) Flow velocity = 2.84 (Ft/s) Travel time = 5.05 min. TC = 16.66 min. Adding area flow to street Rainfall intensity (I) = 2.061 (In/Hr) for a 10.0 year storm Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL ] (4.3 DU/A or Less ) Impervious value, Ai = 0.300 Sub-Area C Value = 0.520 Rainfall intensity = 2.061(In/Hr) for a 10.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.520 CA = 1.414 Subarea runoff = 2.779(CFS) for 2.620(Ac.) Total runoff = 2.914(CFS) Total area = 2.720(Ac.) Street flow at end of street = 2.914(CFS) Half street flow at end of street = 2.914(CFS) Depth of flow = 0.315(Ft.), Average velocity = 3.259(Ft/s) Flow width (from curb towards crown)= 8.898(Ft.) Process from Point/Station 114.000 to Point/Station 116.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 159.350(Ft.) Downstream point/station elevation = 158.740(Ft.) Pipe length = 36.74(Ft.) Slope = 0.0166 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 2.914(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 2.914(CFS) Normal flow depth in pipe = 5.67(In.) Flow top width inside pipe = 16.72(In.) Critical Depth = 7.78(In.) Pipe flow velocity = 6.11(Ft/s) Travel time through pipe = 0.10 min. Time of concentration (TC) = 16.76 min. Process from Point/Station 114.000 to Point/Station 116.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 2.720(Ac.) Runoff from this stream = 2.914(CFS) Time of concentration = 16.76 min. Rainfall intensity = 2.053(In/Hr) " + + + + Process from Point/Station 118.000 to Point/Station 120.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL ] (4.3 DU/A or Less ) Impervious value, Ai = 0.300 Sub-Area C Value = 0.520 Initial subarea total flow distance = 70.000(Ft.) Highest elevation = 193.000(Ft.) Lowest elevation = 186.000(Ft.) Elevation difference = 7.000(Ft.) Slope = 10.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 10.00 %, in a development type of 4 . 3 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 4.85 minutes TC = [1.8*(1.1-C)*distance(Ft.)".5)/(% slope"{l/3)] TC = [1.8* (1.1-0.5200)* { 100.000".5)/( 10.000"(1/3)]= 4.85 Calculated TC of 4.846 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 4.479(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area {Q=KCIA) is C = 0.520 Subarea runoff = 0.233(CFS) Total initial stream area = 0.100(Ac.) Process from Point/Station 120.000 to Point/Station **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** 108.000 Top of street segment elevation = 185.500(Ft.) End of street segment elevation = 172.730(Ft.) Length of street segment = 140.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(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 = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = Depth of flow = 0.131{Ft.), Average velocity = Streetflow hydraulics at midpoint of street travel 0.349(CFS) 517(Ft/s) 500(Ft.) TC 5. 36 ,281(In/Hr) 0 . 000 0. 000 0 . 000 1. 000 for a 10.0 year storm Halfstreet flow width = 1. Flow velocity = 4.52(Ft/s) Travel time = 0.52 min. Adding area flow to street Rainfall intensity (I) = 4. Decimal fraction soil group A = Decimal fraction soil group B = Decimal fraction soil group C = Decimal fraction soil group D = [MEDIUM DENSITY RESIDENTIAL ] (4.3 DU/A or Less ) Impervious value, Ai = 0.300 Sub-Area C Value = 0.520 Rainfall intensity = 4.281(In/Hr) for a 10.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.520 CA = 0.104 Subarea runoff = 0.212(CFS) for 0.100(Ac.) Total runoff = 0.445(CFS) Total area = Street flow at end of street = 0.445 (CFS) Half street flow at end of street = 0.445(CFS) Depth of flow = 0.144(Ft.), Average velocity = Flow width (from curb towards crown)= 1.500(Ft. 0.200(Ac.) 4.800(Ft/s) Process from Point/Station **** SUBAREA FLOW ADDITION **** 108.000 to Point/Station 108.000 Rainfall intensity (I) = Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D , 281(In/Hr) for a 0.000 0 . 000 0 . 000 1.000 10.0 year storm [UNDISTURBED NATURAL TERRAIN ] (Permanent Open Space ) Impervious value, Ai = 0.000 Sub-Area C Value = 0.350 Time of concentration = 5.36 min. Rainfall intensity = 4.281(In/Hr) for a 10.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.375 CA = 0.506 Subarea runoff = 1.723(CFS) for 1.150(Ac.) Total runoff = 2.169(CFS) Total area = 1.350(Ac. Process from Point/Station **** STREET FLOW TRAVEL TIME 108.000 to Point/Station SUBAREA FLOW ADDITION **** 116.000 Top of street segment elevation = 172.730(Ft.) End of street segment elevation = 166.000(Ft.) Length of street segment = 70.000{Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(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 10.000(Ft, 0.020 0.0150 0 . 0150 TC = 5.58 min. for a Distance from curb to property line = Slope from curb to property line (v/hz) Gutter width = 1.500(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break Manning's N from grade break to crown Estimated mean flow rate at midpoint of street = Depth of flow = 0.248(Ft.), Average velocity = Streetflow hydraulics at midpoint of street travel Halfstreet flow width = 5.568(Ft.) Flow velocity = 5.26(Ft/s) Travel time = 0.22 min. Adding area flow to street Rainfall intensity (I) = Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [MEDIUM DENSITY RESIDENTIAL ] (4.3 DU/A or Less ) Impervious value, Ai = 0.300 Sub-Area C Value = 0.520 The area added to the existing stream causes a a lower flow rate of Q = 2.113(CFS) therefore the upstream flow rate of Q = 2 Rainfall intensity = 4.171(In/Hr) for a Effective runoff coefficient used for total area (Q=KCIA) is C = 0.375 CA = 0.506 Subarea runoff = 0.000(CFS) for 0.000(Ac Total runoff = 2.169(CFS) Total area = Street flow at end of street = 2.169(CFS) 2.169(CFS) ,257(Ft/s) 171(In/Hr) 0.000 0.000 0. 000 1. 000 10.0 year storm 169(CFS) is being used 10.0 year storm 1.350(Ac.) Half street flow at end of street = 2.169(CFS) Depth of flow = 0.248(Ft.), Average velocity = 5.257(Ft/s) Flow width (from curb towards crown)= 5.568(Ft.) Process from Point/Station 108.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 116.000 Along Main Stream number: 2 in normal stream number 2 Stream flow area = 1.350(Ac.) Runoff from this stream = 2.169(CFS) Time of concentration = 5.58 min. Rainfall intensity = 4.171(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 2 Qmax(i; Qmax(2) 2 . 914 2 . 169 1.000 * 0. 492 * 1.000 * 1.000 * 16.76 5. 58 1. 000 1. 000 0. 333 1. 000 2.053 4 .171 2.914) + 2.169) + 2.914) + 2.169) + 3. 982 3.139 Total of 2 streams to confluence: Flow rates before confluence point: 2.914 2.169 Maximum flow rates at confluence using above data: 3.982 3.139 Area of streams before confluence: 2.720 1.350 Results of confluence: Total flow rate = 3.982(CFS) Time of concentration = 16.764 min. Effective stream area after confluence = 4.070(Ac.) Process from Point/Station 116.000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **** 102.000 Upstream point/station elevation = 158.410(Ft.) Downstream point/station elevation = 144.990(Ft.) Pipe length = 37.40(Ft.) Slope = 0.3588 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 3.982(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 3.982(CFS) Normal flow depth in pipe = 3.07(In.) Flow top width inside pipe = 13.54(In.) Critical Depth = 9.15(In.) Pipe flow velocity = 19.90(Ft/s) Travel time through pipe = 0.03 min. Time of concentration (TC) 16.79 min. Process from Point/Station 116.000 to Point/Station **** CONFLUENCE OF MAIN STREAMS **** 102.000 The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 4.070(Ac.) Runoff from this stream = 3.982(CFS) Time of concentration = 16.79 min. Rainfall intensity = 2.050(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 2 Qmax(l) Qmax(2) 19.100 3. 982 1. 000 1. 000 0. 932 1. 000 15. 06 16.79 1.000 * 0.896 * 1.000 * 1.000 * 2.200 2 . 050 19.100) + 3.982) + 19.100) + 3.982) + 22.669 21. 782 Total of 2 main streams to confluence: Flow rates before confluence point: 19.100 3.982 Maximum flow rates at confluence using above data: 22.669 21.782 Area of streams before confluence: 23.490 4.070 Results of confluence: Total flow rate = 22.669(CFS) Time of concentration = 15.056 min. Effective stream area after confluence 27.560(Ac.) Process from Point/Station 102.000 to Point/Station **** PIPEFLOW TRAVEL TIME (Program estimated size) **** 122.000 Upstream point/station elevation = Downstream point/station elevation = Pipe length = 55.60(Ft.) Slope = No. of pipes = 1 Required pipe flow Nearest computed pipe diameter Calculated individual pipe flow = Normal flow depth in pipe = 14.93(In.) Flow top width inside pipe = 23.27(In.) Critical Depth = 20.34(In.) Pipe flow velocity = 11.04(Ft/s) 144.160(Ft.) 143.050(Ft.) 0.0200 Manning's N 22.669(CFS) 24.00(In.) 22.669(CFS) 0.013 8 Travel time through pipe = 0.08 min. Time of concentration (TC) = 15.14 min. Process from Point/Station 102.000 to Point/Station 122.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 27.560(Ac.) Runoff from this stream = 22.669(CFS) Time of concentration = 15.14 min. Rainfall intensity = 2.192(In/Hr) Process from Point/Station 124.000 to Point/Station 126.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL ] (4.3 DU/A or Less ) Impervious value, Ai = 0.300 Sub-Area C Value = 0.520 Initial subarea total flow distance = 35.000(Ft.) Highest elevation = 179.660(Ft.) Lowest elevation = 178.960(Ft.) Elevation difference = 0.700(Ft.) Slope = 2.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 80.00 (Ft) for the top area slope value of 2.00 %, in a development type of 4.3 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 7.41 minutes TC = [1.8*(1.1-C)*distance(Ft.)".5)/(% slope"(l/3)] TC = [1.8*(1.1-0.5200)* ( 80.000".5)/( 2 . 000" (1/3) ]= 7.41 Rainfall intensity (I) = 3.475(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.520 Subarea runoff = 0.181(CFS) Total initial stream area = 0.100(Ac.) Process from Point/Station 126.000 to Point/Station 122.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 178.960(Ft.) End of street segment elevation = 161.100(Ft.) Length of street segment = 480.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 17.000(Ft.) Distance from crown to crossfall grade break = 15.500(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.) (v/hz) 0 . 020 0.0150 0.0150 1.026(CFS) 3.115 (Ft/s) for a 10.0 year storm Slope from curb to property line Gutter width = 1.500(Ft.) Gutter hike from flowline = 2.000 (In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break Manning's N from grade break to crown Estimated mean flow rate at midpoint of street = Depth of flow = 0.232(Ft.), Average velocity = Streetflow hydraulics at midpoint of street travel Halfstreet flow width = 4.763(Ft.) Flow velocity = 3.11(Ft/s) Travel time = 2.57 min. Adding area flow to street Rainfall intensity (I) = Decimal fraction soil group A Decimal fraction soil group B fraction soil group C fraction soil group D [MEDIUM DENSITY RESIDENTIAL ] (4.3 DU/A or Less ) Impervious value, Ai = 0.300 Sub-Area C Value = 0.520 Rainfall intensity = 2.868(In/Hr) for a 10.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.520 CA = 0.619 Subarea runoff = 1.594(CFS) for 1.090{Ac.) Total runoff = 1.775(CFS) Total area Street flow at end of street = 1.775(CFS) Half street flow at end of street = 1.775(CFS) Depth of flow = 0.265(Ft.), Average velocity = 3.453(Ft/s Flow width (from curb towards crown)= 6.414(Ft.) Decimal Decimal TC = 9.9 2.868(In/Hr) = 0.000 = 0.000 = 0.000 = 1.000 1.190(Ac.) Process from Point/Station **** SUBAREA FLOW ADDITION 126.000 to Point/Station 122 . 000 Rainfall intensity (I) 2 . 868 (In/Hr) for a 10.0 year storm Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL ] (4.3 DU/A or Less ) Impervious value, Ai = 0.300 Sub-Area C Value = 0.520 Time of concentration = 9.98 min. Rainfall intensity = 2.868(In/Hr) for a 10.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.520 CA = 0.733 Subarea runoff = 0.328(CFS) for 0.220(Ac.) Total runoff = 2.103 (CFS) Total area = 1.410(Ac.) 10 Process from Point/Station 126.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 122.000 Along Main Stream number: 1 in normal stream number 2 Stream flow area = 1.410(Ac.) Runoff from this stream = 2.103(CFS) Time of concentration = 9.98 min. Rainfall intensity = 2.868(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 2 Qmax(1) Qmax(2) 22.669 2 .103 1.000 0.764 000 000 15.14 9. 98 1.000 1. 000 0. 659 1. 000 2 .192 2 . 