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Home My WebLink AboutCT 15-08; CARLSBAD RANCH PLANNING AREA 5 (MARBRISA HOTEL 6); ADDENDUM TO HYDROLOGY STUDY FOR CARLSBAD RANCH PA 5 MARBRISA PHASE 3 HOTEL 6; 2024-06-28ADDENDUM TO HYDROLOGY STUDY FOR CARLSBAD RANCH PA 5- MARBRISA PHASE III HOTEL 6, DATED OCTOBER 29, 2015 PREPARED FOR: GRAND PACIFIC CARLSBAD, L.P. 5900 PASTEUR COURT, SUITE 200 CARLSBAD, CA 92008 (760) 431-8500 PREPARED BY: EXCEL ENGINEERING 440 STATE PLACE ESCONDIDO, CA 92029 (760)745-8118 ENGINEER OF WORK: ROBERT D. DENTINO RCE 45629 DATE: January 15, 2024 REVISED: June 26, 2024 ADDENDUM A This report is an addendum to the Hydrology Study for Carlsbad Ranch PA 5- Marbrisa Phase III Hotel 6 and Timeshare Villa, dated October 29, 2015, prepared by Excel Engineering (herein referred to as the “Marbrisa Phase III Study”). The Marbrisa Phase III Study analyzed phase III of the Carlsbad Ranch, Planning Area 5 project which includes a combination of parking areas, time share villas, swimming pools, landscaping, and hotel buildings with associated site utility improvements including new storm drains, water and sewer main extensions, and dry utility runs and/or extensions. The included addendum has been put forth to show that the new proposed design for Hotel 6 remains compliant to the original Hydrology Study. Overall, the hydrologic area has decreased from the initial design. Instead of expanding the Sheraton hotel and eliminating the originally proposed tennis court, a smaller Hotel 6 building footprint and walkways are all that is now proposed. Thus, the overall impervious surface has greatly decreased. The hydrologic area went from 0.594 acres to 0.390 acres. The post-development Q100 of the original study at node 311 was Qpost=1.838 CFS. The new post-development Q100 at node 311 is Qpost=1.791 CFS. With a smaller flow entering the storm drain system at node 311, we can conclude that there is no negative impact to hydrology given this new design. Note: Node 311 is the common point where flows from the hydrologic area of interest joins the main storm drain line. An analysis of both the pre- and post-development conditions was conducted to ensure appropriate and relevant data was used for site comparisons. The new post-development Q100 was compared to that of the original post-development Q100 in the Marbrisa Phase III Study indicating a decrease in Q100 as described above, resulting in a more conservative condition. Please see attached exhibits for further details. The approach described above was also used to check for any adverse impact on the IMP-3 hydrologic basin area. The approved calculations are provided in Exhibit E of this addendum. New calculations are provided in Exhibit F. The results show that the original Q100 at Node 324 was 14.434 CFS. The new Q100 at the equivalent Node 107 was 12.104 CFS. Calculations for capacity of IMP-3 basin inlet at 50% clogging are provided in Exhibit G. Exhibits *Note: Pre-Development Hydrologic Maps (From Phases 1 & 2) and associated Civil-D calculations were included in original Marbrisa Phase III Study as attachments C and D. Exhibit A Vicinity Map Exhibit B Post-Development Hydrologic Map, Marbrisa Phase III Study Post-Development Hydrologic Map, Addendum A Exhibit C Approved Civil-D Post-Development Hydrology Calculations, Marbrisa Phase III Study (IMP-8) Exhibit D Civil-D Post-Development Hydrology Calculations, Addendum A (IMP-8) Exhibit E Approved Civil-D Post-Development Hydrology Calculations, Marbrisa Phase III Study (IMP-3) Exhibit F Civil-D Post-Development Hydrology Calculations, Addendum A (IMP-3) Exhibit G IMP-3 Basin Inlet Capacity Calculations Exhibit H Original approved Hydrology Study for Carlsbad Ranch PA 5- Marbrisa Phase III Hotel 6 and Timeshare Villa, dated October 29, 2015, prepared by Excel Engineering EXHIBIT A Vicinity Map VICI NIT Y CITY OF OCEANSIDE PACIFIC OCEAN CITY OF MA P NOT TO SCALE OF MARCOS EXHIBIT B Figure 1: Post-Development Hydrologic Map, Marbrisa Phase III Study Figure 2: Post-Development Hydrologic Map, Current Design Changes &/'hZϭ͗WK^dͲs>KWDEd,zZK>K'/DW͕DZZ/^W,^///^dhz WWZKs 5 G A L 5 G A L 5 G A L PR T - - - - 2 2 2 3 22 ENGINEERING EXCEL sR 15 JANUARY 2024:etaD dnarSLRAGC rP ciPacifC,DAB troseROFILA 24-002:rebmuNtcejo AIN C a r l s b a d R a n c h,P l a n n i n g A r e a 5 M a r B r i s a Post-Development Hydrologic Tributary Areas Phase III PR T UP UP ADDENDUM A, 01/15/24 ADDENDUM A EXHIBIT C Civil-D Post-Development Hydrology Calculations, Marbrisa Phase III Study Nodes 325, 326, 312, 311 WWZKs 100 YR POST-DEVELOPMENT CALC (Outfall A) 4-28-15 Page 12 of 31 Upstream point/station elevation = 221.980(Ft.) Downstream point/station elevation = 221.800(Ft.) Pipe length = 50.00(Ft.) Slope = 0.0036 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 1.864(CFS) Nearest computed pipe diameter = 12.00(In.) Calculated individual pipe flow = 1.864(CFS) Normal flow depth in pipe = 8.67(In.) Flow top width inside pipe = 10.74(In.) Critical Depth = 6.98(In.) Pipe flow velocity = 3.07(Ft/s) Travel time through pipe = 0.27 min. Time of concentration (TC) = 7.98 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 310.000 to Point/Station 310.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ Rainfall intensity (I) = 5.066(In/Hr) for a 100.0 year storm User specified 'C' value of 0.630 given for subarea Time of concentration = 7.98 min. Rainfall intensity = 5.066(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.630 CA = 0.729 Subarea runoff = 1.829(CFS) for 0.586(Ac.) Total runoff = 3.693(CFS) Total area = 1.157(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 310.000 to Point/Station 311.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 218.800(Ft.) Downstream point/station elevation = 213.040(Ft.) Pipe length = 228.00(Ft.) Slope = 0.0253 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 3.693(CFS) Nearest computed pipe diameter = 12.00(In.) Calculated individual pipe flow = 3.693(CFS) Normal flow depth in pipe = 7.07(In.) Flow top width inside pipe = 11.81(In.) Critical Depth = 9.83(In.) Pipe flow velocity = 7.68(Ft/s) Travel time through pipe = 0.49 min. Time of concentration (TC) = 8.48 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 311.000 to Point/Station 311.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 3 in normal stream number 1 Stream flow area = 1.157(Ac.) Runoff from this stream = 3.693(CFS) Time of concentration = 8.48 min. Rainfall intensity = 4.874(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 325.000 to Point/Station 326.000 **** 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 ] (14.5 DU/A or Less ) Impervious value, Ai = 0.500 Sub-Area C Value = 0.630 WWZKs Process from Point/Station 325.000 to Point/Station 326.000 100 YR POST-DEVELOPMENT CALC (Outfall A) 4-28-15 Page 13 of 31 Initial subarea total flow distance = 113.000(Ft.) Highest elevation = 224.000(Ft.) Lowest elevation = 223.000(Ft.) Elevation difference = 1.000(Ft.) Slope = 0.885 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 65.00 (Ft) for the top area slope value of 0.89 %, in a development type of 14.5 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 7.10 minutes TC = [1.8*(1.1-C)*distance(Ft.)