868 22.669) + 2.103) + 22.669) + 2.103) + 24.277 17.045 Total of 2 streams to confluence: Flow rates before confluence point: 22.669 2.103 Maximum flow rates at confluence using above data: 24.277 17.045 Area of streams before confluence: 27.560 1.410 Results of confluence: Total flow rate = 24.277(CFS) Time of concentration = 15.140 min. Effective stream area after confluence = 28.970(Ac.) Process from Point/Station 122.000 to Point/Station **** PIPEFLOW TRAVEL TIME (Program estimated size) **** 128.000 Upstream point/station elevation = Downstream point/station elevation Pipe length = 14.82(Ft.) Slope = 0. No. of pipes = 1 Required pipe flow = Nearest computed pipe diameter = 24. Calculated individual pipe flow = 24. Normal flow depth in pipe = 15.23(In.) Flow top width inside pipe = 23.11(In.) Critical Depth = 20.91(In.) Pipe flow velocity = 11.55(Ft/s) Travel time through pipe = 0.02 min. Time of concentration (TC) = 15.16 min 142.720(Ft.) 142.400(Ft.) 0216 Manning's N 24.277(CFS) 00(In.) 277(CFS) 0. 013 Process from Point/Station 128.000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **** 129.000 11 Upstream point/station elevation = 142.070(Ft.) Downstream point/station elevation = 117.220(Ft.) Pipe length = 89.89(Ft.) Slope = 0.2764 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 24.277(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 24.277(CFS) Normal flow depth in pipe = 7.36(In.) Flow top width inside pipe = 22.13(In.) Critical Depth = 20.91(In.) Pipe flow velocity = 29.74(Ft/s) Travel time through pipe = 0.05 min. Time of concentration (TC) = 15.21 min. Process from Point/Station 129.000 to Point/Station 130.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 117.220(Ft.) Downstream point/station elevation = 117.180(Ft.) Pipe length = 4.00(Ft.) Slope = 0.0100 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 24.277(CFS) Given pipe size = 36.00(In.) Calculated individual pipe flow = 24.277(CFS) Normal flow depth in pipe = 15.02(In.) Flow top width inside pipe = 35.50(In.) Critical Depth = 19.04(In.) Pipe flow velocity = 8.69(Ft/s) Travel time through pipe = 0.01 min. Time of concentration (TC) = 15.22 min. End of computations, total study area = 28.970 (Ac.) 12 San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c)1991-2006 Version 7.7 Rational method hydrology program based on San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology Study Date: 01/26/15 Rancho Costera PA 13 - 10-YEAR STORM EVENT Final B Map Design g:\l0130 7\Hydrology\B Map\PropPAI310.out JST ********* Hydrology Study Control Information ********** Program License Serial Number 6218 Rational hydrology study storm event year is 10.0 English (in-lb) input data Units used Map data precipitation entered: 6 hour, precipitation(inches) = 1.700 24 hour precipitation(inches) = 3.100 P6/P24 = 54.8% San Diego hydrology manual 'C values used ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4000.000 to Point/Station 4002.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Deciraal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.4 00 Sub-Area C Value = 0.570 Initial subarea total flow distance = 125.000(Ft.) Highest elevation = 76.000(Ft.) Lowest elevation = 70.500(Ft.) Elevation difference = 5.500(Ft.) Slope = 4.400 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 4.40 %, in a developraent type of 7.3 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 5.82 rainutes TC = [1.8*(l.l-C)*distance(Ft.)".5)/(% slope"(l/3)] TC = [1.8* (1.1-0.5700)* ( 100.000".5)/( 4.4OO" (1/3)]= 5.82 The initial area total distance of 125.00 (Ft.) entered leaves a remaining distance of 25.00 (Ft.) Using Figure 3-4, the travel time for this distance is 0.31 rainutes for a distance of 25.00 (Ft.) and a slope of 4.40 % with an elevation difference of 1.10(Ft.) from the end of the top area Tt = [11.9*length(Mi)"3)/(elevation change(Ft.))]".385 *60(rain/hr) 0.310 Minutes Tt=[(11.9*0.0047"3)/( 1.10)]".385= 0.31 Total initial area Ti = 5.82 minutes from Figure 3-3 formula plus 0.31 minutes frora the Figure 3-4 forraula = 6.13 rainutes Rainfall intensity (I) = 3.927(In/Hr) for a 10.0 year storra Effective runoff coefficient used for area (Q=KCIA) is C = 0.570 Subarea runoff = 0.582(CFS) Total initial stream area = 0.260(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4002.000 to Point/Station 4004.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 70.500(Ft.) End of street segment elevation = 66.790(Ft.) Length of street segment = 320.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 16.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.02 0 Street flow is on [1] side(s) of the street Distance frora 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 = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N frora gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 1.228(CFS) Depth of flow = 0.279(Ft.), Average velocity = 2.017 (Ft/s) Streetflow hydraulics at raidpoint of street travel: Halfstreet flow width = 7.116(Ft.) Flow velocity = 2.02(Ft/s) Travel tirae = 2.64 rain. TC = 8.78 min. Adding area flow to street Rainfall intensity (I) = 3.116(In/Hr) for a 10.0 year storm Deciraal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Irapervious value, Ai = 0.4 00 Sub-Area C Value = 0.570 Rainfall intensity = 3.116(In/Hr) for a 10.0 year storra Effective runoff coefficient used for total area (Q=KCIA) is C = 0.570 CA = 0.581 Subarea runoff = 1.230(CFS) for 0.760(Ac.) Total runoff = 1.812(CFS) Total area = 1.020(Ac.) Street flow at end of street = 1.812(CFS) Half street flow at end of street = 1.812(CFS) Depth of flow = 0.307(Ft.), Average velocity = 2.198(Ft/s) Flow width (from curb towards crown)= 8.4 96(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4002.000 to Point/Station 4004.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in norraal stream number 1 Streara flow area = 1.020(Ac.) Runoff from this stream = 1.812(CFS) Tirae of concentration = 8.78 rain. Rainfall intensity = 3.116(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process frora Point/Station 4006.000 to Point/Station 4002.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Deciraal fraction soil group B = 0.000 Deciraal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.4 00 Sub-Area C Value = 0.570 Initial subarea total flow distance = 115.000(Ft.; Highest elevation = 75.000(Ft.) Lowest elevation = 70.500(Ft.) Elevation difference = 4.500(Ft.) Slope = 3.913 INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: ,00 (Ft) in a development type of 5.90 minutes slope"(1/3)] 3.913"(l/3)]= 5 . 90 The maximum overland flow distance is 95 for the top area slope value of 3.91 %, 7.3 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = TC = [1.8*(1.1-C)*distance(Ft.)".5)/(s TC = [1.8* (1.1-0.5700)* ( 95.000".5)/( The initial area total distance of 115 remaining distance of 2 0.00 (Ft.) Using Figure 3-4, the travel time for this distance is for a distance of 20.00 (Ft.) and a slope of 3.91 % with an elevation difference of 0.78(Ft.) from the end of the top area Tt = [11.9*length(Mi)"3)/(elevation change(Ft.))]".385 *60(min/hr) 0.273 Minutes Tt= [ (11.9*0.0038"3)/( 0.78)]".385= 0.27 00 (Ft.) entered leaves a 0.2 7 minutes Total initial area Ti = 5.90 minutes from Figure 3-3 formula plus 0.27 minutes from the Figure 3-4 formula = 6.17 minutes Rainfall intensity (I) = 3.909(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.570 Subarea runoff = 0.357 (CFS) Total initial stream area = 0.160(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4002.000 to Point/Station 4008.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segraent elevation = 70.500(Ft.) End of street segment elevation = 67.430(Ft.) Length of street segment = 340.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 16.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope frora grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance frora curb to property line = 10.000 (Ft.) Slope frora curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.015 0 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 1.512(CFS) Depth of flow = 0.302(Ft.), Average velocity = 1.915(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 8.287(Ft.) Flow velocity = 1.92(Ft/s) Travel time = 2.96 min. TC = 9.13 rain. Adding area flow to street Rainfall intensity (I) = 3.037(In/Hr) for a 10.0 year storm Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Deciraal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Irapervious value, Ai = 0.400 Sub-Area C Value = 0.570 Rainfall intensity = 3.037(In/Hr) for a 10.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.570 CA = 0.861 Subarea runoff = 2.257(CFS) for 1.350(Ac.) Total runoff = 2.614(CFS) Total area = 1.510(Ac.) Street flow at end of street = 2.614(CFS) Half street flow at end of street = 2.614(CFS) Depth of flow = 0.346(Ft.), Average velocity = 2.173(Ft/s) Flow width (from curb towards crown)= 10.490(Ft.) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++H Process from Point/Station 4008.000 to Point/Station 4004.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstreara point elevation = 67.430 (Ft.) Downstreara point elevation = 66.790(Ft.) Channel length thru subarea = 63.460(Ft.) Channel base width = 10.000(Ft.) Slope or 'Z' of left channel bank = 66.660 Slope or 'Z' of right channel bank = 66.660 Manning's 'N' =0.015 Maximum depth of channel = 0.100(Ft.) Flow(q) thru subarea = 2.614(CFS) Depth of flow = 0.096(Ft.), Average velocity = 1.670 (Ft/s) Channel flow top width = 22.743(Ft.) Flow Velocity = 1.67(Ft/s) Travel time = 0.63 min. Tirae of concentration = 9.77 rain. Critical depth = 0.102(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4008.000 to Point/Station 4004.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream nunrber 2 Stream flow area = 1.510(Ac.) Runoff from this stream = 2.614(CFS) Time of concentration = 9.77 min. Rainfall intensity = 2.908(In/Hr) Suraraary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 1.812 8.78 3.116 2 2.614 9.77 2.908 Qraax(1) = 1.000 * 1.000 * 1.812) + 1.000 * 0.899 * 2.614) + = 4.161 Qraax(2) = 0.933 * 1.000 * 1.812) + 1.000 * 1.000 * 2.614) + = 4.305 Total of 2 streams to confluence: Flow rates before confluence point: 1.812 2.614 Maximura flow rates at confluence using above data: 4.161 4.305 Area of streams before confluence: 1.020 1.510 Results of confluence: Total flow rate = 4.305(CFS) Time of concentration = 9.766 min. Effective stream area after confluence = 2.530(Ac.) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++- Process from Point/Station 4004.000 to Point/Station 4010.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segraent elevation = 66.790(Ft.) End of street segraent elevation = 65.380(Ft.) Length of street segment = 159.000 (Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 17.000(Ft.) Distance from crown to crossfall grade break = 15.500(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 frora curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N frora gutter to grade break = 0.0150 Manning's N frora grade break to crown = 0.0150 Estimated raean flow rate at raidpoint of street = 4.435(CFS) Depth of flow = 0.398 (Ft.), Average velocity = 2.447(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 13.074(Ft.) Flow velocity = 2.45(Ft/s) Travel time = 1.08 min. TC = 10.85 min. Adding area flow to street Rainfall intensity (I) = 2.718(In/Hr) for a 10.0 year storm Deciraal fraction soil group A = 0.000 Deciraal fraction soil group B = 0.000 Deciraal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.4 00 Sub-Area C Value = 0.570 Rainfall intensity = 2.718(In/Hr) for a 10.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.570 CA = 1.659 Subarea runoff = 0.2 03(CFS) for 0.38 0(Ac.) Total runoff = 4.508(CFS) Total area = 2.910(Ac.) Street flow at end of street = 4.508(CFS) Half street flow at end of street = 4.508(CFS) Depth of flow = 0.400(Ft.), Average velocity = 2.457(Ft/s) Flow width (from curb towards crown)= 13.161(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process frora Point/Station 4010.000 to Point/Station 4012.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 55.480(Ft.) Downstream point/station elevation = 55.450(Ft.) Pipe length = 2.50(Ft.) Slope = 0.0120 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 4.508(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 4.508(CFS) Normal flow depth in pipe = 7.83(In.) Flow top width inside pipe = 17.85(In.) Critical Depth = 9.77(In.) Pipe flow velocity = 6.12(Ft/s) Travel tirae through pipe = 0.01 rain. Time of concentration (TC) = 10.86 min. End of coraputations, total study area = 2.910 (Ac.) SECTION 9 Curb Opening Calculations Curb Opening Calculations for Rancho Costera Modified SDRSD D-02, Type B Curb Inlet Curb Opening Continuous Grade: L = Qio/0.7(a+v) 3/2 L = length of clear opening in feet (S'min, 20' max) ^10 flow in CFS a = depth of depression of flowline at inlet in feet = 0' or 0.33' as noted on plans y = depth of flow in gutter approach 1007-5 29/2015 BASiN E-F Inlet Node tt Street Name Continous Grade (CG) or Sump Condition (Sump) of Inlef* Qio a y L L + l (Round Up) Comments 5004 Robertson Road CG 1.79 0.33 0.25 5.79 7.0 5007 Robertson Road CG 1.45 0.00 0.23 18.78 20.0 Provide 6 SDRSD D-25 Crub Openings: 6 each x 3' opening = 18 clear open * See Note 1 BASIN G Inlet Node tt Street Name Continous Grade (CG) or Sump Condition (Sump) of Inlet* Qio a Y L L + l (Round Up) Comments 3004 Glasgow Drive CG 3.33 0.33 0.31 9.29 11.0 3012 Glasgow Drive CG 4.9 0.33 0.34 12.76 14.0 Nodes 3004 &. 