^.5)/(% slope^(1/3)] TC = [1.8*(1.1-0.6300)*( 65.000^.5)/( 0.885^(1/3)]= 7.10 The initial area total distance of 113.00 (Ft.) entered leaves a remaining distance of 48.00 (Ft.) Using Figure 3-4, the travel time for this distance is 0.95 minutes for a distance of 48.00 (Ft.) and a slope of 0.89 % 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) = 0.950 Minutes Tt=[(11.9*0.0091^3)/( 0.42)]^.385= 0.95 Total initial area Ti = 7.10 minutes from Figure 3-3 formula plus 0.95 minutes from the Figure 3-4 formula = 8.05 minutes Rainfall intensity (I) = 5.037(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.630 Subarea runoff = 0.568(CFS) Total initial stream area = 0.179(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 326.000 to Point/Station 312.000 **** IMPROVED CHANNEL TRAVEL TIME **** ______________________________________________________________________ Covered channel Upstream point elevation = 223.000(Ft.) Downstream point elevation = 222.000(Ft.) Channel length thru subarea = 72.000(Ft.) Channel base width = 0.500(Ft.) Slope or 'Z' of left channel bank = 0.000 Slope or 'Z' of right channel bank = 0.000 Estimated mean flow rate at midpoint of channel = 1.226(CFS) Manning's 'N' = 0.015 Maximum depth of channel = 1.000(Ft.) Flow(q) thru subarea = 1.226(CFS) Depth of flow = 0.656(Ft.), Average velocity = 3.737(Ft/s) Channel flow top width = 0.500(Ft.) Flow Velocity = 3.74(Ft/s) Travel time = 0.32 min. Time of concentration = 8.37 min. Critical depth = 0.570(Ft.) Adding area flow to channel Rainfall intensity (I) = 4.912(In/Hr) for a 100.0 year storm User specified 'C' value of 0.630 given for subarea Rainfall intensity = 4.912(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.630 CA = 0.374 Subarea runoff = 1.270(CFS) for 0.415(Ac.) Total runoff = 1.838(CFS) Total area = 0.594(Ac.) Depth of flow = 0.930(Ft.), Average velocity = 3.954(Ft/s) Critical depth = 0.750(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 312.000 to Point/Station 311.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 219.000(Ft.) Downstream point/station elevation = 213.040(Ft.) Pipe length = 74.00(Ft.) Slope = 0.0805 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 1.838(CFS) WWZKs Process from Point/Station 326.000 to Point/Station 312.000 Process from Point/Station 312.000 to Point/Station 311.000 4- Initial subarea total flow distance = 113.000(Ft.) Channel length thru subarea = 72.000(Ft.) Pipe length = 74.00(Ft.) Subarea runoff = 0.568(CFS) Subarea runoff =1.270(CFS) Total runoff =1.838(CFS) Required pipe flow =1.838(CFS) 100 YR POST-DEVELOPMENT CALC (Outfall A) 4-28-15 Page 14 of 31 Nearest computed pipe diameter = 9.00(In.) Calculated individual pipe flow = 1.838(CFS) Normal flow depth in pipe = 3.91(In.) Flow top width inside pipe = 8.92(In.) Critical Depth = 7.44(In.) Pipe flow velocity = 9.98(Ft/s) Travel time through pipe = 0.12 min. Time of concentration (TC) = 8.50 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 311.000 to Point/Station 311.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 3 in normal stream number 2 Stream flow area = 0.594(Ac.) Runoff from this stream = 1.838(CFS) Time of concentration = 8.50 min. Rainfall intensity = 4.865(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 3.693 8.48 4.874 2 1.838 8.50 4.865 Qmax(1) = 1.000 * 1.000 * 3.693) + 1.000 * 0.997 * 1.838) + = 5.526 Qmax(2) = 0.998 * 1.000 * 3.693) + 1.000 * 1.000 * 1.838) + = 5.525 Total of 2 streams to confluence: Flow rates before confluence point: 3.693 1.838 Maximum flow rates at confluence using above data: 5.526 5.525 Area of streams before confluence: 1.157 0.594 Results of confluence: Total flow rate = 5.526(CFS) Time of concentration = 8.476 min. Effective stream area after confluence = 1.751(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 311.000 to Point/Station 324.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 213.040(Ft.) Downstream point/station elevation = 190.000(Ft.) Pipe length = 495.00(Ft.) Slope = 0.0465 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 5.526(CFS) Nearest computed pipe diameter = 12.00(In.) Calculated individual pipe flow = 5.526(CFS) Normal flow depth in pipe = 7.54(In.) Flow top width inside pipe = 11.60(In.) Critical Depth = 11.28(In.) Pipe flow velocity = 10.65(Ft/s) Travel time through pipe = 0.77 min. Time of concentration (TC) = 9.25 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 324.000 to Point/Station 324.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ WWZKs Process from Point/Station 311.000 to Point/Station 311.000 Flow rates before confluence point: 3.693 1.838 Results of confluence: Total flow rate = 5.526(CFS) EXHIBIT D Civil-D Post-Development Hydrology Calculations, Addendum A - IMP-8 Calculations 1 2 San Diego County Rational Hydrology Program 3 4 CIVILCADD/CIVILDESIGN Engineering Software,(c)1991-2019 Version 9.1 5 6 Rational method hydrology program based on 7 San Diego County Flood Control Division 2003 hydrology manual 8 Rational Hydrology Study Date:01/15/24 9 ------------------------------------------------------------------------ 10 24002 POST 11 HOTEL 6 UPDATE 12 1-15-2024 13 14 ------------------------------------------------------------------------ 15 *********Hydrology Study Control Information ********** 16 17 ------------------------------------------------------------------------ 18 19 20 Program License Serial Number 6332 21 22 ------------------------------------------------------------------------ 23 Rational hydrology study storm event year is 100.0 24 English (in-lb)input data Units used 25 26 Map data precipitation entered: 27 6 hour,precipitation(inches) =2.600 28 24 hour precipitation(inches) =4.500 29 P6/P24 =57.8% 30 San Diego hydrology manual 'C'values used 31 32 33 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 34 Process from Point/Station 401.000 to Point/Station 402.000 35 ****INITIAL AREA EVALUATION **** 36 ______________________________________________________________________ 37 Decimal fraction soil group A =0.000 38 Decimal fraction soil group B =0.000 39 Decimal fraction soil group C =0.000 40 Decimal fraction soil group D =1.000 41 [MEDIUM DENSITY RESIDENTIAL ] 42 (7.3 DU/A or Less ) 43 Impervious value,Ai =0.400 44 Sub-Area C Value =0.570 45 Initial subarea total flow distance =74.300(Ft.) 46 Highest elevation =235.000(Ft.) 47 Lowest elevation =222.660(Ft.) 48 Elevation difference =12.340(Ft.)Slope =16.608 % 49 INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: 50 The maximum overland flow distance is 100.00 (Ft) 51 for the top area slope value of 16.61 %,in a development type of 52 7.3 DU/A or Less 53 In Accordance With Figure 3-3 54 Initial Area Time of Concentration =3.74 minutes 55 TC =[1.8*(1.1-C)*distance(Ft.)^.5)/(% slope^(1/3)] 56 TC =[1.8*(1.1-0.5700)*(100.000^.5)/(16.608^(1/3)]=3.74 57 Calculated TC of 3.739 minutes is less than 5 minutes, 58 resetting TC to 5.0 minutes for rainfall intensity calculations 59 Rainfall intensity (I) =6.850(In/Hr)for a 100.0 year storm 60 Effective runoff coefficient used for area (Q=KCIA)is C =0.570 61 Subarea runoff =0.430(CFS) 62 Total initial stream area =0.110(Ac.) 63 64 65 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 66 Process from Point/Station 402.000 to Point/Station 403.000 67 ****PIPEFLOW TRAVEL TIME (User specified size) **** 1 68 ______________________________________________________________________ 69 Upstream point/station elevation =222.660(Ft.) 70 Downstream point/station elevation =221.900(Ft.) 71 Pipe length =155.00(Ft.)Slope =0.0049 Manning's N =0.013 72 No.of pipes =1 Required pipe flow =0.430(CFS) 73 Given pipe size =6.00(In.) 74 NOTE:Normal flow is pressure flow in user selected pipe size. 75 The approximate hydraulic grade line above the pipe invert is 76 0.259(Ft.)at the headworks or inlet of the pipe(s) 77 Pipe friction loss =0.908(Ft.) 78 Minor friction loss =0.111(Ft.)K-factor =1.50 79 Pipe flow velocity =2.19(Ft/s) 80 Travel time through pipe =1.18 min. 81 Time of concentration (TC) =4.92 min. 82 83 84 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 85 Process from Point/Station 402.000 to Point/Station 403.000 86 ****SUBAREA FLOW ADDITION **** 87 ______________________________________________________________________ 88 Calculated TC of 4.920 minutes is less than 5 minutes, 89 resetting TC to 5.0 minutes for rainfall intensity calculations 90 Rainfall intensity (I) =6.850(In/Hr)for a 100.0 year storm 91 Decimal fraction soil group A =0.000 92 Decimal fraction soil group B =0.000 93 Decimal fraction soil group C =0.000 94 Decimal fraction soil group D =1.000 95 [HIGH DENSITY RESIDENTIAL ] 96 (24.0 DU/A or Less ) 97 Impervious value,Ai =0.650 98 Sub-Area C Value =0.710 99 Time of concentration =4.92 min. 100 Rainfall intensity =6.850(In/Hr)for a 100.0 year storm 101 Effective runoff coefficient used for total area 102 (Q=KCIA)is C =0.671 CA =0.262 103 Subarea runoff =1.362(CFS)for 0.280(Ac.) 104 Total runoff =1.791(CFS)Total area =0.390(Ac.) 105 106 107 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 108 Process from Point/Station 403.000 to Point/Station 311.000 109 ****PIPEFLOW TRAVEL TIME (User specified size) **** 110 ______________________________________________________________________ 111 Upstream point/station elevation =218.900(Ft.) 112 Downstream point/station elevation =213.040(Ft.) 113 Pipe length =117.00(Ft.)Slope =0.0501 Manning's N =0.013 114 No.of pipes =1 Required pipe flow =1.791(CFS) 115 Given pipe size =12.00(In.) 116 Calculated individual pipe flow =1.791(CFS) 117 Normal flow depth in pipe =3.87(In.) 118 Flow top width inside pipe =11.22(In.) 119 Critical Depth =6.83(In.) 120 Pipe flow velocity =8.19(Ft/s) 121 Travel time through pipe =0.24 min. 122 Time of concentration (TC) =5.16 min. 123 End of computations,total study area =0.390 (Ac.) 124 125 126 2 EXHIBIT E Civil-D Post-Development Hydrology Calculations, Marbrisa Phase III Study Nodes 313-323 WWZKs 100 YR POST-DEVELOPMENT CALC (Outfall A) 4-28-15 Page 5 of 31 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 313.000 to Point/Station 314.000 **** 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 ] (14.5 DU/A or Less ) Impervious value, Ai = 0.500 Sub-Area C Value = 0.630 Initial subarea total flow distance = 107.000(Ft.) Highest elevation = 240.000(Ft.) Lowest elevation = 222.000(Ft.) Elevation difference = 18.000(Ft.) Slope = 16.822 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 16.82 %, in a development type of 14.5 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 3.30 minutes TC = [1.8*(1.1-C)*distance(Ft.)^.5)/(% slope^(1/3)] TC = [1.8*(1.1-0.6300)*( 100.000^.5)/( 16.822^(1/3)]= 3.30 The initial area total distance of 107.00 (Ft.) entered leaves a remaining distance of 7.00 (Ft.) Using Figure 3-4, the travel time for this distance is 0.07 minutes for a distance of 7.00 (Ft.) and a slope of 16.82 % with an elevation difference of 1.18(Ft.) from the end of the top area Tt = [11.9*length(Mi)^3)/(elevation change(Ft.))]^.385 *60(min/hr) = 0.069 Minutes Tt=[(11.9*0.0013^3)/( 1.18)]^.385= 0.07 Total initial area Ti = 3.30 minutes from Figure 3-3 formula plus 0.07 minutes from the Figure 3-4 formula = 3.37 minutes Calculated TC of 3.371 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 6.850(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.630 Subarea runoff = 0.561(CFS) Total initial stream area = 0.130(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 314.000 to Point/Station 315.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** ______________________________________________________________________ Estimated mean flow rate at midpoint of channel = 2.050(CFS) Depth of flow = 0.205(Ft.), Average velocity = 2.512(Ft/s) ******* Irregular Channel Data *********** ----------------------------------------------------------------- Information entered for subchannel number 1 : Point number 'X' coordinate 'Y' coordinate 1 0.00 0.31 2 16.50 0.13 3 18.00 0.00 4 19.50 0.13 5 44.00 0.63 Manning's 'N' friction factor = 0.015 ----------------------------------------------------------------- Sub-Channel flow = 2.050(CFS) ' ' flow top width = 13.556(Ft.) ' ' velocity= 2.512(Ft/s) ' ' area = 0.816(Sq.Ft) ' ' Froude number = 1.804 Upstream point elevation = 222.000(Ft.) Downstream point elevation = 216.000(Ft.) Flow length = 220.000(Ft.) Travel time = 1.46 min. 100 YR POST-DEVELOPMENT CALC (Outfall A) 4-28-15 Page 6 of 31 Time of concentration = 4.83 min. Depth of flow = 0.205(Ft.) Average velocity = 2.512(Ft/s) Total irregular channel flow = 2.050(CFS) Irregular channel normal depth above invert elev. = 0.205(Ft.) Average velocity of channel(s) = 2.512(Ft/s) Adding area flow to channel Calculated TC of 4.831 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 6.850(In/Hr) for a 100.0 year storm User specified 'C' value of 0.630 given for subarea Rainfall intensity = 6.850(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.630 CA = 0.517 Subarea runoff = 2.978(CFS) for 0.690(Ac.) Total runoff = 3.539(CFS) Total area = 0.820(Ac.) Depth of flow = 0.233(Ft.), Average velocity = 2.820(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 315.000 to Point/Station 316.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 213.070(Ft.) Downstream point/station elevation = 208.970(Ft.) Pipe length = 132.00(Ft.) Slope = 0.0311 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 3.539(CFS) Nearest computed pipe diameter = 12.00(In.) Calculated individual pipe flow = 3.539(CFS) Normal flow depth in pipe = 6.45(In.) Flow top width inside pipe = 11.97(In.) Critical Depth = 9.64(In.) Pipe flow velocity = 8.23(Ft/s) Travel time through pipe = 0.27 min. Time of concentration (TC) = 5.10 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 316.000 to Point/Station 316.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ Rainfall intensity (I) = 6.765(In/Hr) for a 100.0 year storm User specified 'C' value of 0.630 given for subarea Time of concentration = 5.10 min. Rainfall intensity = 6.765(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.630 CA = 0.699 Subarea runoff = 1.192(CFS) for 0.290(Ac.) Total runoff = 4.731(CFS) Total area = 1.110(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 316.000 to Point/Station 321.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 208.970(Ft.) Downstream point/station elevation = 203.200(Ft.) Pipe length = 145.00(Ft.) Slope = 0.0398 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 4.731(CFS) Nearest computed pipe diameter = 12.00(In.) Calculated individual pipe flow = 4.731(CFS) Normal flow depth in pipe = 7.16(In.) Flow top width inside pipe = 11.77(In.) Critical Depth = 10.82(In.) Pipe flow velocity = 9.69(Ft/s) Travel time through pipe = 0.25 min. Time of concentration (TC) = 5.35 min. 100 YR POST-DEVELOPMENT CALC (Outfall A) 4-28-15 Page 7 of 31 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 321.000 to Point/Station 321.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 2 in normal stream number 1 Stream flow area = 1.110(Ac.) Runoff from this stream = 4.731(CFS) Time of concentration = 5.35 min. Rainfall intensity = 6.560(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 317.000 to Point/Station 318.000 **** 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 ] (14.5 DU/A or Less ) Impervious value, Ai = 0.500 Sub-Area C Value = 0.630 Initial subarea total flow distance = 99.000(Ft.) Highest elevation = 226.000(Ft.) Lowest elevation = 224.000(Ft.) Elevation difference = 2.000(Ft.) Slope = 2.020 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 80.00 (Ft) for the top area slope value of 2.02 %, in a development type of 14.5 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 5.99 minutes TC = [1.8*(1.1-C)*distance(Ft.)