3012 combined for single treatment area 3020 Glasgow Drive CG 3.94 0.33 0.33 10.50 12.0 3028 Glasgow Drive CG 3.35 0.33 0.33 8.93 10.0 3036 Robertson Road Sump 0.97 0.33 0.26 3.06 5.0 West Provide D-25 Curb Opening for nuisance flow not intercepted by upstream Curb Opening / Inlet 4.0 East 3046 Robertson Road Sump 1.68 0.33 0.29 4.92 6.0 West G:\101307\Hydrology\B Map Hyd\3rd Submittal\RC Curb Opening Calcs.xll)of 3 1007-5 29/2015 Provide D-25 Curb Opening for nuisance flow not intercepted by upstream Curb Opening / Inlet 4.0 East 3064 Wellspring Street CG 8.17 0.33 0.34 21.28 23.0 Provide two Mod. Type 'B' Curb Openings L=12' Each 3072 Wellspring Street CG 2.33 0.33 0.28 6.99 8.0 3080 Nelson Court Sump 1.85 0.33 0.26 5.83 7.0 West Provic e D-25 Curb Opening for nuisance flow not intercepted by upstream Curb Opening / Inlet 4.0 East 3086 Wellspring Street CG 1.48 0.33 0.26 4.67 6.0 3092 Wellspring Street CG 2.01 0.33 0.27 6.18 8.0 3098 Wellspring Street Sump 3.29 0.33 0.33 8.77 10.0 Split 10' Opening to two 5' Curb Openings; one on each side of Curb Inlet 3106 Wellspring Street Sump 6.01 0.00 0.42 31.54 33.0 Provide two Mod. Type 'B' Curb Openings L=17' Each Provide D-25 Curb Opening for nuisance flow not intercepted by upstream Curb Opening / Inlet 4.0 3114 Robertson Road Sump 1.79 0.33 0.26 5.64 7.0 East Sump Condition occurs at PCR, no Curb Opening provided to the west 0.0 West 3120 Robertson Road CG 1.61 0.33 0.26 5.08 7.0 3166 West Ranch St CG 3.81 0.33 0.31 10.63 12.0 3172 West Ranch St CG 3.41 0.33 0.30 9.74 11.0 * See Note 1 BASIN H Inlet Node tt Street Name Continous Grade (CG) or Sump Condition (Sump) of Inlet"* Qio a y L L + l (Round Up) Comments 231.1 Wadsworth St. CG 5.49 0.33 0.36 13.68 15.0 233.1 Wadsworth St. CG 2.52 0.33 0.29 7.37 9.0 234 Wadsworth St. CG 3.59 0.33 0.31 10.02 12.0 235 Wadsworth St. CG 3.30 0.33 0.30 9.43 11.0 241 Gage Drive CG 5.13 0.33 0.34 13.36 15.0 244 Gage Drive CG 4.83 0.33 0.32 13.17 15.0 249 Kentner Court Sump 1.49 0.33 0.30 4.26 6.0 East Provic e D-25 Curb Opening for nuisance flow not intercepted by upstream Curb Opening / Inlet 4.0 West 252 Kentner Court Sump 1.87 0.33 0.34 4.87 6.0 West Provide D-25 Curb Opening for nuisance flow not intercepted by upstream Curb Opening / Inlet 4.0 East G:\101307\Hydrology\B Map Hyd\3rd Submittal\RC Curb Opening Calcs.xBxjf 3 11007-5 4/29/2015 255 Gage Drive CG 4.49 0.33 0.33 11.96 13.0 260 Gage Drive Sump 3.33 0.33 0.30 9.51 11.0 East 1.68 0.33 0.28 5.04 7.0 West, Note 2 263 Gage Drive Sump 2.00 0.33 0.30 5.71 7.0 East Provide Mod. Type 'B' Curb Opening for nuisance flow not intercepted by upstream Curb Opening / Inlet 5.0 West 2003 Glasgow Drive Sump 3.16 0.33 0.30 9.03 11.0 South Provide 4.0' Curb Opening for nuisance flow not intercepted by upstream Curb Opening / Inlet 4.0 North 2004 Glasgow Drive Sump 3.49 0.33 0.31 9.74 11.0 South Provic e D-25 Curb Opening for nuisance flow not intercepted by upstream Curb Opening / Inlet 4.0 North 114 Edinburgh Drive CG 2.91 0.33 0.32 7.93 9.0 116 Edinburgh Drive Sump 2.17 0.33 0.25 7.02 8.0 North Provic e D-25 Curb Opening for nuisance flow not intercepted by upstream Curb Opening / Inlet 4.0 South 122 Edinburgh Drive Sump 1.78 0.33 0.27 5.47 7.0 South 0.33 0.33 0.22 1.16 3.0 North, Note 2 * See Note 1 BASIN PA 13 Inlet Node tt Street Name Continous Grade (CG) or Sump Condition (Sump) of Inlet* Qio a y L L + l (Round Up) Comments 4010 Mist Court CG 4.51 0.33 0.4 10.33 12.0 * See Note 1 NOTES: 1. Curb Openings having a Sump Condition will not occur on this site. The Mod. D-02 or D-25 Curb Opening will always have a Curb Inlet, on the downstream side, intercepting the Qioo. Where the inlet is a Sump Condition there will be two Curb Openings. Where the inlet is a Continuous Grade there will be one Curb Opening - exceptions noted. 2. Figure 2-2 from the San Diego Drainage Design Manual was used to determine the depth of flow in the gutter approach (y), when not provided in the Qio Hydrology in Appendix ofthis report. G:\101307\Hydrology\B Map Hyd\3rd Submittal\RC Curb Opening Calcs.xBxDf 3 Figure 2-2 i 1 2 3 4 5 6 7 8 910 3 Discharge (ft Is) igure 2-2 6-inch Gutter and Roadway Discharge-Velocity Chart 20 San Diego County Drainage Design Manual (May 2005) Page 2-13 30 40 50 SECTION 10 Rip Rap Sizing Calculations JN 101307 - Rancho Costera Permanent Rip Rap Calcuiation Page 1 of 3 Rancho Costera Rip-Rap Calculations for Permanent Rip-Rap BASIN E-F: Tamarack Connection / Robertson Road Northerly Storm Drain, Node 5003: QIOO = 6.22 cfs V100 = 4.06ft/s 18" RCP Per SDRSD D-40: Type 2, W=4.5', L=10', Rock Classification = No. 2 backing, T = 1.1 ft Per Table 200-1.7 in San Diego Regional Supplement to Greenbook (see attached): filter blanket = VA."' aggregate 12" thick. Northerly Storm Drain, Node 5008: QIOO = 9.44 cfs VlOO = 5.87 ft/s 18" RCP Per SDRSD D-40: Type 2, W=4.5', L=10', Rock Classification = No. 2 backing, T = 1.1 ft Per Table 200-1.7 in San Diego Regional Supplement to Greenbook (see attached): filter blanket = !4" aggregate 12" thick. Southerly Storm Drain, Node 5013: QIOO = 3.53 cfs VlOO = 2.50 ft/s 18" RCP Per SDRSD D-40: Type 2, W=4.5', L=10', Rock Classification = 2 backing, T = 1.1 ft Per Table 200-1.7 in San Diego Regional Supplement to Greenbook (see attached): filter blanket = !4" aggregate 12" thick. Southerly Storm Drain, Node 5018: QIOO = 4.02 cfs VlOO = 17.96 ft/s 18" RCP Per SDRSD D-40: Type 1, W=4.5', L=10', Rock Classification = 2 Ton, T = 5.4 ft Per Table 200-1.7 in San Diego Regional Supplement to Greenbook (see attached): filter blanket = 2" aggregate 12" thick, over 12" sand. JN 101307 - Rancho Costera Permanent Rip Rap Calculation Page 2 of 3 BASIN G: PA 8 Slope Northerly Storm Drain Line 'G', Node 3128: QIOO = 1.08 cfs VlOO = 16.08 ft/s 12" HDPE Per SDRSD D-40: Type 2, W=4.5', L=10', Rock Classification = No. 1 Ton, T = 4.4 ft Per Table 200-1.7 in San Diego Regional Supplement to Greenbook (see attached): filter blanket = 1-1/2" aggregate 12" thick over 12" sand. Southerly Storm Drain Line 'F', Node 3146: QIOO = 0.58 cfs VlOO = 13.16 ft/s 12" HDPE Per SDRSD D-40: Type 2, W=4.5', L=10', Rock Classification = No. 1/2 Ton, T = 3.5 ft Per Table 200-1.7 in San Diego Regional Supplement to Greenbook (see attached): filter blanket = 1" aggregate 12" thick over 12" sand. BASIN H: Land Bridge / Animal Crossing Entrance, Node 214: QIOO = 55.22 cfs VlOO = 7.73 ft/s 18' Metal Plate Pipe Culvert Per SDRSD D-40: Type 2, W=72', L=54', Rock Classificafion = No. 2 backing, T = 1.1 ft Per Table 200-1.7 in San Diego Regional Supplement to Greenbook (see attached): filter blanket = VA' aggregate 12" thick. Land Bridge / Animal Crossing Exit, Node 216: QIOO = 55.98 cfs VlOO = 7.42 ft/s 18' IVIetal Plate Pipe Culvert Per SDRSD D-40: Type 2, W=72', L=54', Rock Classification = No. 2 backing, T = 1.1 ft Per Table 200-1.7 in San Diego Regional Supplement to Greenbook (see attached): filter blanket = '/^" aggregate 12" thick. JN 101307 - Rancho Costera Permanent Rip Rap Calculation Page 3 of 3 Glasgow Drive Storm Drain OutfaU, Node 210: QIOO = 10.38 cfs VlOO = 6.78 ft/s 18" RCP Per SDRSD D-41: Type 1, W=4.5', L=10', Rock Classificafion = No. 2 backing, T = 1.1 ft Per Table 200-1.7 in San Diego Regional Supplement to Greenbook (see attached): filter blanket = aggregate 12" thick. Edinburgh Drive Storm Drain Outfall, Node 130: QIOO = 27.28 cfs V100 = 8.96ft/s 24" RCP Per SDRSD D-40: Type 1, W=6', L=10', Rock Classification = No. 2 backing, T = 1.1 ft Per Table 200-1.7 in San Diego Regional Supplement to Greenbook (see attached): filter blanket = !4" aggregate 12" thick. G:\101307\Hydrology\B Map Hyd\2nd Submittal\Rip Rap Sizing.docx J.N. 101307-Rancho Costera Desilt Basin Rip-Rap Calcuiations Page 1 of 3 Temporary Desiltation Basin Rip-Rap Calculations for PA 2, 7, 8 «& 11 (See Exhibit in Section 12) Rip-rap calculations were preformed using the County of San Diego Drainage Design Manual, May 2005, Secfion 7.0. Because the rip-rap is used to dissipate the energy from the water, the velocity of the water is a major determinant when sizing rip-rap. Although the velocity is a component in sizing the rip-rap, the nominal diameter of the rip-rap (dso) chosen shall not exceed the diameter of the channel. 12.1 Temporary Rip-Rap Calculations for Desiltation Basin's Rip-Rap is sized based on the water entering each channel. Exhibit 'D' depicts the delineation ofthe drainage basin's contributing to each channel entering the desiltafion basin. Because the area is proportionally related to the flow rate, the proportional areas and flow rates for each basin are shown in the table below. Desiltation Basin Drainage Sub- Basin's Contributing to Ea. Desiltation Basin - See Exhibit 'C Area (AC) Flow Rate (cfs) Velocity (fps) Total Area/ Flow Rate Basin 'PA 2' Basin 2 1.87 ac 5.39 cfs 15.72 fps 1.87 ac/5.39 cfs Basin 'PA 7' Sub-Basin 7-1 Sub-Basin 7-2 3.25 ac 0.99 ac 7.70 cfs 2.34 cfs 12.45 fps 8.66 fps 4.24 ac/ 10.04 cfs Basin 'PA 8-A Sub-Basin 8A-l Sub-Basin 8A-2 2.96 ac 0.97 ac 6.84 cfs 2.24 cfs 12.07 fps 8.75 fps 3.93 ac/9.08 cfs Basin 'PA 8-B' Sub-Basin 8B-1 Sub-Basin 8B-2 2.82 ac 2.31 ac 5.75 cfs 4.71 cfs 11.57 fps 10.91 fps 5.13 ac/ 10.46 cfs Basin 'PA 8-C' Sub-Basin 8C-1 Sub-Basin 8C-2 3.05 ac 2.73 ac 6.25 cfs 5.59 cfs 11.76 fps 11.25 fps 5.78 ac/ 11.84 cfs Basin PA 11' Sub-Basin 11-1 Sub-Basin 11-2 Sub-Basin 11-3 4.85 ac 6.29 ac 1.87 ac 9.55 cfs 12.38 cfs 3.68 cfs 15.44 fps 16.64 fps 9.21 fps 13.01 ac/ 25.61 cfs J.N. 101307- Rancho Costera Desilt Basin Rip-Rap Calculations Page 2 of 3 The velocity for each channel was calculated using Manning's equation: Q= 1.486/n*AR^(2/3)S^(l/2) Where S= slope ofthe channel is 20% (5:1 Slope) A and R are based on the channel geometry. All channels will be a modified D- 75 brow ditch 2.0' wide x 1.0' deep n = Manning's coefficient from Table A-3 from San Diego County Drainage Design Manual; For Air-Blown Concrete = 0.023 for depths from 0-0.5' = 0.019 for depth from 0.5-2.0' Cross-Sections of D-75 Brow Ditch's entering into each temporary desiltation basin are shown below. Based on the velocity and the size of the D-75, the temporary rip-rap at the end of each channel are as follows: Desiltation Basin Rip Rap Summarv Sub-Basins 7-2 & 8A-2 Sub-Basins with entrance velocities between 6-10 ft/s: The Rip Rap for this channel shall be SDRSD D-40, Type 2. The apron shall be 6'x 10', Rock Classification = No. 2 backing, T = 1.1' Per Table 200-1.7 in San Diego Regional Supplement to Greenbook (See attached): filter blanket = 1/4" aggregate, 12" thick. Sub-Basins 8B-1, 8B-2, 8C-1, 8-C2 i& 11-3; Sub-Basins with entrance velocities between 10-12 ft/s: The Rip Rap for this channel shall be SDRSD D-40, Type 2. The apron shall be 6'x 10'. Rock Classificafion = 1/4 ton, T = 2.7', Per Table 200-1.7 in San Diego Regional Supplement to Greenbook (See attached): filter blanket = 3/4" aggregate 12" thick, over 12" of sand. Sub-Basins 7-1 & 8A-1: Sub-Basins with entrance velocities between 12-14 ft/s: The Rip Rap for this channel shall be SDRSD D-40, Type 2. The apron shall be 6'x 10'. Rock Classification = 1/2 ton, T = 3.5', J.N. 101307- Rancho Costera Desilt Basin Rip-Rap Calculations Page 3 of 3 Per Table 200-1.7 in San Diego Regional Supplement to Greenbook (See attached): filter blanket = 1" aggregate 12" thick, over 12" of sand. Sub-Basin 2 & 11-1: Sub-Basins with entrance velocifies between 14-16 ft/s: The Rip Rap for this channel shall be SDRSD D-40, Type 2. The apron shall be 6'x 10'. Rock Classificafion = 1 ton, T = 4.4', Per Table 200-1.7 in San Diego Regional Supplement to Greenbook (See attached): filter blanket = 1-1/2" aggregate 12" thick, over 12" of sand. Sub-Basin 11-2: Sub-Basins with entrance velocifies between 16-18 ft/s: The Rip Rap for this channel shall be SDRSD D-40, Type 2. The apron shall be 6'x 10'. Rock Classification = 2 ton, T = 5.4', Per Table 200-1.7 in San Diego Regional Supplement to Greenbook (See attached): filter blanket = 2" aggregate 12" thick, over 12" of sand. g:\101307\hydrology\b map hyd\2nd submittal\desilt-rip-rap.doc Channel Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc, Basin PA 2 Circular Diameter (ft) Invert Elev (ft) Slope (%) N-Value Calculations Compute by: Known Q (cfs) = 2.00 = 100.00 = 50.00 = 0.023 Known Q = 5.39 Highlighted Depth (ft) Q (cfs) Area (sqft) Velocity (ft/s) Wetted Perim (ft) Grit Depth, Yc (ft) Top Width (ft) EGL (ft) Wednesday, Jul 30 2014 = 0.33 = 5.390 = 0.34 = 15.72 = 1.68 = 0.82 = 1.49 = 4.17 Section 101.00 100.50 100.00 99.50 Depth (ft) 3.00 2.50 2,00 1.50 1,00 0,50 0.00 -0,50 Reach (ft) Channel Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2012 by