^.5)/(% slope^(1/3)] TC = [1.8*(1.1-0.6300)*( 80.000^.5)/( 2.020^(1/3)]= 5.99 The initial area total distance of 99.00 (Ft.) entered leaves a remaining distance of 19.00 (Ft.) Using Figure 3-4, the travel time for this distance is 0.34 minutes for a distance of 19.00 (Ft.) and a slope of 2.02 % with an elevation difference of 0.38(Ft.) from the end of the top area Tt = [11.9*length(Mi)^3)/(elevation change(Ft.))]^.385 *60(min/hr) = 0.339 Minutes Tt=[(11.9*0.0036^3)/( 0.38)]^.385= 0.34 Total initial area Ti = 5.99 minutes from Figure 3-3 formula plus 0.34 minutes from the Figure 3-4 formula = 6.32 minutes Rainfall intensity (I) = 5.887(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.630 Subarea runoff = 0.749(CFS) Total initial stream area = 0.202(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 318.000 to Point/Station 319.000 **** IMPROVED CHANNEL TRAVEL TIME **** ______________________________________________________________________ Covered channel Upstream point elevation = 224.000(Ft.) Downstream point elevation = 215.190(Ft.) Channel length thru subarea = 478.000(Ft.) Channel base width = 0.500(Ft.) Slope or 'Z' of left channel bank = 0.000 Slope or 'Z' of right channel bank = 0.000 Estimated mean flow rate at midpoint of channel = 2.648(CFS) Manning's 'N' = 0.015 Maximum depth of channel = 0.500(Ft.) Flow(q) thru subarea = 2.648(CFS) Pressure flow condition in covered channel: Wetted perimeter = 2.00(Ft.) Flow area = 0.25(Sq.Ft) Hydraulic grade line required at box inlet = 135.375(Ft.) 100 YR POST-DEVELOPMENT CALC (Outfall A) 4-28-15 Page 8 of 31 Friction loss = 141.573(Ft.) Minor Friction loss = 2.611(Ft.) K-Factor = 1.500 Flow Velocity = 10.59(Ft/s) Travel time = 0.75 min. Time of concentration = 7.08 min. Adding area flow to channel Rainfall intensity (I) = 5.475(In/Hr) for a 100.0 year storm User specified 'C' value of 0.630 given for subarea Rainfall intensity = 5.475(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.630 CA = 0.814 Subarea runoff = 3.707(CFS) for 1.090(Ac.) Total runoff = 4.457(CFS) Total area = 1.292(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 319.000 to Point/Station 320.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 215.190(Ft.) Downstream point/station elevation = 204.160(Ft.) Pipe length = 112.00(Ft.) Slope = 0.0985 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 4.457(CFS) Nearest computed pipe diameter = 9.00(In.) Calculated individual pipe flow = 4.457(CFS) Normal flow depth in pipe = 6.42(In.) Flow top width inside pipe = 8.14(In.) Critical depth could not be calculated. Pipe flow velocity = 13.21(Ft/s) Travel time through pipe = 0.14 min. Time of concentration (TC) = 7.22 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 320.000 to Point/Station 320.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ Rainfall intensity (I) = 5.406(In/Hr) for a 100.0 year storm User specified 'C' value of 0.630 given for subarea Time of concentration = 7.22 min. Rainfall intensity = 5.406(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.630 CA = 0.971 Subarea runoff = 0.795(CFS) for 0.250(Ac.) Total runoff = 5.252(CFS) Total area = 1.542(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 320.000 to Point/Station 321.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 204.160(Ft.) Downstream point/station elevation = 203.200(Ft.) Pipe length = 47.00(Ft.) Slope = 0.0204 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 5.252(CFS) Nearest computed pipe diameter = 15.00(In.) Calculated individual pipe flow = 5.252(CFS) Normal flow depth in pipe = 8.10(In.) Flow top width inside pipe = 14.95(In.) Critical Depth = 11.14(In.) Pipe flow velocity = 7.76(Ft/s) Travel time through pipe = 0.10 min. Time of concentration (TC) = 7.32 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 321.000 to Point/Station 321.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ 100 YR POST-DEVELOPMENT CALC (Outfall A) 4-28-15 Page 9 of 31 Along Main Stream number: 2 in normal stream number 2 Stream flow area = 1.542(Ac.) Runoff from this stream = 5.252(CFS) Time of concentration = 7.32 min. Rainfall intensity = 5.358(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 4.731 5.35 6.560 2 5.252 7.32 5.358 Qmax(1) = 1.000 * 1.000 * 4.731) + 1.000 * 0.731 * 5.252) + = 8.568 Qmax(2) = 0.817 * 1.000 * 4.731) + 1.000 * 1.000 * 5.252) + = 9.115 Total of 2 streams to confluence: Flow rates before confluence point: 4.731 5.252 Maximum flow rates at confluence using above data: 8.568 9.115 Area of streams before confluence: 1.110 1.542 Results of confluence: Total flow rate = 9.115(CFS) Time of concentration = 7.319 min. Effective stream area after confluence = 2.652(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 321.000 to Point/Station 322.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 203.200(Ft.) Downstream point/station elevation = 201.190(Ft.) Pipe length = 51.00(Ft.) Slope = 0.0394 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 9.115(CFS) Nearest computed pipe diameter = 15.00(In.) Calculated individual pipe flow = 9.115(CFS) Normal flow depth in pipe = 9.34(In.) Flow top width inside pipe = 14.54(In.) Critical Depth = 13.91(In.) Pipe flow velocity = 11.34(Ft/s) Travel time through pipe = 0.07 min. Time of concentration (TC) = 7.39 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 322.000 to Point/Station 322.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ Rainfall intensity (I) = 5.323(In/Hr) for a 100.0 year storm User specified 'C' value of 0.630 given for subarea Time of concentration = 7.39 min. Rainfall intensity = 5.323(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.630 CA = 2.452 Subarea runoff = 3.935(CFS) for 1.240(Ac.) Total runoff = 13.051(CFS) Total area = 3.892(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 322.000 to Point/Station 323.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** 100 YR POST-DEVELOPMENT CALC (Outfall A) 4-28-15 Page 10 of 31 ______________________________________________________________________ Upstream point/station elevation = 201.190(Ft.) Downstream point/station elevation = 199.500(Ft.) Pipe length = 27.00(Ft.) Slope = 0.0626 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 13.051(CFS) Nearest computed pipe diameter = 15.00(In.) Calculated individual pipe flow = 13.051(CFS) Normal flow depth in pipe = 10.22(In.) Flow top width inside pipe = 13.98(In.) Critical depth could not be calculated. Pipe flow velocity = 14.66(Ft/s) Travel time through pipe = 0.03 min. Time of concentration (TC) = 7.42 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 323.000 to Point/Station 323.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ Rainfall intensity (I) = 5.308(In/Hr) for a 100.0 year storm User specified 'C' value of 0.630 given for subarea Time of concentration = 7.42 min. Rainfall intensity = 5.308(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.630 CA = 2.719 Subarea runoff = 1.383(CFS) for 0.424(Ac.) Total runoff = 14.434(CFS) Total area = 4.316(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 323.000 to Point/Station 324.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 196.500(Ft.) Downstream point/station elevation = 190.000(Ft.) Pipe length = 41.00(Ft.) Slope = 0.1585 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 14.434(CFS) Nearest computed pipe diameter = 15.00(In.) Calculated individual pipe flow = 14.434(CFS) Normal flow depth in pipe = 8.04(In.) Flow top width inside pipe = 14.96(In.) Critical depth could not be calculated. Pipe flow velocity = 21.56(Ft/s) Travel time through pipe = 0.03 min. Time of concentration (TC) = 7.46 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 324.000 to Point/Station 324.