Autodesk, Inc. Sunday, Oct 27 2013 Sub-Basin PA 7-1 Circular Diameter (ft) Invert Elev (ft) Slope (%) N-Value Caiculations Compute by: Known Q (cfs) = 2.00 = 100.00 = 20.00 = 0.023 Known Q = 7.70 Highlighted Depth (ft) Q (cfs) Area (sqft) Velocity (ft/s) Wetted Perim (ft) Crit Depth, Yc (ft) Top Width (ft) EGL (ft) 0.50 7.700 0.62 12.45 2.10 0.99 1.73 2.91 101.50 101.00 100.50 100.00 99.50 0.50 Reach (ft) Channel Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2012 by Autodesk, Inc. Sunday, Oct 27 2013 Sub-Basin PA 7-2 Circular Diameter (ft) Invert Elev (ft) Slope (%) N-Value Calculations Compute by: Known Q (cfs) = 2.00 = 100.00 = 20.00 = 0.023 Known Q = 2.34 Highlighted Depth (ft) Q (cfs) Area (sqft) Velocity (ft/s) Wetted Perim (ft) Crit Depth, Yc (ft) Top Width (ft) EGL (ft) 0.28 2.340 0.27 8.66 1.54 0.53 1.39 1.45 101.50 101.00 100.50 100.00 99.50 0.50 Reach (ft) Channel Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2012 by Autodesk, Inc. Sunday, Oct 27 2013 Sub-Basin PA 8A-1 Circular Diameter (ft) Invert Elev (ft) Slope (%) N-Value Calculations Compute by: Known Q (cfs) = 2.00 = 100.00 = 20.00 = 0.023 Known Q = 6.84 Highlighted Depth (ft) Q (cfs) Area (sqft) Velocity (ft/s) Wetted Perim (ft) Crit Depth, Yc (ft) Top Width (ft) EGL (ft) 0.47 6.840 0.57 12.07 2.03 0.93 1.70 2.73 101.00 100.50 100.00 99.50 0.50 Reach (ft) Channel Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2012 by Autodesk, Inc. Sunday, Oct 27 2013 Sub-Basin PA 8A-2 Circular Diameter (ft) Invert Elev (ft) Slope (%) N-Value Calculations Compute by: Known Q (cfs) = 2.00 = 100.00 = 20.00 = 0.023 Known Q = 2.24 Highlighted Depth (ft) Q (cfs) Area (sqft) Velocity (ft/s) Wetted Perim (ft) Crit Depth, Yc (ft) Top Width (ft) EGL (ft) 0.27 2.240 0.26 8.75 1.51 0.52 1.37 1.46 101.50 101.00 100.50 100.00 99.50 0.50 Reach (ft) Channel Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2012 by Autodesk, Inc. Sunday, Oct 27 2013 Sub-Basin PA 8B-1 Circular Diameter (ft) Invert Elev (ft) Slope (%) N-Value Calculations Compute by: Known Q (cfs) = 2.00 = 100.00 = 20.00 = 0.023 Known Q = 5.75 Highlighted Depth (ft) Q (cfs) Area (sqft) Velocity (ft/s) Wetted Perim (ft) Crit Depth, Yc (ft) Top Width (ft) EGL (ft) 0.43 5.750 0.50 11.57 1.93 0.85 1.64 2.51 Section 101.50 Depth (ft) 101.00 100.50 100.00 99.50 3.00 2.50 2.00 1.50 1.00 0.50 0.00 -0.50 Reach (ft) Channel Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2012 by Autodesk, Inc. Sunday, Oct 27 2013 Sub-Basin PA 8B-2 Circular Diameter (ft) Invert Elev (ft) Slope (%) N-Value Calculations Compute by: Known Q (cfs) = 2.00 = 100.00 = 20.00 = 0.023 Known Q = 4.71 Highlighted Depth (ft) Q (cfs) Area (sqft) Velocity (ft/s) Wetted Perim (ft) Crit Depth, Yc (ft) Top Width (ft) EGL (ft) 0.39 4.710 0.43 10.91 1.83 0.77 1.59 2.24 101.50 101.00 100.50 100.00 99.50 0.50 Reach (ft) Channel Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2012 by Autodesk, Inc. Sunday, Oct 27 2013 Sub-Basin PA 8C-1 Circular Diameter (ft) Invert Elev (ft) Slope (%) N-Value Calculations Compute by: Known Q (cfs) = 2.00 = 100.00 = 20.00 = 0.023 Known Q = 6.25 Highlighted Depth (ft) Q (cfs) Area (sqft) Velocity (ft/s) Wetted Perim (ft) Crit Depth, Yc (ft) Top Width (ft) EGL (ft) 0.45 6.250 0.53 11.76 1.98 0.89 1.67 2.60 Section 101.50 Depth (ft) 101.00 100.50 100.00 99.50 3.00 2.50 2.00 1.50 1.00 0.50 0.00 -0.50 Reach (ft) Channel Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2012 by Autodesk, Inc. Sunday, Oct 27 2013 Sub-Basin PA 8C-2 Circular Diameter (ft) Invert Elev (ft) Slope (%) N-Value Calcuiations Compute by: Known Q (cfs) = 2.00 = 100.00 = 20.00 = 0.023 Known Q = 5.59 Highlighted Depth (ft) Q (cfs) Area (sqft) Velocity (ft/s) Wetted Perim (ft) Crit Depth, Yc (ft) Top Width (ft) EGL (ft) 0.43 5.590 0.50 11.25 1.93 0.84 1.64 2.40 Section 101.50 Depth (ft) 101.00 100.50 100.00 99.50 3.00 2.50 2.00 1.50 1.00 0.50 0.00 -0.50 Reach (ft) Channel Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2012 by Autodesk, Inc. Friday, Nov 1 2013 Sub-Basin PA 11-1 Circular Diameter (ft) Invert Elev (ft) Slope (%) N-Value Calculations Compute by: Known Q (cfs) = 2.00 = 100.00 = 20.00 = 0.019 Known Q = 9.55 Highlighted Depth (ft) Q (cfs) Area (sqft) Velocity (ft/s) Wetted Perim (ft) Crit Depth, Yc (ft) Top Width (ft) EGL (ft) 0.50 9.550 0.62 15.44 2.10 1.11 1.73 4.21 101.50 101.00 100.50 100.00 99.50 0.50 Reach (ft) Channel Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2012 by Autodesk, Inc. Friday, Nov 1 2013 Sub-Basin PA 11-2 Circular Diameter (ft) Invert Elev (ft) Slope (%) N-Value Calculations Compute by: Known Q (cfs) = 2.00 = 100.00 = 20.00 = 0.019 Known Q = 12.38 Highlighted Depth (ft) Q (cfs) Area (sqft) Velocity (ft/s) Wetted Perim (ft) Crit Depth, Yc (ft) Top Width (ft) EGL (ft) 0.57 12.38 0.74 16.64 2.26 1.27 1.81 4.87 101.50 101.00 100.50 100.00 99.50 0.50 Reach (ft) Channel Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2012 by Autodesk, Inc. Friday, Nov 1 2013 Sub-Basin PA 11-3 Circular Diameter (ft) Invert Elev (ft) Slope (%) N-Value Calculations Compute by: Known Q (cfs) = 2.00 = 100.00 = 20.00 = 0.019 Known Q = 1.87 Highlighted Depth (ft) Q (cfs) Area (sqft) Velocity (ft/s) Wetted Perim (ft) Crit Depth, Yc (ft) Top Width (ft) EGL (ft) 0.23 1.870 0.20 9.21 1.39 0.48 1.28 1.55 101.50 101.00 100.50 100.00 99.50 0.50 Reach (ft) Table 7-1 (below) per July 2005 2D OR 2W fain.) D OR W -Endwall (typical) tn Design Velocily ft/sec* Rock aass Rip-Rop Thickness T (min) 1 6-10 No. 2 backing 1.1ft . 10-12 1/4 ton 2.7ft 12-14 1/2 ton 3.5ft 14-16 1 ton 4.4ft 16-18 2 ton 5.4ft *over 20 fl/sec requires spedol design D - P'^e Diameter W «= Botiom Width of Chonnel .51 (min.^ §4 Bars 3D OR 3W PLAN Concrete Chonnel— Flow .Rlter Blonkel _Materiol(s) 0 min. Sill. Class 426-C-2OOO Oev shot on plans Concrete SECTION A-A NOTES 2D OR 2W fain.) 1. SECTION B-B 1 Reviston py Approved Dote ORIGINAL Kerehoval l?/75 {Add Metric T. Stonton 03/03 1 Ml Ap Ag» S. Brady 04/06 [Edited T. Stanton 02/09 1 Edited S.S. T. RegellQ 03/11 Type 2 shoif be withi SAN DIEGO REGIONAL STANDARD DRAWING Plans sholl specify: nJ^^ ff"* "P".""? thickness m. T sholl be ot wpst 1.5 times Hje nominal equivolent diameter of stone (w of the speafied rip-rop. S1'1K''H"C? '5?*"™'' "•""'"^ 0' <>n«l thickness. nfJhLt^ '^•n concrete ' (It shown on the plans). Cobbles ore not occeptobie. Rip rap shall be pkiced over filter blanket moterial, wnch may be «ther granular motedol or non-woven 1 geotecHe Wter fabric; moterial ot weight specified tn plans or ^tecmcotions. ' Kp rop enwgy cfosipators shoR be designated as eilher T^ [ ^ iithSri RIP RAP ENERGY DISSIPATER ^OWffifOED BY THE SAN OIECO REGIONAL gANDAKDS COMMTTIEE Oioirp«r»on R.aE. 19246 Date ORAWING NUMBER D-40 PART 2 CONSTRUCTION MATERIALS SECTION 200 - ROCK MATERIALS 200-1 ROCK PRODUCTS. 200-1.6 Stone for Riprap. 200-1.6J Grading Requirements. Add the following: The individual classes of rocics used in slope protection shall conform to TABLE 200-1 6fA) Replace Table 200-1.6(A) with: -t."" I.U^A;. TABLE 200-1.6 (A) Rock Sizes Percentage Larger Than 2 Ton 4 Ton 0-5 2 Ton 50-100 1 Ton 95-100 %Ton 1/4 Ton 200 Ib. 75 lb. 25 fb. 51b. 11b. CLASSES 1 Ton Vl Ton 0-5 50-100 0-5 50-100 95-100 95-100 1/4 Ton 0-5 50-100 95-100 No.2 Backing 0-5 25-75 90-100 The amount of material smaller than the smallest size listed in the table for any class of rock slope protection shall not exceed the percentage limit listed in the table determined on a weight basis. Compliance with the percentage limit shown in the table for all other sizes ofthe mdivjdual piKjes of any class of rock slope protection shall be detennined by the ratio ofthe number of mdividual pieces larger than the smallest size listed in the table for that class also pertammg to this Greenbook Supplement Subsection 200-1.7, "Selection of Riprap and Filter manket Material." K 200-1.63 QnaUty Requirements. ^o'^y^!'" """""^^ ^"-^-P^ "-60 days..." to Add the following new subsection: 200-1.7 Selection of Riprap and Filter Blanket Material. TABLE 200-1.7 ft/sec Table 200-1 7Nnf»c- S^ Subsection 200-1.6 "Stone for Riprap." See also TABLF laa ^f.^A^ Light Rock Class 200 lb. Facing Rock Ciass 76 lb. No. 2 Backing Rock Class 51b. (3) (4A) (4B) (5) (6) Filter blanket thickness = 1 foot or T". whichever is less. Ophon Ishall meet the requirements ofTable 200-1 2fA) ofthe <Jta„Ho«ic -r • for^uWicWorics Construction. -«gi^^^i?O^A) of the StandarlSB^ificationg Option 1 shall"5^ the requirements of Table 200-1 4ffl^ nf th^ «fo«^ .... for Public Works Construction. ' Standard Specifications '"f*'* ^P'^^" ^o^^ requirements of Table 400-4 vr\ nf Standard Specifications for Pubhc Works Constmcti^^ 400-4.3(C) ofthe PuSic^Wo'SSSiS?oK"^^^^^^^^^^ ^^^^ ^«ons for TYPE B T>pe B beddmg matenal shall confonn to the requirements n'- c^lshed Pipe Collar _ (see Note 5) /— ^See Note 7 0 f b ^ L notch 6" End sill PICTORIAL VIEW Note; Riprap not shown. 2-l4 rebars horizontal and vertical around fence post (typ) PLAN See Note 7 Aggregate cufofr wall Channel invert Construction Joint - SECTION B-B Inlet bo* Dev shown on plon NOTES 1. Design: SECTION A-A Rlter cloth- -Min. thickness Facing Class 18' Ught Closs 30' -Aggregate subbase bottom and sides 6_ thick for facing class 9 thick for light class. Equivalent Fluid Pressure (Earth Loading) = 60 pcf Maximum Outlet velocity = 35 fps 2. Concrete shall be 560-C-3250. 3. Reinforcing shall confonn to ASTW designation A615 and may be grade 40 or 60 Keinforcing shal be placed with 2 clear concrete cover unless noted other>*ise Splices shall not be permitted except as indicated on the plans 4. For pipe grades not exceeding 20%, inlet box may be omitted 5. If inlet box is omitted, construct pipe collar as shown. 6. Unless noted otherwise, all reinforcing bar bends shall be fabricated with standord hooks 7. Hve foot high Cham link fencing, embed post 18' deep in walls ond encase with class B mortar o. In Sandy and Silty soil: a) Riprap and aggregate base cutoff wall required at the end of rock apron. b) Rlter cloth (Polyfilter X or equivalent) shall be installed on notive soil base, minimum of 1 ft. overlaps at joints. 9. Rip rap and subbase classification shall be as shown on plans. 1 Revision py Approved Date ORIGINAL Kerchevol 12/75 |Add Metric T. Stanton 03/OJ |Reformatted T. Stanton 04/06 (Edited T. Stonton 02/09 (Edited S.S. T. Regello OJ/11 SAN DiEGO REGIONAL STANDARD DRAWING CONCRETE ENERGY DISSIPATER FOR DIMENSIONS. SEE D-41B. RECOMMENDED SY THE SAN DIEGO REGIONAL STANDARDS COMMITTEE Choirperson R.C.E. 19246 Dote DRAWNG NUMBER D-41A CONCRETE ENERGY DISSIPATER DIMENSION TABLE (SEE D-41A FOR STRUCTURE DETAILS) Pipe Dkl (in ) 18 24 30 36 42 48 54 60 72 Area (sq.ft. 1.77 3.14 491 7.07 9.62 12.57 15.90 19.63 28.27 Max. Q (cfs 21 38 59 85 115 151 191 236 339 W 5-6-. 6'-9' 8' 9-3" I0'-6' 11'-9" 13'. I4'-3" 16'-6" H 4'-3' 5'-3' 6-3' 7-3' 8' 9" 9'-9' 10'-9' 12'-3" L 7-4' 9' 10'-8' 12-4" 14' 15'-8" 17'-4' 19' 22' a 3'-3-3'-ir 4-7' 5-3" 6' 6'-9" 7'-4' 8' 9'-3" b 4'-1-5'-r 6'-1' r-r 8' 8'-11' 10' 11' 12'-9' c 2'-4' 2-10' 3'-4' 3'-IO" 4-5' 4'-ir 5'-5' 5'-ir 6'-ir d o'-ir 1-2' r-4' 1-7" r-9' 2' 2'-2' 2'-5' 2'-9" e 0-6' 0'-6' 0'-8' 0'-8' O'-IO" O'-IO' r r r-3' f 1'-6' 2' 2-6' 3' 3' 3' 3' 3' 3' g 2'-r 2'-6' 3' 3-6' 3'-ir 4'-5" 4'-ir 5'-4' 6'-2' Tf 8' 10' 12' Tb 7' 9 1/2' 10 1/2" Tw 7' 9 1/2' 10 1/2" To 7' 8' Revision By Approved Date ORIGINAL Kerchevol 12/75 Add Metric T. Stanton 03/03 Reformatted T. Stanton 04/06 Edited T. Stonton 02/09 Edited S.S. T. Regello 03/11 SAN DIEGO REGIONAL STANDARD DRAWING CONCRETE ENERGY DISSIPATER RECOMMENDED BY THE SAN DIEGO REaONAL STANDARDS COMMITTEE Choirperson R.C.E. 19246 Dote DRAWING NUMBER D-41B SECTION 11 Brow Ditch Calculations Brow Ditch Calculations Brow ditch capacity calculations were performed for the proposed brow ditches using the minimum slope of each ditch. The brow ditches used are Type D per SDRSD D-75. In order to model the ditches, a 24" diameter pipe was assumed flowing at maximum depth called out on the plans. All ditches had flows less than these maximum depths. Please see following pages for calculations. )2yhoj_ 1»-A^-/^VD V\. « r-1 i-. 1_ 4 J - /I A . .... I iVi -CIW. ^^-^-^^-S^i-Cf^ ^f(P^:) ^[^,2, /^3c^^^2, 2« o,o^<.a. 151 can"-- p.9^^- ^ _>^i^vg->rr"^\pi'i a fv,^ Ts'i. I I —~~ Channel Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Node 3016-3018 Q) £ro^ T).toK Circular Diameter (ft) Invert Elev (ft) Slope (%) N-Value Calculations Compute by: Known Q (cfs) = 2.00 = 0.01 = 2.90 = 0.015 Known Q = 1.85 Thursday, Apr 3 2014 Highlighted Depth (ft) Q (cfs) Area (sqft) Velocity (ft/s) Wetted Perim (ft) Cnt Depth, Yc (ft) Top Width (ft) EGL (ft) 0.32 1.850 0.33 5.66 1.65 0.47 1.47 0.82 Depth (ft) 1.00 0.50 0.00 -0.50 2.99 2.49 1.99 1.49 0.99 0.49 0.01 -051 Reach (ft) Channel Report nyaratlow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Thursday, Apr 3 2014 Node 3024-3026 C Brot^.