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 4.316(Ac.) Runoff from this stream = 14.434(CFS) Time of concentration = 7.46 min. Rainfall intensity = 5.294(In/Hr) Program is now starting with Main Stream No. 3 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 307.000 to Point/Station 308.000 **** 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 ] EXHIBIT F Civil-D Post-Development Hydrology Calculations, Addendum A - IMP-3 Calculations 1 2 San Diego County Rational Hydrology Program 3 4 CIVILCADD/CIVILDESIGN Engineering Software,(c)1991-2019 Version 9.1 5 6 Rational method hydrology program based on 7 San Diego County Flood Control Division 2003 hydrology manual 8 Rational Hydrology Study Date:06/26/24 9 ------------------------------------------------------------------------ 10 24002 POST 11 HOTEL 6 UPDATE 12 IMP-3 13 100 YR 14 ------------------------------------------------------------------------ 15 *********Hydrology Study Control Information ********** 16 17 ------------------------------------------------------------------------ 18 19 20 Program License Serial Number 6332 21 22 ------------------------------------------------------------------------ 23 Rational hydrology study storm event year is 100.0 24 English (in-lb)input data Units used 25 26 Map data precipitation entered: 27 6 hour,precipitation(inches) =2.600 28 24 hour precipitation(inches) =4.500 29 P6/P24 =57.8% 30 San Diego hydrology manual 'C'values used 31 32 33 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 34 Process from Point/Station 101.000 to Point/Station 102.000 35 ****INITIAL AREA EVALUATION **** 36 ______________________________________________________________________ 37 Decimal fraction soil group A =0.000 38 Decimal fraction soil group B =0.000 39 Decimal fraction soil group C =0.000 40 Decimal fraction soil group D =1.000 41 [MEDIUM DENSITY RESIDENTIAL ] 42 (14.5 DU/A or Less ) 43 Impervious value,Ai =0.500 44 Sub-Area C Value =0.630 45 Initial subarea total flow distance =58.000(Ft.) 46 Highest elevation =242.000(Ft.) 47 Lowest elevation =224.900(Ft.) 48 Elevation difference =17.100(Ft.)Slope =29.483 % 49 Top of Initial Area Slope adjusted by User to 44.884 % 50 INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: 51 The maximum overland flow distance is 100.00 (Ft) 52 for the top area slope value of 44.88 %,in a development type of 53 14.5 DU/A or Less 54 In Accordance With Figure 3-3 55 Initial Area Time of Concentration =2.38 minutes 56 TC =[1.8*(1.1-C)*distance(Ft.)^.5)/(% slope^(1/3)] 57 TC =[1.8*(1.1-0.6300)*(100.000^.5)/(44.884^(1/3)]=2.38 58 Calculated TC of 2.381 minutes is less than 5 minutes, 59 resetting TC to 5.0 minutes for rainfall intensity calculations 60 Rainfall intensity (I) =6.850(In/Hr)for a 100.0 year storm 61 Effective runoff coefficient used for area (Q=KCIA)is C =0.630 62 Subarea runoff =0.190(CFS) 63 Total initial stream area =0.044(Ac.) 64 65 66 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 67 Process from Point/Station 102.000 to Point/Station 103.000 1 68 ****IRREGULAR CHANNEL FLOW TRAVEL TIME **** 69 ______________________________________________________________________ 70 Estimated mean flow rate at midpoint of channel =1.739(CFS) 71 Depth of flow =0.195(Ft.),Average velocity =2.546(Ft/s) 72 *******Irregular Channel Data *********** 73 ----------------------------------------------------------------- 74 Information entered for subchannel number 1 : 75 Point number 'X'coordinate 'Y'coordinate 76 1 0.00 0.31 77 2 16.50 0.13 78 3 18.00 0.00 79 4 19.50 0.13 80 5 44.00 0.63 81 Manning's 'N'friction factor =0.015 82 ----------------------------------------------------------------- 83 Sub-Channel flow =1.739(CFS) 84 ' 'flow top width =12.098(Ft.) 85 ' 'velocity=2.546(Ft/s) 86 ' 'area =0.683(Sq.Ft) 87 ' 'Froude number =1.888 88 89 Upstream point elevation =224.900(Ft.) 90 Downstream point elevation =216.600(Ft.) 91 Flow length =272.000(Ft.) 92 Travel time =1.78 min. 93 Time of concentration =4.16 min. 94 Depth of flow =0.195(Ft.) 95 Average velocity =2.546(Ft/s) 96 Total irregular channel flow =1.739(CFS) 97 Irregular channel normal depth above invert elev. =0.195(Ft.) 98 Average velocity of channel(s) =2.546(Ft/s) 99 Adding area flow to channel 100 Calculated TC of 4.161 minutes is less than 5 minutes, 101 resetting TC to 5.0 minutes for rainfall intensity calculations 102 Rainfall intensity (I) =6.850(In/Hr)for a 100.0 year storm 103 Decimal fraction soil group A =0.000 104 Decimal fraction soil group B =0.000 105 Decimal fraction soil group C =0.000 106 Decimal fraction soil group D =1.000 107 [MEDIUM DENSITY RESIDENTIAL ] 108 (14.5 DU/A or Less ) 109 Impervious value,Ai =0.500 110 Sub-Area C Value =0.630 111 Rainfall intensity =6.850(In/Hr)for a 100.0 year storm 112 Effective runoff coefficient used for total area 113 (Q=KCIA)is C =0.630 CA =0.480 114 Subarea runoff =3.099(CFS)for 0.718(Ac.) 115 Total runoff =3.289(CFS)Total area =0.762(Ac.) 116 Depth of flow =0.226(Ft.),Average velocity =2.899(Ft/s) 117 118 119 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 120 Process from Point/Station 103.000 to Point/Station 104.000 121 ****PIPEFLOW TRAVEL TIME (Program estimated size) **** 122 ______________________________________________________________________ 123 Upstream point/station elevation =212.960(Ft.) 124 Downstream point/station elevation =208.970(Ft.) 125 Pipe length =133.00(Ft.)Slope =0.0300 Manning's N =0.013 126 No.of pipes =1 Required pipe flow =3.289(CFS) 127 Nearest computed pipe diameter =12.00(In.) 128 Calculated individual pipe flow =3.289(CFS) 129 Normal flow depth in pipe =6.23(In.) 130 Flow top width inside pipe =11.99(In.) 131 Critical Depth =9.31(In.) 132 Pipe flow velocity =7.98(Ft/s) 133 Travel time through pipe =0.28 min. 134 Time of concentration (TC) =4.44 min. 2 135 136 137 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 138 Process from Point/Station 104.000 to Point/Station 105.000 139 ****PIPEFLOW TRAVEL TIME (Program estimated size) **** 140 ______________________________________________________________________ 141 Upstream point/station elevation =208.970(Ft.) 142 Downstream point/station elevation =203.200(Ft.) 143 Pipe length =143.00(Ft.)Slope =0.0403 Manning's N =0.013 144 No.of pipes =1 Required pipe flow =3.289(CFS) 145 Nearest computed pipe diameter =9.00(In.) 146 Calculated individual pipe flow =3.289(CFS) 147 Normal flow depth in pipe =7.29(In.) 148 Flow top width inside pipe =7.06(In.) 149 Critical depth could not be calculated. 150 Pipe flow velocity =8.58(Ft/s) 151 Travel time through pipe =0.28 min. 152 Time of concentration (TC) =4.72 min. 153 154 155 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 156 Process from Point/Station 105.000 to Point/Station 105.000 157 ****CONFLUENCE OF MINOR STREAMS **** 158 ______________________________________________________________________ 159 Along Main Stream number:1 in normal stream number 1 160 Stream flow area =0.762(Ac.) 161 Runoff from this stream =3.289(CFS) 162 Time of concentration =4.72 min. 163 Rainfall intensity =6.850(In/Hr) 164 165 166 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 167 Process from Point/Station 301.000 to Point/Station 302.000 168 ****INITIAL AREA EVALUATION **** 169 ______________________________________________________________________ 170 Decimal fraction soil group A =0.000 171 Decimal fraction soil group B =0.000 172 Decimal fraction soil group C =0.000 173 Decimal fraction soil group D =1.000 174 [MEDIUM DENSITY RESIDENTIAL ] 175 (14.5 DU/A or Less ) 176 Impervious value,Ai =0.500 177 Sub-Area C Value =0.630 178 Initial subarea total flow distance =100.000(Ft.) 179 Highest elevation =230.800(Ft.) 180 Lowest elevation =224.010(Ft.) 181 Elevation difference =6.790(Ft.)Slope =6.790 % 182 Top of Initial Area Slope adjusted by User to 1.000 % 183 Bottom of Initial Area Slope adjusted by User to 1.000 % 184 INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: 185 The maximum overland flow distance is 65.00 (Ft) 186 for the top area slope value of 1.00 %,in a development type of 187 14.5 DU/A or Less 188 In Accordance With Figure 3-3 189 Initial Area Time of Concentration =6.82 minutes 190 TC =[1.8*(1.1-C)*distance(Ft.)^.5)/(% slope^(1/3)] 191 TC =[1.8*(1.1-0.6300)*(65.000^.5)/(1.000^(1/3)]=6.82 192 The initial area total distance of 100.00 (Ft.)entered leaves a 193 remaining distance of 35.00 (Ft.) 194 Using Figure 3-4,the travel time for this distance is 0.71 minutes 195 for a distance of 35.00 (Ft.)and a slope of 1.00 % 196 with an elevation difference of 0.35(Ft.)from the end of the top area 197 Tt =[11.9*length(Mi)^3)/(elevation change(Ft.))]^.385 *60(min/hr) 198 =0.710 Minutes 199 Tt=[(11.9*0.0066^3)/(0.35)]^.385=0.71 200 Total initial area Ti =6.82 minutes from Figure 3-3 formula plus 201 0.71 minutes from the Figure 3-4 formula =7.53 minutes 3 202 Rainfall intensity (I) =5.260(In/Hr)for a 100.0 year storm 203 Effective runoff coefficient used for area (Q=KCIA)is C =0.630 204 Subarea runoff =0.345(CFS) 205 Total initial stream area =0.104(Ac.) 206 207 208 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 209 Process from Point/Station 302.000 to Point/Station 303.000 210 ****PIPEFLOW TRAVEL TIME (Program estimated size) **** 211 ______________________________________________________________________ 212 Upstream point/station elevation =217.440(Ft.) 213 Downstream point/station elevation =215.190(Ft.) 214 Pipe length =433.00(Ft.)Slope =0.0052 Manning's N =0.013 215 No.of pipes =1 Required pipe flow =0.345(CFS) 216 Nearest computed pipe diameter =6.00(In.) 217 Calculated individual pipe flow =0.345(CFS) 218 Normal flow depth in pipe =4.27(In.) 219 Flow top width inside pipe =5.44(In.) 220 Critical Depth =3.57(In.) 221 Pipe flow velocity =2.31(Ft/s) 222 Travel time through pipe =3.12 min. 223 Time of concentration (TC) =10.65 min. 224 225 226 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 227 Process from Point/Station 303.000 to Point/Station 303.000 228 ****SUBAREA FLOW ADDITION **** 229 ______________________________________________________________________ 230 Rainfall intensity (I) =4.206(In/Hr)for a 100.0 year storm 231 Decimal fraction soil group A =0.000 232 Decimal fraction soil group B =0.000 233 Decimal fraction soil group C =0.000 234 Decimal fraction soil group D =1.000 235 [MEDIUM DENSITY RESIDENTIAL ] 236 (14.5 DU/A or Less ) 237 Impervious value,Ai =0.500 238 Sub-Area C Value =0.630 239 Time of concentration =10.65 min. 240 Rainfall intensity =4.206(In/Hr)for a 100.0 year storm 241 Effective runoff coefficient used for total area 242 (Q=KCIA)is C =0.630 CA =0.737 243 Subarea runoff =2.756(CFS)for 1.066(Ac.) 244 Total runoff =3.101(CFS)Total area =1.170(Ac.) 245 246 247 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 248 Process from Point/Station 303.000 to Point/Station 304.000 249 ****PIPEFLOW TRAVEL TIME (Program estimated size) **** 250 ______________________________________________________________________ 251 Upstream point/station elevation =215.190(Ft.) 252 Downstream point/station elevation =204.160(Ft.) 253 Pipe length =87.00(Ft.)Slope =0.1268 Manning's N =0.013 254 No.of pipes =1 Required pipe flow =3.101(CFS) 255 Nearest computed pipe diameter =9.00(In.) 256 Calculated individual pipe flow =3.101(CFS) 257 Normal flow depth in pipe =4.64(In.) 258 Flow top width inside pipe =9.00(In.) 259 Critical depth could not be calculated. 260 Pipe flow velocity =13.51(Ft/s) 261 Travel time through pipe =0.11 min. 262 Time of concentration (TC) =10.76 min. 263 264 265 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 266 Process from Point/Station 304.000 to Point/Station 105.000 267 ****PIPEFLOW TRAVEL TIME (Program estimated size) **** 268 ______________________________________________________________________ 4 269 Upstream point/station elevation =204.160(Ft.) 270 Downstream point/station elevation =203.200(Ft.) 271 Pipe length =47.00(Ft.)Slope =0.0204 Manning's N =0.013 272 No.of pipes =1 Required pipe flow =3.101(CFS) 273 Nearest computed pipe diameter =12.00(In.) 274 Calculated individual pipe flow =3.101(CFS) 275 Normal flow depth in pipe =6.76(In.) 276 Flow top width inside pipe =11.90(In.) 277 Critical Depth =9.06(In.) 278 Pipe flow velocity =6.80(Ft/s) 279 Travel time through pipe =0.12 min. 280 Time of concentration (TC) =10.87 min. 281 282 283 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 284 Process from Point/Station 105.000 to Point/Station 105.000 285 ****CONFLUENCE OF MINOR STREAMS **** 286 ______________________________________________________________________ 287 Along Main Stream number:1 in normal stream number 2 288 Stream flow area =1.170(Ac.) 289 Runoff from this stream =3.101(CFS) 290 Time of concentration =10.87 min. 291 Rainfall intensity =4.151(In/Hr) 292 Summary of stream data: 293 294 Stream Flow rate TC Rainfall Intensity 295 No. (CFS) (min)(In/Hr) 296 297 298 1 3.289 4.72 6.850 299 2 3.101 10.87 4.151 300 Qmax(1) = 301 1.000 *1.000 *3.289) + 302 1.000 *0.434 *3.101) + =4.634 303 Qmax(2) = 304 0.606 *1.000 *3.289) + 305 1.000 *1.000 *3.101) + =5.093 306 307 Total of 2 streams to confluence: 308 Flow rates before confluence point: 309 3.289 3.101 310 Maximum flow rates at confluence using above data: 311 4.634 5.093 312 Area of streams before confluence: 313 0.762 1.170 314 Results of confluence: 315 Total flow rate =5.093(CFS) 316 Time of concentration =10.872 min. 317 Effective stream area after confluence =1.932(Ac.) 318 319 320 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 321 Process from Point/Station 105.000 to Point/Station 106.000 322 ****PIPEFLOW TRAVEL TIME (Program estimated size) **** 323 ______________________________________________________________________ 324 Upstream point/station elevation =203.200(Ft.) 325 Downstream point/station elevation =201.190(Ft.) 326 Pipe length =50.00(Ft.)Slope =0.0402 Manning's N =0.013 327 No.of pipes =1 Required pipe flow =5.093(CFS) 328 Nearest computed pipe diameter =12.00(In.) 329 Calculated individual pipe flow =5.093(CFS) 330 Normal flow depth in pipe =7.49(In.) 331 Flow top width inside pipe =11.62(In.) 332 Critical Depth =11.05(In.) 333 Pipe flow velocity =9.88(Ft/s) 334 Travel time through pipe =0.08 min. 335 Time of concentration (TC) =10.96 min. 5 336 337 338 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 339 Process from Point/Station 106.000 to Point/Station 107.000 340 ****PIPEFLOW TRAVEL TIME (Program estimated size) **** 341 ______________________________________________________________________ 342 Upstream point/station elevation =201.190(Ft.) 343 Downstream point/station elevation =199.500(Ft.) 344 Pipe length =28.00(Ft.)Slope =0.0604 Manning's N =0.013 345 No.of pipes =1 Required pipe flow =5.093(CFS) 346 Nearest computed pipe diameter =12.00(In.) 347 Calculated individual pipe flow =5.093(CFS) 348 Normal flow depth in pipe =6.57(In.) 349 Flow top width inside pipe =11.94(In.) 350 Critical Depth =11.05(In.) 351 Pipe flow velocity =11.57(Ft/s) 352 Travel time through pipe =0.04 min. 353 Time of concentration (TC) =11.00 min. 354 355 356 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 357 Process from Point/Station 107.000 to Point/Station 107.000 358 ****SUBAREA FLOW ADDITION **** 359 ______________________________________________________________________ 360 Rainfall intensity (I) =4.120(In/Hr)for a 100.0 year storm 361 Decimal fraction soil group A =0.000 362 Decimal fraction soil group B =0.000 363 Decimal fraction soil group C =0.000 364 Decimal fraction soil group D =1.000 365 [MEDIUM DENSITY RESIDENTIAL ] 