-) T)^T(d\ Circular Diameter (ft) Invert Elev (ft) Slope (%) N-Value Calculations Compute by: Known Q (cfs) = 2.00 = 0.01 = 3.30 = 0.015 Known Q = 0.25 Highlighted Depth (ft) Q (cfs) Area (sqft) Velocity (ft/s) Wetted Perim (ft) Crit Depth, Yc (ft) Top Width (ft) EGL (ft) = 0.12 = 0.250 = 0.08 = 3.25 = 0.99 = 0.17 = 0.95 = 0.28 1.00 0.50 0.00 -0.50 Depth (ft) 2.99 — 2.49 1.99 1,49 0.99 0.49 -0.01 -0.51 Reach (ft) Channel Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. @ Back Of lot 92 Q^) 2>ro^-^ t^^i^ Circular Diameter (ft) Thursday, Apr 3 2014 Invert Elev (ft) Slope (%) N-Value Calculations Compute by: Known Q (cfs) = 2.00 = 0.01 = 6.25 = 0.015 Known Q = 0.21 Highlighted Depth (ft) Q (cfs) Area (sqft) Velocity (ft/s) Wetted Perim (ft) Crit Depth, Yc (ft) Top Width (ft) EGL (ft) 0.10 0.210 0.06 3.49 0.91 0.16 0.88 0.29 Depth (ft) 1.00 0.50 0.00 -0.50 2.99 2.49 1.99 1.49 — 0.99 0.49 0.01 -0.51 Reach (ft) Channel Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. ~ West of Lot 135 & portion of plantable retaining wall trail Circular Diameter (ft) Invert Elev (ft) Slope (%) N-Value Calculations Compute by: Known Q (cfs) = 2.00 = 0.01 = 9.40 = 0.015 Known Q = 0.50 Highlighted Depth (ft) Q (cfs) Area (sqft) Velocity (ft/s) Wetted Perim (ft) Crit Depth, Yc (ft) Top Width (ft) EGL (ft) Thursday, Apr 3 2014 = 0.13 = 0.500 = 0.09 = 5.63 = 1.04 = 0.25 = 0.99 = 0.62 1.00 0.50 0.00 Depth (ft) 2.99 2.49 1.99 1.49 -0.50 —I 0.99 0.49 0.01 0.51 Reach (ft) Channel Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk Inc ~ ~ ' Thursday, Apr 3 2014 Along portion Of upper plantable retaining wall (^5j U.^^, o l:).Ta^ Circular Diameter (ft) Invert Elev (ft) Slope (%) N-Value Calculations Compute by: Known Q (cfs) = 2.00 = 0.01 = 1.26 = 0.015 Known Q = 0.69 Highlighted Depth (ft) = 0.25 Q (cfs) = 0.690 Area (sqft) = 0.23 Velocity (ft/s) = 3.02 Wetted Perim (ft) = 1.45 Crit Depth, Yc (ft) = 0.29 Top Width (ft) = 1.33 EGL (ft) = 0.39 1.00 0.50 0.00 -0.50 Reach (ft) Channel Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk" Inc. Back of lots 31-25 Circular Diameter (ft) Invert Elev (ft) Slope (%) N-Value Calculations Compute by: Known Q (cfs) = 2.00 = 0.01 = 2.84 = 0.015 Known Q = 0.99 Highlighted Depth (ft) Q (cfs) Area (sqft) Velocity (ft/s) Wetted Perim (ft) Crit Depth, Yc (ft) Top Width (ft) EGL (ft) Thursday, Apr 3 2014 0.24 0.990 0.22 4.59 1.42 0.35 1.30 0.57 Section Depth (ft) 1.00 0.50 0.00 -0.50 2.99 2.49 — 1.99 - 1.49 0.99 0.49 - -0.01 -0.51 Reach (ft) Channel Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. " ' Between knuckles of Crespi Ct. & Kentner Ct. grc^ T>i Thursday, Apr 3 2014 Circular Diameter (ft) Invert Elev (ft) Slope (%) N-Value Calculations Compute by: Known Q (cfs) = 2.00 = 0.01 = 5.71 = 0.015 Known Q = 0.27 Highlighted Depth (ft) Q (cfs) Area (sqft) Velocity (ft/s) Wetted Perim (ft) Crit Depth, Yc (ft) Top Width (ft) EGL (ft) = 0.11 = 0.270 = 0.07 = 3.95 = 0.95 = 0.18 = 0.91 = 0.35 1.00 0.50 0.00 -0.50 Reach (ft) Channel Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk lnc Thursday, Apr 3 2014 Between knuckles Of Kentner Ct. & Chase Ct. ce) g^^^^^ Q Circular Diameter (ft) Invert Elev (ft) Slope (%) N-Value Calculations Compute by: Known Q (cfs) = 2.00 = 0.01 = 5.32 = 0.015 Known Q = 0.30 Highlighted Depth (ft) = 0.12 Q (cfs) = 0.300 Area (sqft) = 0.08 Velocity (ft/s) = 3.90 Wetted Perim (ft) = 0.99 Crit Depth, Yc (ft) = 0.19 Top Width (ft) = 0.95 EGL (ft) = 0.36 1.00 0.50 0.00 -0.50 Reach (ft) 1 . "5 . •Jr. Ao.V^ ,\i.S,..^ _ C - 0,SS Ssb^pc.- of <::;< > f £;A - o / 3) s {g_ o»^/-=io^W-£_ o-f <C/ia.Ki»e^ : Top w^cL-n^ <^ de-^^,'^ (^^^ Channel Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Monday, Mar 31 2014 <Name> Circular Diameter (ft) Invert Elev (ft) Slope (%) N-Value Calculations Compute by: Known Q (cfs) = 2.00 = 0.10 = 1.82 = 0.016 Known Q = 0.72 Highlighted Depth (ft) Q (cfs) Area (sqft) Velocity (ft/s) Wetted Perim (ft) Crit Depth, Yc (ft) Top Width (ft) EGL (ft) = 0.24 = 0.720 = 0.22 = 3.34 = 1.42 = 0.29 = 1.30 = 0.41 -0.50 0.60 Reach (ft) Channel Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Monday, Jun 2 2014 3 IN. UNDERDRAIN @ TRAIL ON WESTERLY SIDE, BOTTOM OF STAIRCASE Circular Diameter (ft) Invert Elev (ft) Slope (%) N-Value = 0.25 = 100.00 = 0.33 = 0.013 Caiculations Compute by: Known Q Known Q (cfs) =0.04 Highlighted Depth (ft) Q (cfs) Area (sqft) Velocity (ft/s) Wetted Perim (ft) Crit Depth, Yc (ft) Top Width (ft) EGL (ft) 0.17 0.040 0.04 1.12 0.48 0.12 0.23 0.19 Section 100.25 100.00 99.75 Reach (ft) Channel Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. D-75 Type B Brow Ditch (1% Min, 6-inch Depth Min) Circular Diameter (ft) Invert Elev (ft) Slope (%) N-Value Calculations Compute by: Known Depth (ft) Wednesday, Mar 12 2014 = 2.00 Highlighted = 2.00 Depth (ft) = 0.50 Q (Cfs) = 3.127 Area (sqft) = 0.62 = 100.00 Velocity (ft/s) = 5.06 = 1.00 Wetted Perim (ft) = 2.10 = 0.013 Crit Depth, Yc (ft) = 0.62 Top Width (ft) = 1.73 EGL (ft) = 0.90 Known Depth = 0.50 101.00 100.50 100.00 Reach (ft) Channel Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. D-75 Type B Brow Ditch (0.5% Min, 6-inch Depth MIn) Wednesday, Mar 12 2014 Circular Highlighted Diameter (ft) = 2.00 Depth (ft) = 0.50 Q (cfs) = 2.211 Area (sqft) = 0.62 Invert Eiev (ft) = 100.00 Velocity (ft/s) = 3.58 Slope (%) = 0.50 Wetted Perim (ft) = 2.10 N-Value = 0.013 Crit Depth, Yc (ft) = 0.52 Top Width (ft) = 1.73 Calculations EGL (ft) = 0.70 Compute by: Known Depth Known Depth (ft) = 0.50 101.50 101.00 100.50 100.00 99.50 0.50 Reach (ft) SECTION 12 Temporary Desiltation Basin Calculations RANCHO COSTERA CT 011-01 TEMPORARY DESILTING BASIN REPORT JOBNO. 101307 PREPARED: OCTOBER 24, 2013 UPDATED: JULY 28, 2014 GEORGE O'DAY RCE 32014 DATE EXP. 12/31/14 O'DAY CONSULTANTS, INC. 2710 LOKER AVENUE WEST, SUITE 100 CARLSBAD, CA 92010 TEL: (760) 931-7700 FAX: (760) 931-8680 1 g:\101307\hydrology\b map hyd\2nd submittal\rc tempdesiltbasincalcs.doc Temporarv Desilting Basin Calculations Desilting Basin Sizing Desilting basins were sized based on the 10-year, 6-hour storm event. The design particle size used is .01 mm. (fme silt) The equation used to size the basins is: As= 1.2*Qavg/Vs Qavg= C*Iavg*A C=0.35 Iavg=l .7"/6 hr = 0.28 in/hr 10-year, 6-hour storm event= 1.7" A= area of basin Vs= .00024 ft/s (.01mm sized particle) where As is the appropriate surface area for trapping particles ofa certain size and Vs is the settling velocity for that size particle. In this case, Vs= .00024 ft/s. Qavg is the average runoff from each basin during a 10-year, 6-hour storm. Temporary Desiltation Basin Capacity per DS-3 Desiltation basin sizes were also checked per the capacity table in the City of Carlsbad Standard Drawing DS-3. All of the basins' capacity is significantly greater than that required by DS-3. Sediment Storage Volume Required The amount of sediment that the temporary desilting basins are designed to store is the amount generated by 5 years worth of 2-year, 24-hour storm events. The two-year storm event was used per City standards (Chapter 7-Grading and Erosion Control Standards). The universal soil loss equation was used to estimate sediment volumes entering the desilting basins (Chapter 5, Erosion & Sediment Control handbook). A=RxKxLSxCxP A= soil loss, tons/(acre)(year) R= rainfall erosion index, 100 ft. tons/acre x in/hr K= soil erodibility factor, tons/acre per unit of R LS= slope length and steepness factor, dimensionless P= erosion control practice factor, dimensionless Rainfall Erosion Index. R For a Type I Storm: R=16.55 p^ ^ = 16.55*(1.3)" = 29.48 P=1.3" (2-year, 6-hour storm event per Erosion and Sediment Control Handbook) 2 g:\101307\hydrology\b map hydVZnd submittalVrc tempdesiltbasincalcs.doc Soil Erosion Factor K The existing soil was approximately 63.2% sand, 23.0% clay, 13.0% silt and 5.8% gravel. K is approximately 0.15. Slope Length and Steepness Factor LS See attached Table 5.5 taken from Erosion and Sediment Control Handbook for LS equation used. Cover Factor C Mass Graded Pad: C=1.0 Erosion Control Practice Factor P Pads will be compacted and smooth (P = 1.3) Dewatering Orifice Sizing Calculations The dewatering holes on the standpipes for each basin are designed to allow sediment to settle for 40 hours before outletting through the standpipe. The following equation was used to size the dewatering holes. Ao= As (2h)^ / 3600*T*Cd*(g)^ Ao= Surface area of orifice (sf) As= Basin area (sf) h= Head of water (ft) T= Time (hrs) Cd= 0.6 (sharp edged orifice) g= Acceleration of gravity= 32.2 ft/s^ Standpipe Riser Sizing Calculations The standpipe risers are sized to allow the 1 OO-year storm event to outlet from the basin without completely filling it. The following equation was used to size the standpipe risers: Q = CscwLH^^' Where: Cscw = 3.27+ 0.4 %w L= Circumference of Standpipe H= Head above Standpipe Hw= Height of Standpipe 3 g:\101307\hydrology\b map hyd\2nd submittal\rc tempdesiltbasincalcs.doc JN 101307-5 Page 1 of 3 Temporary Desilting Basin Calculations Desilting Basin Sizinq 10-Year Storm Event P6= 1.7 in. AS=(1.2Qavg)/VS Capacitv Req'd Basin Area (ac.) C Lwj (in/hr) Q (cfs) Vs (ft/s) As req'd (sf) Width Lenqth As used per DS-3 (cf) PA 2* 1.87 0.35 0.28 0.18 0.00024 916 18 90 1620 1,767 PA 7 4.24 0.35 0.28 0.42 0.00024 2,078 55 60 3300 1,545 PA8-A 3.93 0.35 0.28 0.39 0.00024 1,926 55 55 3025 1,432 PA8-B 5.13 0.35 0.28 0.50 0.00024 2,514 55 70 3850 1,870 PA8-C 5.78 0.35 0.28 0.57 0.00024 2,832 55 80 4400 2,107 PA11 13.01 0.35 0.28 1.27 0.00024 6,375 65 145 9425 4,742 * Due to the space constraints on PA-2 a trapadiodal shaped basin with an As = 1620 SF was used in lue ofthe dimensions shown in this table. Sediment Storaqe Volume Required 2-Year, 24-Hour Storm Event, 5 Years of Sediment 2-Year Storm Runoff Volume Required Basin Soil Loss (cv/vr) Soil Storaqe Depth (ft) Basin Qa (in) Area (ac.) Volume (cf) Storaqe Depth (ft) PA 2 79.70 0.27 PA 2 0.70 1.87 4,752 2.9 PA 7 57.17 0.09 PA 7 0.70 4.24 10,774 3.3 PA8-A 52.99 0.09 PA8-A 0.70 3.93 9,986 3.3 PA8-B 62.39 0.09 PA8-B 0.70 5.13 13,035 3.4 PA8-C 70.30 0.09 PA8-C 0.70 5.78 14,687 3.3 PA11 175.42 0.10 PA11 0.70 13.01 33,058 3.5 P6=1.3 in (2-Year Storm) Qa=(P6-0.2S)^/(P6+0.8S) S=(1000/CN)-10 CN=94 (2003 San Diego County Hydrology Manual, Table 4-2) G:\101307\Hydrology\B Map Hyd\2nd Submittal\RC TempDesiltBasins.xls Dewaterinq Orifice Sizinq Calculations JN 101307-5 Page 2 of 3 Basin As (sf) H(ft) T(hr) Cd G (ft/s^) Ao (sf) Ao (in^) PA 2 1620 2.9 40 0.6 32.2 0.008 1.15 Use 3-0.75" dia. holes PA 7 3300 3.3 40 0.6 32.2 0.017 2.48 Use 3-1.25" dia. holes PA8-A 3025 3.3 40 0.6 32.2 0.016 2.28 Use 3-1.0" dia. holes PA8-B 3850 3.4 40 0.6 32.2 0.020 2.94 Use 3-1.25" dia. holes PA8-C 4400 3.3 40 0.6 32.2 0.023 3.34 Use 3-1.25" dia. holes PA11 9425 3.5 40 0.6 32.2 0.051 7.33 Use 3- 2.0" dia. holes Standpipe Riser Sizing Calculations Basin Qmn Cd G (ft/s^) H Ao (sf) PA 2 5.39 0.6 32.2 0.5 1.583 Use 24" CMP Riser PA 7 10.04 0.6 32.2 0.5 2.949 Use 24" CMP Riser PA8-A 9.08 0.6 32.2 0.5 2.667 Use 24" CMP Riser PA8-B 10.46 0.6 32.2 0.5 3.072 Use 24" CMP Riser PA8-C 11.84 0.6 32.2 0.5 3.478 Use 30" CMP Riser PA11 25.61 0.6 32.2 0.5 7.522 Use 42" CMP Riser G:\101307\Hydrology\B Map Hyd\2nd Submittal\RC TempDesiltBasins.xls JN 101307-5 Page 3 of 3 Soil Loss Calculations (Mass Graded Condition) BASIN ONSITE AREA (ACRES) R K C P AVG. LENGTH* (FEET) UPSTREAM ELEVATION DOWN- STREAM ELEVATION SLOPE STEEPNES S LS EST. SOIL LOSS SOIL (TONSA'R) SOIL LOSS (CFA'EAR) PA 2 1.87 29.48 0.15 1 1.3 50 62.5 60.0 5.00 0.41 2.34 4.38 79.70 PA 7 4.24 29.48 0.15 1 1.3 100 118.0 117.0 1.00 0.13 0.74 3.14 57.17 PA8-A 3.93 29.48 0.15 1 1.3 100 132.0 131.0 1.00 0.13 0.74 2.91 52.99 PA8-B L 5.13 29.48 0.15 1 1.3 100 132.8 132.0 0.80 0.12 0.67 3.43 62.39 PA8-C 5.78 29.48 0.15 1 1.3 100 132.8 132.0 0.80 0.12 0.67 3.87 70.30 PA11 13.01 29.48 0.15 1.3 100 106.0 105.0 1.00 0.13 0.74 9.65 175.42 *Length between fiber rolls. G:\101307\Hydrology\B Map Hyd\2nd Submittal\RC TempDesiltBasins.xls LENGTH PER PUN ^1 .STANDPIPE-18"0 PIPE.MINIMUM WITH NO PERFORATIONS #6 REBAR.SPACED 6"0.C. AROUND RISER CIRCUMFERENCE 4' RED PAINT STRIPE ALL AROUND RISER STEEL PLATE 3/8"x 12"x '3 + PIPE O.D. PLAN VIEW NTS .SLOPE FACES SHALL BE HYDROSEEDED ~ SIMILAR TO . SDRS D-70 . 2:1 OR aATTER IF SO SPECIFIED ON PLANS TYPICAL THROUGHOUT ,SEE SECTION 300-6 STD. SPECS. C\L560-C-3250 CONCRETE ANCHORS PER PUN COARSE _>SEE DETAIL A AGGREGRATE 2 SLOPE PER PLAN. 2% MINIMUM --7-5l /fl rr SECTION A-A NTS SIMILAR TO SDRS D-72 SDRS D-70 CHANNEL OR RIP RAP PER STD. D-40 3'+0.D. OF DRAIN PIPE DRAIN PIPE SECTION B-B SEE DETAIL B NTS DETAIL A NTS DETAIL B 1 1/2'x 2" A-36 STL ANGLE 4 LOCATIONS l/2"0 MB m/ NUT & WASHER NOTES: 1) DESILTATION BASINS BUILT ON LOTS ADJACENT TO DWELLINGS SHALL BE COMPLETELY UNED MTH 3" GUNITE. 2) ALL STEEL PIPE AND HARDWARE TO BE HOT DIP GALVANIZED AFTER BASIN CAPACITY TABLE ( IN CUBIC YARDS) TRACT AREA (ACRES) AVERAGE SLOPES TRACT AREA (ACRES) 2% 5% 8% 10% 12% 15% 10 270 350 370 400 450 500 15 400 420 460 600 675 750 20 540 700 740 800 900 1000 40 1080 1400 1480 1600 1800 2000 80 2160 2800 2960 3200 3600 4000 100 2700 3500 3700 4000 4500 5000 150 4000 4200 4600 6000 6750 7500 200 5400 7000 7400 8000 9000 10000 IREV. APPROVED UAIE CITY OF CARLSBAD TEMPORARY DESILTATION BASIN OUTLET AND CAPACITY TABLE TEMPORARY DESILTATION BASIN OUTLET AND CAPACITY TABLE aTY ENGINEER DATE 1 TEMPORARY DESILTATION BASIN OUTLET AND CAPACITY TABLE SUPPLEMENTAL RQ Q 1 STANDARD NO. LyO-O 1 U.S. SIEVE OPENING IN INCHES 1.5 1 1/2, U.S. SIEVE NUMBERS | glO ^416 20 30 40 SO go 100^40200 HYDROMETER 1 0.1 GRAIN SIZE IN MILLIMETERS 0.01 0.001 COBBLES GRAVEL fine SAND coarse medium fine SILT OR CLAY Sample Depth Classification LL PL Pl Cc Cu ® HB-5 25.0 CLJ^YEY SAND(SC) 36 15 21 ' 1 L- I Sample Depth D100 D60 D30 DIO %Gravel %Sand %Silt %Clay ® HB-5 25.0 9.423 0.266 0.037 0.8 63.2 13.0 23.0 GeoSoils, Inc. 5741 PalmerWay Carlsbad, CA 92008 Telephone: (760)438-3155 Fax: (760)931-0915 GRAIN SIZE DISTRIBUTION Project: MCMILLIN Number: 3098-AI-SC Date: January 2002 Plate D-28 P..- Estimating Soil Losg 5.15 0-7 ^0>;,i ^9 (Example 5-4) .«— ParcenI tand Fig. 5.6 Triangular nomograph for estimating K value. (6) See Table 5.3 for adjust- ments to K value under certain conditions. EXAMPLE 5.4 Given; A soil with the following particle size distribution. Component Size, mm Fraction, % Sand 2.0-0.1 30 Very fine sand 0.1-0.05 10 Silt 0.0S-0.0O2 20 Clay Less than 0.0O2 40 Find: Texture and K value. Solution: Entering Fig. 5.1 with -10 percent total sand and 20 percent silt, the texture is found to be on the border between clay and clay loam. Entering Fig. 5.6 with the same percents (see bold lines), the K value ia found to be 0.19. Table 5.3 describes adjustments to the K factor. Adjustment 1 is a correction for very 5.10 control practices than construction in areaa with o , value fo, R is needed, other referencea Tin on o, °V " » more precise R for individual storma and year, trom loc^V^lt ,^^^^ ^ . An "isoerodent" map. prepared bv WSJL • f consulted n Fig. 5.2. » used to find thTi vlTt Xr/^t^' .^'""^ ^'^^ approximately 104' west longitude). R Z u^J^^ f Mountains the me,. Contact local aoil conserva ioarnS^ .ffl^^^^^ P"'"'^ mation on value, in areaa covered hy^mZ w ? '"'or- •an irregular topography makea use i a JeSi^?'104th west merid- western st^tea. E is calculated by using raiS R"'?. "-practical For the g amraJI data. ResulU of investigations at Pin. 5.3 '.veatern L'nited nutnb.ition of storm type . , , -(l Statos. l-l) Tvoe ^.-oir m .U.^onu, Colorado. linho OS. U) Type II ,torms and Wyominjf s.12 # 0 0.S 2-5 3.0 3.5 P - 2-vsar, 8-hr rain, in 4.0 4.3 35 —H-50 75 100 ° " 2-veaf. 3-hr rain, mm Fig. 5.5 Relations between averaes inn.,,i . . California. (14) ""^'on mdex and 2-year, 6-hr rainfall in Tha diiferencea in penk intensity are reflecteri ;„ « • tions for the rainfall factor. Figure 5 sV^ll C- . of tha equa- ti.)n3. The equations, also shown on the Jrt^^f tha equa- are: °" "^"^^ each individual storm type R R R I6.55p^» 10.2p'* typo II type I < typa IA -vhere pis tha 2-year, 6-hr rainfallinincheW ffo- • •„• become: fl ^ 0.U21^pi^ typo II- fl 1 0 n 3 .nf^ !'"'"iT'-'"*' equations IA.) ' " '^•"^•^•'P . type t; fl . 0.aO82,Sp^^ t>p9 Tha fl v.'ihie is roumled to the nL> ir..-i- ,„i,.-i ^ distribution curves .Fiii. o.i) and "ha J r""t"- '""^ P.^rcd, it is evident hauL u oterVh« l'"*^'"' '"T"^''"'' higher the rainfail er, Jon nd ^'^^'^ "'"'''^^'y ''^^ typical storm, th. Estimating Soil Loss TABLE 5.8 C Values for SoU Loss Equation* Type of cover Nona Native vegeUtioa (undisturbed) Temporary seedings: 90% cover, annual grasses, no mulcli sZTf ""^^• * ^'^'"^^ 3eedt luccelsior mat, jutaf Straw mulchf 1.5 tons/acre (S.4 t/ha), tacked down 4 tons/acre (9.0 t/ha), taclced down 'Adapted fron Reft, n, 15, „„i 20 t?oralopa« up to 2:1. 5.23 C factor Soil loas reduction, % 1.0 0 0.01 99 0.1 90 0.5 SO 0.3 70 0.2 80 0.05 95 on^oTrl^^^" °' "^^'^ ^» well established before the plete grasa cover is not establish^Zil at u^t T P"-""**• » com- mination and early growth perii thrl^ fir "Tl^ 'he ger- protecUon. A C value of 0.5TSr;pp o^e av«^^^^^ ^""^^ ""^^"-^ tion initially and more thorough prSon whan?K* "P'^f«"Ie protec- On baro soiU mulch can providrir^mlnlT f established, forma better thsn temporaTserdlnirirsom^^^ per- ttve than wood fiber mulch^t redZ, losrabouTao "^"^^'^ ^ 't is applied at the rate of 3000 IbAcreTs 4 t5h,\ «hen bfc"^T.ittr ^^^'^ «^ i-^^'ont::;^:!. Sa^itr; ;tiSiS?^s^^^r£:r^ 0.3. Test results of various mulch ?;elrr; pl^^^^^^^^^^^^ 5.2f Erosion Control Practice Factor P The orosion control practice factor P is defined « th. r , »^iven surfnca oondition to soil loss with up and dol Wll f "'^'^ ^ reduce the velocity of runotT and the tendlnl 7 i^'*"^'"*" tJ'at ^ ope reduce the P factor, in a;icaitraTuse"of '^'"^^"^ i'lowmg and tillage practices fa con" u« L ^ • ^ " ""'^ '"^ '^''"'^^ roughcnin, of the soil .urface by trac lr tr^l ^'^e appUcations. P reflects the 'linking. '^'-'''J' by rou.h .rad/ng, raking, or -g!gg!g^and Sediment Control Han^h««^ TABLB 5.7 P Factors for ConstrucUon Site. (Adapted from Ref. 15) Surface condition Coinpacted and smooth P valus Trackwalked along contour* '"^ Trackwalked up and down slopef '"^ Punched straw ^-^ Rough, irregular cut ' Loose to 12-in (30-cm) depth " ' j 0.8 •Tread marki orieatad up and down ilop«. tTr.«l mark, oriantad paralM to contour., a. b. Wga 8.9 and 4ia P values appropriate for construction site. ar. listed in Table 5.7. " cepS:i^^""e;rr::oT^^ ingresembleup-and-do^jLttra^rrr^^^^^^^^ • Trackwalking up and down slope reduces P to 0 <» Tt,- j • Funched straw is assigned a P valua of n Q » • /• straw into thesoil roughens the slri^^^^^^^^^^ Slyref;;ro?c^^^^^^ - » ^epth of 1 f, a on a construction site because compactTon ^ I """^^'y occur slopes are constructed. '^"'"Pact.on. not loosening, is required when till Clearly, changing the surface condition Ar^o. * -j tion in soil loss; all the P values are S fo 1 0 How"""' surface is essential before seeding bacausa U t^lTZ"'' ment (see Chap. 6) and thus abo reduces thl c fn.!^ v P'""' ^^'ablish- length, and gradient have far more sig'fLant eiJecL on ^l' '"^^^^ ^'"^^^ provide greater opportunities to reduce so« loss """" '""^ 5.2jf Combined Effects of LS, C, and P Of the five factors in tha USLE, the R lA -.nA r , i. Although fl for a site is constaict and ^I^Tslnt ta t 11^^^'""'-- and gradient, covur, and, to a limited extent urfa-! Vr '^"'"^ TABLE 5.5 LS Values* (10) LS values for following slope lengths /, ft (m) •Calculated from LS / 65.41 X ''W + 10,1 4.56 X s 10,000 Vs^ + 10,000 -I- 0.065 LS — topographic factor ; - slope length, ft (m X 0.3048) « " slope steepness, m = exponent dependent upon slope steepness (0.2 for slopes < 1 %, 0.3 for slopes Ito 3%, 0.4 for slopes 3.5 to 4.5%, and 0.5 for slopes > 5%) Slope gradient 10 20 30 40 50 60 70 80 90 100 i .11 ratio s, % (3.0) (6.1) (9.1) (12.2) (15.2) (18.3) (21.3) (24.4) (27.4) (30.5) .3 0.5 0.06 0.07 0.07 0.08 0.08 0.09 0.09 0.09 0.09 0.10 'I 100:1 1 0.08 0.09 0.10 0.10 0.11 0.11 0.12 0.12 0.12 0.12 2 0.10 0.12 0.14 0.15 0.16 0.17 0.18 0.19 0.19 0.20 3 0.14 0.18 0.20 0.22 0.23 0.25 0.26 0.27 0.28 0.29 4 0.16 0.21 0.25 0.28 0.30 0.33 0.35 0.37 0.38 0.40 20:1 5 0.17 0.24 0.29 0.34 0.38 0.41 0.45 0.48 0.51 0.53 6" 0.21 0.30 0.37 0.43 0.48 0.52 0.56 0.60 0.64 0.67 1- 7 0.26 0.37 0.45 0.52 0.58 0.64 0.69 0.74 0.78 0.82 " 1214:1 8 0.31 0.44 0.54 0.63 0.70 0.77 0.83 0.89 0.94 0.99 9 0.37 0.52 0.64 0.74 0.83 0.91 0.98 1.05 1.11 1.17 10:1 10 0.43 0.61 0.75 0.87 0.97 1.06 1.15 1.22 1.30 1.37 V, 11 0.50 0.71 0.86 1.00 1.12 1.22 1.32 1.41 1.50 1.58 8:1 12.5 0.61 0.86 1.05 1.22 1.36 1.49 1.61 1.72 1.82 1.92 • 15 0.81 1.14 1.40 1.62 1.81 1.98 2.14 2.29 2.43 2.56 <l. 6:1 16.7 0.96 1.36 1.67 1.92 2.15 2.36 2.54 2.72 2.88 3.04 5:1 20 1.29 1.82 2.23 2.58 2.88 3.16 3.41 3.65 3.87 4.08 4J4:1 22 1.51 2.13 2.61 3.02 3.37 3.69 3.99 4.27 4.53 4.77 , • 4:1 25 1.86 2.63 3.23 3.73 4.16 4.56 4.93 5.27 5.59 5.89 30 2.51 3.56 4.36 5.03 5.62 6.16 6.65 7.11 7.54 7.95 3:1 33.3 2.98 4.22 5.17 5.96 6.67 7.30 7.89 8.43 8.95 9.43 35 3.23 4.57 5.60 6.46 7.23 7.92 8.55 9.14 9.70 10.22 1 2)4:1 40 4.00 5.66 6.93 8.00 8.95 9.80 10.59 11.32 12.00 12.65 45 4.81 6.80 8.33 9.61 10.75 11.77 12.72 13.60 14.42 15.20 } 2:1 50 5.64 7.97 9.76 11.27 12.60 13.81 14.91 15.94 16.91 17.82 >!-55 6.48 9.16 11.22 12.^6 14.48 15.87 17.14 18.32 19.43 20.48 ,1 57 6.82 9.64 11.80 13.63 15.24 16.69 18.03 19.28 20.45 21.55 '1 60 7.32 10.35 12.68 14.64 16.37 17.93 19.37 20.71 21.96 23.15 •'"•\ VAil 66.7 8.44 11.93 14.61 16.88 18.87 20.67' 22.32 23.87 25.31 26.68 ' f 70 8.98 12.70 15.55 17.96 20.08 21.99f 23.75 25.39 26.93 28.39 75 9.78 13.83 16.94 19.56 21.87 23.95 25.87 27.66 29.34 30.92 iy,:i 80 10.55 14.93 18.28 21.11 23.60 25.85 27.93 29.85 31.66 33.38 85 11.30 15.98 19.58 22.61 25.27 27.69 29.90 31.97 33.91 35.74 90 12.02 17.00 20.82 24.04 26.88 29.44 31.80 34.00 36.06 38.01 . / 95 12.71 17.97 22.01 25.41 28.41 31.12 33.62 35.94 38.12 40.18 1:1 100 13.36 18.89 23.14 26.72 29.87 32.72 35.34 37.78 40.08 42.24 values for following slope lengths /, ft (m) s,s s z z s 0.66 0.76 0.85 0.82 0.95 1.06 1.01 1.17 1.30 1.21 1.40 1.57 1.44 1.66 1.85 0.93 1.16 1.43 1.72 2.03 1.00 1.26 1.54 1.85 2.19 1.07 1.34 1.65 1.98 2.35 1.13 1.43 1.75 2.10 2.49 0.13 0.14 0.14 0.14 0.15 0.15 0.17 0.18 0.18 0.19 0.19 0.20 0.33 0.34 0.36 0.37 0.39 0.40 0.46 0.49 0.51 0.54 0.55 0.57 0.76 0.82 0.87 0.92 0.96 1.00 1.20 1.31 1.42 1.51 1.60 1.69 1.50 1.65 1.78 1.90 2.02 2.13 1.84 2.02 2.18 2.33 2.47 2.61 2.22 2.43 2.62 2.80 2.97 3.13 2.62 2.87 3.10 3.32 3.52 3.71 3.06 3.35 3.62 3.87 4.11 4.33 3.53 3.87 4.18 4.47 4.74 4.99 4.30 4.71 5.08 5.43 5.76 6.08 5.72 6.27 6.77 7.24 7.68 8.09 6.80 7.45 8.04 8.60 9.12 9.62 5.00 5.77 6.45 7.06 7.63 8.16 8.65 9 12 5.84 6.75 7.54 8.26 8.92 9.54" 10.12 10 67 7.21 8.33 9.31 10.20 11.02 11.78 12 49 13 17 9.74 11.25 12.57 13.77 14.88 15.91 16.87 17 78 11.55 13.34 14.91 16.33 17.64 18.86 20.00 2109 9.99 10.79 11.54 11.68 12.62 13.49 14.43 15.58 16.66 19.48 21.04 22.49 23.10 24.95 26.67 12.24 12.90 14.31 15.08 17.67 18.63 23.86 25.15 28.29 29.82 12.52 14.46 16.16 17.70 19.12 20.44 21.68 22 86 15.50 17.89 20.01 21.91 23.67 25.30 26.84 28 29 18.62 21.50 24.03 26.33 28.44 30.40 32.24 33 99 21.83 25.21 28.18 30.87 33.34 35.65 37.81 39 85 25.09 28.97 32.39 35.48 38.32 40.97 43 45 45 80 25.04 27.04 28.91 30.67 32.32 30.99 33.48 35.79 37.96 40.01 37.23 40.22 42.99 45.60 48.07 43.66 47.16 50.41 53.47 56.36 50.18 54.20 57.94 61.45 64.78 26.40 30.48 34.08 37.33 40.32 43.10 45.72 48 19 28.35 32.74 36.60 40.10 43.31 46.30 49.11 51 77 32.68 37.74 42.19 46.22 49.92 53.37 56.60 59 66 34.77 40.15 44.89 49.17 53.11 56.78 60.23 63 48 .37.87 43.73 48.89 53.56 57.85 61.85 65.60 69 15 52.79 56.71 65.36 69.54 75.75 57.02 60.96 64.66 68.15 61.25 65.48 69.45 73.21 70.60 75.47 80.05 84.38 75.12 80.30 85.17 89.78 81.82 87.46 92.77 97.79 40.88 47.20 52.77 57.81 62.44 66.75 70 80 74 63 81 7fi sa qi ,^ , 43.78 50.55 56.51 61.91 66.87 71.48 75S 2.92 ^ .55 10^ 0^ 23 n3 03 46.55 53.76 60.10 65.84 71.11 76.02 80.63 84.99 93.11 100 57 07 51 114 0^ i ll on 49.21 56.82 63.53 69.59 75.17 80.36 85.23 89.84 98 42 06 30 113^ UnZ 6.20 5.21 SECTION 13 CivilCADD Operators Manual CIVILDESIGN(§) m HYDROLOGY/HYDRAULICS Operators Manual COPYRIGHT 1991- 1998 JOSEPH E. BONADIMAN AND ASSOCIATES, INC. ALL RIGHTS RESERVED *** REGISTERED TRADEMARKS *** CIVILDESIGN and CIVILCADD are Registered Trudemarks and are the exclusive properties of Joseph E. Bonadiman and Associates, Inc. ** DISCLAIMER ** Every reasonable effort has been made to assure that the results obtained from this CIVILDESIGN(S)/CIVILCADD® software are correct; however. Joseph E. Bonadiman and Associates. Inc. assumes no responsibility for any results or ai^ use made of the results obtained by using these programs. *** LIMITED WARRANTY *** Even though Joseph E. Bonadiian and Assodates, Inc. has tested the CIVILDESIGN® CIVILCADD® software and reviewed this document, Joseph E. Bonadiman and Associates, Inc. makes no warranty or representation, either exposed or fanplied, with respect to the CIVILDESICM(i/ClVILCADD<S> software, its quality, pwformance. merchantabiiity. or fitness for a particular purpose. In no event will Joseph E. Bonadiman and Associates, Inc. be liable for direct, indirect, special, incidental, or consequential damages resulting from the use, or misuse, of the CIVILDESIGN® software, or for any real or discemed defects in the software or its documentation. CIVILDESIGN® Manual Page 1 In particular, Joseph E. Bonadiman and Associates, and/or CivilDesign Corportation, shall have no liability for any programs, or data stored or used with, or any products thereof produced by the CIVILDESIGI^^^ software. The warranty and remedies set forth above are exclusive and in lieu of all others, oral or written, express or implied. No agent or representative of Joseph E. Bonadiman and As- sociates, Inc. is authorized to make any modification, extension, or addition to this warranty. *** DOCUMENTATION *** This document contains proprietary information which is protected by copyright. All rights are reserved. No part of this document may be reproduced or translated to another language with the prior written consent of Joseph E. Bonadiman and Associates, Inc. The information in this docimient is subject to change without notice. # Page 2 CMLDESIGN^^'^ Manual Overview Overview Hydrology/Hydraulics Menu These programs are used to design open and closed channel structures and to perform hydrology calcidations and analyses. Each program level is briefly described below, and in greater detail in subsequent sections of this manual. See Appendix A for iiutial diskette loading instructions, if you have not already loaded the programs onto your PC. Enter CIVILD to access the Hydrology/Hydraulics Menu shown below. # . . CiyitCADO/CIVILOESIGN Engineering. Software HrOROLOGY/HYDRAUt^ICS PKOGBAHS: The following prograaa are available: 1 - Rafibhal :Hydc:pl:ogy method programs. 