366 (14.5 DU/A or Less ) 367 Impervious value,Ai =0.500 368 Sub-Area C Value =0.630 369 Time of concentration =11.00 min. 370 Rainfall intensity =4.120(In/Hr)for a 100.0 year storm 371 Effective runoff coefficient used for total area 372 (Q=KCIA)is C =0.630 CA =2.938 373 Subarea runoff =7.011(CFS)for 2.731(Ac.) 374 Total runoff =12.104(CFS)Total area =4.663(Ac.) 375 End of computations,total study area =4.663 (Ac.) 376 377 378 6 EXHIBIT G IMP-3 Basin Inlet Capacity Calculations GRATED INLETS IN SAG (ASSUME BASIN IS FULL DURING Q100 STORM EVENT) FREEBOARD OF 2 FT. FROM TOP OF GRATE TO TOP OF BASIN OPERATING AS WEIR: Q=CwPed3/2 Cw=3.0 P=12.0 ft. Pe= (1-CL)P Pe=6 ft. CL=0.5 d=2 ft. Q=50.91169 cfs OPERATING AS ORIFICE: Q=COAe(2gd)1/2 CO=0.67 A=9 ft2 Ae= (1-CA)A Ae=4.5 CA=0.50 g=32.2 ft/s2 d=2 ft. Q=34.21726 cfs Use: Q=34.21726 cfs Q100 in Basin per CivilD hydrology Calcs = 12.104 cfs EXHIBIT H Original approved Hydrology Study for Carlsbad Ranch PA 5- Marbrisa Phase III Hotel 6 and Timeshare Villa, dated October 29, 2015, prepared by Excel Engineering PREPARED FOR: GRAND PACIFIC CARLSBAD, L.P. 5900 PASTEUR COURT, SUITE 200 CARLSBAD, CA 92008 (760)431-8500 PREPARATION DATE: 4-28-2015 REVISION 1: 7-06-2015 REVISION 2: 8-26-2015 REVISION 3: 10-29-2015 PREPARED BY: EXCEL Job No. 14-100 440 STATE PLACE ESCONDIDO, CA 92029 PH: 760-745-8118 UNDER THE SUPERVISION OF: ROBERT D. DENTINO RCE 45629 HYDROLOGY STUDY Carlsbad Ranch PA 5- Marbrisa Phase III Hotel 3 and Timeshare Villas GRAND PACIFIC RESORT CARLSBAD, CALIFORNIA SDP 03-02(A), CT 15-08, CDP 03-04(A), CUP 03-01(A), PUD 15-16 EXCEL ENGINEERING 440 STATE PLACE, ESCONDIDO CA 92029 PHONE: 760-745-8118 PAGE 1 OF 8 Table of Contents I. Project Overview .............................................................................................................. 3 Purpose .................................................................................................................................................. 3 Location ................................................................................................................................................. 3 Existing Conditions ............................................................................................................................. 3 Proposed Facilities ............................................................................................................................... 4 II. Methodology..................................................................................................................... 4 Hydrology .............................................................................................................................................. 4 Hydraulics .............................................................................................................................................. 4 III. Calculations ...................................................................................................................... 5 Determine the Watershed that the Project Effects ......................................................................... 5 Determine the Runoff Coefficients for the Site .............................................................................. 5 Calculate Q100 using the Rational Method ......................................................................................... 6 Detention Calculations ........................................................................................................................ 7 Design of Proposed Storm Drain Facilities ..................................................................................... 7 IV. Conclusion ........................................................................................................................ 7 V. Declaration of Responsible Charge ................................................................................. 8 VI. Attachments........................................................................... Error! Bookmark not defined. EXCEL ENGINEERING 440 STATE PLACE, ESCONDIDO CA 92029 PHONE: 760-745-8118 PAGE 2 OF 8 Attachments Attachment A Vicinity Map Attachment B San Diego County Drainage Manual Graphs and Tables Soils Group Map Attachment C Pre-Development Hydrologic Maps (From Phases 1 & 2) Post-Development Hydrologic Map Attachment D Civil-D Pre-Development Hydrology Calculations (From Phases 1 & 2) Attachment E Civil-D Post-Development Hydrology Calculations Attachment F Storm Drain Calculations EXCEL ENGINEERING 440 STATE PLACE, ESCONDIDO CA 92029 PHONE: 760-745-8118 PAGE 3 OF 8 Project Overview Purpose This report is in support of the Tentative Map and Preliminary Grading Plan for phase 3 of the Carlsbad Ranch, Planning Area 5 project also referred to as Marbrisa Phase III. The purpose of this report is to describe the procedures used in the hydrologic and hydraulic models, estimate peak discharge magnitudes and to size the proposed storm drain pipes in order to preserve the water quality and channel stability of the downstream watershed. Location The proposed development is located in the City of Carlsbad, County of San Diego, CA. The majority of the project is located at the south eastern corner of the intersection of Cannon Road and Grand Pacific Drive, while a small portion of the project is located at the South West of the aforementioned intersection. Existing Conditions The site is approximately 21.160 acres. The site was graded during phase I of the project (Drawing #428-9A). During Phase II, Drawing #428-9G, of the project villas 60-64 were permitted. This project proposes to re-grade Phase III for construction of villas 75-79 as well as change the size of these buildings approved under SDP 03-02 and to construct a revised plan for the hotel. Villas 60-64 will be built on the existing graded pads per drawing #428-96 Therefore this analysis includes these areas. Villa 67 has also been included in this site plan submittal. However the storm drains and treatment for this area were designed and installed per drawing no. 428-9G. The runoff for the current site is discharged into 2 separate outfalls: Outfall-A – The southern portion of the project drains to a de-silting pond. After the flow is collected in the pond it is then discharged via a storm drain pipe into a bio-filtration swale that leads to the southernmost corner of the project where it is then discharged to a 42” public storm drain. Outfall-B – Currently the portion of the project to the Northeast of Grand Pacific Drive drains to 2 different de-silting ponds. From these ponds the runoff is discharged to a public storm drain in Cannon Rd. (See the pre- development drainage map for this portion of the project in Attachment C) The pre developed condition for this portion of the project was taken from the post-developed condition for the mass grading condition for this project (Drawing # 428-9A) and the precise grading plans for the areas around Villas 60-64 (Drawing # 428-9G). EXCEL ENGINEERING 440 STATE PLACE, ESCONDIDO CA 92029 PHONE: 760-745-8118 PAGE 4 OF 8 Proposed Facilities The proposed site plan includes a combination of parking areas, time share villas, swimming pools, landscaping, and hotel buildings with associated structures. Infrastructure improvements are proposed to include new storm-drains as well as water and sewer main extensions and new dry utilities runs/extensions to service the lots. In the post-development conditions the runoff for the site will still be discharged through 2 separate outfalls: Outfall-A – The area contributing to this outfall is currently in a mass graded condition. The proposed project proposes to introduce 5.03 Acres of