2 - tirtit Hydrograph method programs. ' 3- Flood Hydrograph routing. ' 4 - Wateh Stirf&iiS Pressure Gradi ent (WSPG). 5- General Ifji^drlUIip^ (Irregular Channel, Trapezoidal; Vox, Pip^, IMer, Street, Street Inlet; Pump, Turbine): 6 - Single pipe flow, pressure/nonpressure. 7- Sanitary Sewer Network Design/Analysis. 8 - None, Exi t prograa. Enter prograa option desired > Menu item #1 is used to calculate storm run-off using the Rational Method. CIVILDESIGN Rational Method programs currently available include the Universal Method for use in any geographical area, and specific programs for use in San Bemardino, Riverside, San Diego, Kem (and City of Bakersfield), and Orange Counties, Califomia. Also available is the Los Angeles and Ventura Counties rational method storm run-off programs for areas of 100 acres or less, and the Los Angeles County Modified Rational (F0601) program. See Section 1 for more information. Menu item #2 is used to calculate storm run-off using the Unit-Hydrograph Method. C/F/ZD^S/GiVUnit-Hydrograph programs currently available include the Universal Method for use in any geographical area, and specific programs for use in San Bemardino, Riverside, Orange, Kem, Los Angeles, and San Diego Counties, Califomia. See Section 2 for more information. Menu item #3 is used to perform storm run-off routing calculations, and is designed to assist the engineer in designing or evaluating channels, retarding basins, flow-by basins, or comput- CIVILDESIGi^''^ Manual Page I • Hydrology/Hydraulics Menu ing and displaying the resultant hydrograph after routing it through a channel, or combining the resulting hydrograph with another hydrograph. For Southem Califomia users, this level also includes a routing program for Los Angeles County that models retarding basins using a FO601 Hydrograph file. See Section 3 for more information. Menu item #4 is used to access the Los Angeles County Water Surface Pressure Gradient programs. The original main frame programs are public domain programs from which these PC CIVILDESIGN veisions were developed. We have written input and edit routines that allow you to enter and edit data without having to consider the specific main frame card format column locations for each data element. A Help routine has also be added to assist you. See Section 4 for more information on the L.A. County WSPG Programs. Menu item #5 is used to calculate either the flow capacity or the amount of flow in Irregular-shaped, Trapezoidal, and Box channels, in Pipes, and through Weir stmctures. Program can also calculate flow rates for up to 10 channel stmctures in a system, in either pressure or non-pressure flow, through a range of up to 100 depth steps. Program also analyzes street flow, with or without street inlets, and analyzes Pump/Turbines. See Section 5 for more information. Menu item #6 is used to quickly evaluate a single pipe under pressure or nonpressure conditions using various types of conditions. See Section 6 for more information. Menu item #7 is used to design a new sanitary sewer system or to analyze flows in an existing system. In the design mode, the program calculates and tabulates the flow in each line and the total flow in the system, and calculates pipe sizes, slopes, and invert elevations. In the anaylis mode, it evaluates an existing system, determining pipe capacities (depth of flow) throughout the system. See Section 7 for more information. Overview of Hydrology Programs The present CIVILDESIGN hydrology program package consists of Rational and Unit Hydrol- ogy programs, the HECl single event hydrology program, and hydrauHc programs such as HEC2 for open channel flow and the L.A. County Water Surface Pressure Gradient (WSPG) program for any type of open channel or closed channel (pipe or box) flow. To augment the unit hydrograph programs, a flood hydrograph routing program is available for the design of retarding basins, flowby basins, channel routing, and combining hydrographs. Note: The Army Corps of Engineers HEC programs are not included in the above menu, since they must be stored in separate directories on your system; however, they are available from CIVILDESIGN, or free, from http://www.wrc-hec.usace.army.miL RATIONAL You will be required to enter a study or file name to start the program, and then the initial control data (such as rainfall data for the rational programs). The basic program options are to Build (or create) the file. Rim, Correct or Add data to the file. Building a file: When building or creating the file, the program gives immediate answers to ..^^ the operation accomplished, and then gives you the choice of rejecting or accepting the f^t^m results. If you accept the results, the program adds this data to the input file and retums you to the operation menu. At any time in this process you may return to the main menu by typing Page 2 CMLDESIGf^^ Manual Overview or to the previous screen display by typing [5] for back, or for top of screen. Correct a file: The Correct (or Edit) File option will first review the control data. It will then display a list of the operations used or entered in the input file. You may select one item fiom this list at a time and either correct the item, delete the item, or add a different operation above or below the number selected. If an operation is being corrected, the program will read the data entered and display these values (dim display) by the questions. If the value displayed is correct, press the RETURN [RTNI key to use it. If the value must be changed, enter the new value, then press RETURN (RTNI and the old value will be over-written. NOTE: The unit hydrology and the WSPG programs use different methods for editing data. In the unit hydrograph programs, you review the entire file starting from the beginning. At any point in the review you may retum to the main menu, and any parameters changed will also be changed in the input file. Add to a file: The Add option in the rational and routing programs scans to the end of the input data file to update the program with the results to that point. Then, you may proceed building the file with immediate answers to options shown on the screen as in the build mode. NOTE: There is no add option in the Unit Hydrology programs. The input file MUST BE COMPLETED to the end in order to run the program. Partially completed uiut hydrograph input files (user exit before completion), may be completed by using the Correct option. Run a file: The Run option in all programs will run the input data file and output the results either to the screen, to a user designated output file, or directiy to the default printer. When displaying the file to the screen, you must alternately use Ctrl-S to stop the display, or Ctrl-Q to start the display to review all of the results. When sending the results to the default printer, a STANDBY wiU appear on the screen while the program is writing a temporary output file. When creating an output file for later printing, some of the programs advise against using the SAME file name as the input file; other programs wiU name the file with the input file name and an ".OUT" extension. After creating the output file, you MUST EXIT to system level to view (VUE), print, or type the output file. Los Angeles/Ventura Counties Rational IVIethod The above OVERVIEW of HYDROLOGY PROGRAMS does not necessarily apply to the Los Angeles County and Ventura County Rational Method programs. Help files are included with these programs, which can be printed for permanent reference. See Section 1 for additional information. CIVILDESIGN^''^ Manual Page 3 Hydrology/Hydraulics Menu # (This page intentionally left blank) Page 4 CmLDESIGM''^ Manual Section 1 Section 1 Rational Hydrology Programs When [1] is entered from the Hydrology/Hydraulics Menu (see Overview), the CRT will display the menu shown below. CIVILCAOD/CIVUOESIGN Engineering Software RATIONAL HEtliilXHYbRdLOGt PROGRAMS The fol loiiiing programs are aVai table: i 1 - UrtlVisrssl (Intltides SI lihlt optfoni* 2 siSsaBernardirid Connty. 3 Riverside County:. tf Orange Conoty. 5 • San Diego Couaty (and City of San Oiego). 6- Clty'iof Chut^ Vista, Ssirpfego Coanty. 7 - U Couaty ( less than 100 ac. )i tm 8 - LA County Modif (ed Ratjohal Method (F0601).|:.: 9 - Ventura County (less than 100 ac.'')s ' 10 - Kern Coimty (and City of Bakersfield). 11 • None, Exit prograa.- s-r.^ Enter progran opt tort desi red > m Select number, then enter the menu number that corresponds to your requirement. Data Required: Generally, all rational programs require rainfall, soil type, type of development, and topo- graphic data for the area imder study. RAINFALL: This data is included in the Orange and Riverside Coimty programs; however, all of the other rational method programs require you to enter this data from rainfall maps for your specific area. The Universal Rational program allows two methods of entering rainfall data. You can enter rain-intensity data pairs starting fiom 5 minutes, up to approximately 180 minutes (or the mEiximum time of concentration used); or you can enter the rainfall and year (2 pairs required if the study year is not the same as the rainfati year), and a log slope of the rainfall intensity-time line relationship. SOIL DATA: You will enter a type of development, i.e., 1/4 acre lots, along with the soil type (A, B, C, or D; where A = sand and D = clay). The programs will compute a rainfall soil loss rate(in/hr). Most of the rational programs also allow you to manually enter the soil data with various options. The program then computes the soil loss rate. CIVILDESIGN^^^ Manual Page 3 Rational Hydrology Programs TOPOGRAPHIC DATA: You should obtain a topographic map of the study area and delineate the tributary drainage subareas. Determine the area in acres of each of these subareas, starting at the top of each stream, with an initial area not larger than 10 Acres or longer than 1000 feet of stream flow. The elevations of the top and bottom of each subarea and stream points should be marked, along with where the streams confluence (join each other). Program Operations: Upon accessing the selected Rational Hydrology program, the CRT will display the Main Mentc shown on the next page (Note: some programs differ slightiy from this display). Rational Hydrology Program OptionS:i 1 - Creates net^stud/ ffle - 2 ' Run f He^ detailed report 3 - Rurt f lie, fornt report (132 characters^ klde) ' 4 - Change file entries ' - 5-Add to study file ' 6 - Print listing of study ffle entries (no results) 7 - Kone the above, exit pragram Enter program optfon desired " v • When any of tiie above items are selected, you wiU be asked for the study NAME (up to 6 characters). Each of the above items is described below. Create a New Study File You will be asked to enter the control data, i.e., the rainfall data, and other general criteria, parameters, and options that you want the program to use. Note: The Riverside and Orange County programs have the rainfall data built into the program. Note: If your study involves streets and storm drains, you should use the storm event year that your approving agency requires for maintaining street flow within top-of-curb (normally a 10 year storm). By doing this, you can properly design the storm drain and street inlet sizes to carry the flow within top-of-curb and then check the designed system for maximum flow rate conditions (100 year storm). After the control data is entered, the CRT will display: Page 2 CIVILDESIGN^''^ Manual Section 1 1 - INITIAL subarea input, top of stream - , 2 • STREET flout thru 8(i>area, includes subarea runoff - ^ 3 - AOOIf lOfJ of runoff from subarea to stream 4 - STREET INLET + parallel street & pipe flowarea 5 - PIPEFLOW travel time (program estimated pipesize) ** 6 - PIPEFLOW travel time (user specif fed pipesize> , ' 7 - IMPROVED ctiannel travel time (open or box) **' . . i 8 - IRREGULAR channel travel time ** , , 9 - USER specif fed entry of data at a point 10 - CONFLUENCE at downstream point in CURRENT stream ^ . >' 'It - CONFLUENCE of MAIN streams **NOTE! These options with do not include subarea runoff Enter the desired subarea option ' Note: Only items 1 and 9 will appear in the above menu when the current stream flow rate is zero. Initial Subarea Input, Top of Stream: You must start computations for a sbream with an INTITAL AREA or USER INPUT of DATA at a point. NormaUy, the INITIAL AREA option is used. However, if you are starting with a stream • that has a known flow rate into the stream area, the USER INPUT option would be used. The INITIAL AREA option calculates the time of concentration for the outlet of the initial area and the corresponding flow rate. In most cases the initial area should be less than 10 acres and have a flow distance that is less than 1000 feet long - Orange County is less. After the Initial Subarea data is entered, any of the above menu items 2 through 8 can be selected and used. Each is explained below. Street Flow: With this option, the assumption is that in a developed area the stream is allowed to flow down a street until the street is flowing full (up to the top of curb, or to the right-of-way line in 100 year storm events). You wiU be asked to enter the street cross-section for each reach of the street (see Typical Street Cross-sections examples, this section). The STREET FLOW option allows you to add the nmoff generated by the areas adjacent to the street. It also can be used to model a V-GUTTER street section which slopes towards the center of the street. After determining that the street is filled to the maximum desired depth, you would select one of the other menu items to install street inlets (catch basins) and storm drain pipe, or a channel. CIVILDESIGN^''^ Manual Pages Rational Hydrology Pfograma TYPICAL STREET CROSS SECTI RIGHT OF WAY GUTTER. GRADE BR GUTTER FLOU AREA, N - SLOPE .03 SLOPE .03 SLOPE - .oaa *LOPE .030 ^— GUTTER TO GRADE BREAK. N-.0t5 ^ CURB 6 INCH CURB a INCH CURB 4 INCH CURB I SLOPE -0.00.1 UIDTH OF CATCH BASIN | NOTE I WIDTH OF STREET D6PRE88I0N ttST BE GREATER THAN THE BUTTER WIDTH BUT LESS THAN DISTAICC FROn CURB TO GRADE BREAK ZERO GUTTER UIDTH. CONSTANT 6L0j»l 6 FT PARKING. SLOPE - .01 PARKING AREA DEPRESSION NORMAli STREET DEPRESSION FOR CURB IfLET DEPTH OF DEPRESSION UTERAL"7I7E -4 £ OF STREE I Page 4 CivilDESIGN/CivilCADD Manual Section 1 [IONS - HYDRAULICS BREAK STREET CENTER- CROWN GRADE BREAK TO CROUN FLOU AREA. N - .OIB- ' GUTTER NOT DEFINED OF.OSFROn CURB TO CROUN SLOPE BREAK TO CROUN - .OtB NEGATIVE SLOPE-.0,. FOR V-GUTTER REET CROSS SECTION BEFORE DEPRESSION (SOLID LINE! - -/ 36 INCH \ lj ruiN DRAIN I / TYPICAL STREET PARKING OR V-GUTTER STREET WITH INLET NOT TO SCALE FOR USE IN RATIONAL ' HYDROLOGY PROGRAMS CivilDESIGN/CivilCADD Manual Pa Of S Rational Hydrology Programs Addition of Runoff: The ADDITTON of RIINOFF option uses the current stream time of concentration for calculat- ing rainfall intensity. The added input area and development type is then used to calculate the amount of rtmoff or added flow from a subarea. This option can be used after using eitiier tiie PIPEFLOW, IMPROVED or IRREGULAR CHANNEL flow options to determine tiie time of concentration for the area flow being added. Street Inlet + Parallel Pipe + Area: The STREET INLET + PARALLEL PIPE + AREA option is similiar to the STREET flOW option, except it assumes that a street inlet is to be installed at the top of this street segment or reach. This option uses the under street pipe flow travel time to determine the time of concentration used for rainfall intensity calculations. The following should be considered when using the STREET INLET option: The longitudinal slope of the street for inlet calculations is determined from the elevations entered for the stations or point numbers. This slope determines the depth of flow in the street and through the area of the street inlet. The capacity of the street inlet may be entered either manually or by using the D.O.T. HEC-12 manual calculations included in the program for curb irdets only. The program compares the street inlet capacity, and the capacity of the drain pipe(s) under the street. It then uses the lesser of the above capacities for the flow entering the stieet inlet, and assumes the remaining flow, if any, is continued in the street segment below the street inlet. If the D.O.T HEC-12 curb inlet calculations option is used, the following should be noted. The program uses the street cross-section or cross slope data entered for normal street flow. However, you may modify this data by entering a Street Depression (see Typical Street Cross-sections examples, this section). The depression must be at least as wide as the gutter, but no wider than the distance from the curb to grade break. The depression depth is subtracted from the normal street gutter flow line adjacent to the curb, and added to the street cross section at the intersection of the width of the depression. The program then calculates the depth of flow through the depressed section and gutter to determine the curb inlet capacity. You wiU enter the length of the curb inlet. The program first calculates the length required for total flow interception, then calculates the efficiency or amount of flow intercepted using the length of the inlets that you entered. If the longitudinal slope of the stieet is less than one percent, the program considers this to be a sag location and calculates stieet inlet capacity using either the Weir or Orifice flow equations, considering the entered height and length of the curb opening. Curb irdets may be installed on both sides of the stteet if the normal stieet flow was entered to flow on both sides. e program will calculate the pipe size required to hemdle the stieet inlet flow rate, or you may manuaUy enter the pipe size. The slope of the pipe is normaUy the same as the stteet; Page 6 CIVILDESIGN^^^ Manual # • Section 1 however, you may override this value and enter a different pipe slope in percent. If a confluence point is reached when using this option, the program wiU continue the pipe flow(s) below the confluence point. Therefore, the option may be used immediately after a confluence point and the sum of the preceeding pipe flows wUl continue under the stteet. When designing a drainage system, the STREET INLET option provides a reaUstic method for design and evaluation of storm drain systems using stteets, stteet inlets, and storm drain pipes. You may design the system using 10 year storm data, installing stteet inlets and pipes at points where the stteet flow exceeds the top-of-curb. Then, you can evaluate the same system using a 100 year storm, at AMC III, holding the pipe sizes to those used with the 10 year storm. The program allows you to freeze the pipe sizes when revising the control data or changing to a 100 year storm. It wiU then evaluate each stteet inlet, and limit pipe flow to a maximum pressure flow rate of that using the elevation difference as the head loss. The remaining flow wiU be left in the stteet. The results wiU show whether the depth of stteet flow exceeds the right-of-way Umits. Pipe Flow Travel Time: The program calculates the size of pipes to the nearest 3 in. or 5 cm that wiU handle a nonpressure open channel flow using a D/d equal to 0.900. It wiU handle circular or eUiptical shaped pipes. If the User Input Size option is used, the program first evaluates the pipe as an open charmel. If the pipe is too smaU for nonpressure flow, it shifts to pressure flow calculations and and wiU calculate the aproximate hydrauUc grade line required at the pipe enttance for pressure flow. Critical depth is calculated for open channel nonpressure pipe flow. The pipe flow option calculates the time of concenttation from the velocity and distance of flow. Improved Channel Travel Time: The program calculates the depth of flow, velocity, and ttavel time through a ttapezoidal, rectangular or V-shaped chaimel. You may also specify a box charmel, and if the depth of flow exceeds the height of the chaimel the hydrauUc grade line is calculated for the enttance of the channel. The critical depth is calculated for non-pressure flow conditions. Travel time and a new time of concenttation is calculated. irregular Channel Travel Time: Irregular channel shapes (up to 3 flow lines) are entered using the X-Y grid coordinates of the channel cross section. The procedures for entering irregular cross-section data are described on page 3 of Section 5- TTie ttavel time and a new time of concenttation is calculated from average channel velocity and flow length. Confluencing: When reaching a point where two or more stteams join, the CONFLUENCE option must be used. Here, you enter the total number of stteams that are joining, and the individual number of the particular stteam (number the stteams starting at 1, in sequence up to a maximum of 5). UntU the confluence is complete, you must start each added stteam using either the OT7ZAL AREA or USER INPUT option and again route tiie added stteams as appropriate down to the confluence point. After the last stteam has been confluenced, you may continue routing CIVILDESIGN^''^ Manual Page 7 Rational Hydrology Programs the stteam down to the next confluence point and adding subarea flow as necessary along witii the routing process. When reaching tiie next confluence point, the sequence is started again. Note: The MAIN STREAM confluence option is normaUy not required. It should be used only when you reach a confluence point and any of the additional incoming streams contain confluences upstream. Additional incoming streams are defined as those that have not already been entered to the confluence point. If the MAIN STREAM confluence option is used, you must number the mainstteams in sequence, starting at 1 up to a maximum of 5. For additional explanation of Main Stream Confluencing, see Junctions paragraph in Chapter 6, Section 11. Completing Each Menu Item: As you build tiie data fUe, tiie results for each option selected are displayed in detaU on the CRT. After finishing the option and reviewing the results, you may: Accept the results, and the entered data wiU be stored in the data file. Change any, or aU of, the data before it is stored. Select and use another option. After aU desired menu items have been mn, you can complete tiie fUe by entering [RI or pressing the lESGI key to retum to the main menu. Reports There are three report options as show on the main menu. Item 2 on the main menu provides a detaUed report tiiat contains the same data as appeared when buUding tiie file. This report may either be sent to a printer, or to an output fUe for later viewing or printing. Item 3 on the menu provides a summary form report which requires a printer width of 132 characters. This report may also be saved as a file or sent to the printer. Item 6 on tiie menu provides only a listing of the conttol data and options that were entered into tiie data fUe. Calculations are not included. This report is useful when editing the file. Revising the Study Data File You may make changes to, insert options, or delete options that were used in the program. When Menu Item #4 is selected from tiie main menu, tiie control data will be displayed and should be revised, if necessary. Then a Usting of the options used wUl be displayed by Une /J^^umber. You can revise an option by entering its Une number, add an option above or below l^the entered option lme number, or delete the option. If you are revising an option, tiie ^^Se 8 CIVILDESIGN^''^ Manual Section 1 • previously entered data is displayed in reduced intensity, and if the data is O.K., just press [RTNI If a change is required, enter the new data and the old information wUl be replaced. Add to Study Data File When this menu item is selected, the program wiU first run calculations for the existing data up to the last option entered, displaying the results on the CRT. This is necessary to update the previously entered data. Then the program shifts to the standard Build File mode, and you can then add new data. When the last new option has been entered, enter ® or press the lESGI key to retum to the main menu. Special Notes: DetaUed rational program output files require normed SO-character width paper. The summary form printouts require 132-character width paper (15" wide, OR COMPRESSED FONT). CIVILDESIGN^^ Manual Page 9 Rational Hydrology Programs (This page intentionaUy left blank) ^^^^ CIVILDESIGN''^ Manual