impermeable surface (driveways, buildings, etc.). For the post-developed condition the runoff will be routed through 4 of 6 new bio-retention ponds, from where it will then be discharged to the existing bio-swale to the South of project. From the existing bio-swale the runoff leaves the site via an existing 42” storm drain that then connects to an existing 60” RCP at Lego Drive. Outfall-B - For the post-developed condition the contributory area will become only slightly smaller as a pad footprint will infringe upon this area and divert the runoff to different outfalls. This basin will have an increase in impermeable area with the addition of three timeshare buildings, 1 parking lot and new proposed flatwork. Flow from this outfall will be routed through 2 new bio-retention ponds before it will be discharged to the existing tie-in to the public Storm Drain Line in Cannon Road. Methodology Hydrology The Rational Method as outlined in the San Diego County Hydrology Manual 2003 Edition was followed in this study. The CIVILCADD/CIVILDESIGN software version 7.9 was used to calculate the Stormwater peak flows. San Diego 2013 rational method module was selected so that the changes from 2013 manual has taken into account such changes as time concentration and urban area runoff coefficient. Also in 2013, the program updated the slope input for initial basin’s with steep slope greater than 30%. The hydrology analysis was done only for 100 year storm event. The 2 and 10 year storm events were covered in the Hydromodification Analysis using Continuous Hydrologic Simulation. The hydrologic model, USEPA Storm Water Management Model (SWMM), was used to perform the simulation of continuous water movements through various patterns of land uses in the watershed. The SWMM analysis is included in Attachment G of this report. Hydraulics The Hydra flow storm Sewers version 8.0 software was used in the hydraulic calculations to size the proposed storm drain pipes. Said software uses the energy-based Standard step method when computing the hydraulic profile. This methodology is an iterative procedure that applies Bernoulli’s energy equation between the downstream and upstream ends of each line in the system. It uses Manning’s equation to determine head losses due to pipe friction. EXCEL ENGINEERING 440 STATE PLACE, ESCONDIDO CA 92029 PHONE: 760-745-8118 PAGE 5 OF 8 The Hydraflow Hydrographs version 8.0 software was used in the hydraulic calculations involving the sizing of the storage ponds onsite. This software uses the hydrograph information that is calculated using the rational method hydrograph generating program by Rick Engineering Company to determine the Peak flows from the onsite ponds and Underground pipe storage. The inputs to the hydrograph generating program were generated from the Civil D Post-Development calculations. Calculations Determine the Watershed that the Project Effects As shown in the figure below the project lies within the Carlsbad Hydrologic Unit. For details see the storm water management plan for the project. Figure 1 Carlsbad Hydrologic Unit Watershed Determine the Runoff Coefficients for the Site Based on Natural Resources Conservation Service Soil Survey Map this project is categorized as soil type B loamy coarse sand. The USDA NRCS soil texture classification was used to determine the average soil capillary suction, saturated hydraulic conductivity rate and the soil initial moisture deficit. The full printout from the USDA NRCS soils report is attached to this report. Cp - the permeability coefficient determined by the soil type. The Cp for type B soil is .25. Pre-Development - The pre-developed condition for this phase of the project was taken from the Post-Developed condition of phase I and phase 2 of the project. Post-Developed Condition – The average C-Value for the Post-Developed condition was calculated using the following equation where: The average C-value was calculated separately for the areas surrounding the hotel and villas 75-79, and the area surrounding villas 60-64. EXCEL ENGINEERING 440 STATE PLACE, ESCONDIDO CA 92029 PHONE: 760-745-8118 PAGE 6 OF 8 Thus the average C value used to calculate the Q100 for the Post-Developed condition around the hotel and villas 75-79 was found to be 5 25 41 = .63 And, the average C value used to calculate the Q100 for the Post-Developed condition around villas 60-64 was found to be 50 25 50 = .58 • Note – In the civil D-Program the calculation for the initial areas does not allow for the user-defined selection for the C-Factor. In order to select the correct C- factor the following options had to be chosen to essentially “trick” the program into choosing the correct c- value. For a C-value of .63 the MDR 14.5 with type D soil option was selected. For a C- Value of .58 the MDR 14.5 with type B soil was selected. These selections were determined from Table 3-1 of the san Diego County Hydrology Manual (Attachment B). • See Attachment B for coefficient of runoff (C) calculations. Calculate Q100 using the Rational Method Hydrologic calculations were computed using CivilD based on 2 basins (labeled as Basin A, and B) for pre-development, and post-development. The layout of the drainage areas for both Pre and Post development are shown in Attachment C of this report. The Pool and Spa areas were not considered in the calculation because the runoff captured in these facilities will be treated by the pools filtration system. The CivilD printouts of these calculation can be found in Attachment D, & E as part of this report. The 100-year on-site developed peak storm flows (CFS) have been calculated and are summarized in the table below. These values were used to size the proposed storm drain pipes later in this report. PRE-DEVELOPMENT POST-DEVELOPMENT NODE/OUTFALL Q100 (CFS) TRIBUTARY AREA (AC) TC (MIN) Q100 (CFS) TRIBUTARY AREA (AC) TC (MIN) Node #103 Outfall A 62.85** 21.725** 9.83** 60.78 22.021 14.67 Node # 103 Outfall B 18.05* 4.360* 7.33* 12.61 4.220 8.84 * Taken from phase I (Drawing #428-9A). ** Taken from phase II (Drawing #428-9G). EXCEL ENGINEERING 440 STATE PLACE, ESCONDIDO CA 92029 PHONE: 760-745-8118 PAGE 7 OF 8 Detention Calculations Detention calculations were not needed because the Q100 flows for the post developed condition were calculated to be lower than the pre developed condition without detention calculations. Design of Proposed Storm Drain Facilities The proposed storm drain sizes have been shown in the Hydrologic Software and the calculations run as part of that program that the HGL within the pipes does not come within several feet of overtopping the inlet grate elevations. The maximum HGL above the top of underground storm drain pipe is less than a half foot. Therefore, no additional calculations have been done for the on- site system. Conclusion 100-year 6-hour storm event was analyzed to ensure the proposed project is capable to pass 100 year storm event without damage to facilities. Outlet velocities were controlled through pipe detention system to minimize downstream erosion. This project will not negatively impact the existing downstream storm drain facilities. In low storm cases, the runoff generated by the site will be allowed to percolate through bio-retention systems prior to entering public storm drainage system. This will add some additional lag times to the time of concentrations not accounted for by CivilD Hydrology program. Should these bio-retention mechanisms fail and not allow for percolation through the media, emergency spillways are provided to allow overtopping of the Q100 out of the bio-retention ponding system. Pre-Development Post-Development Outfall A 62.85 60.784 Outfall B 18.05 12.61 62.85 60.784 18.05 12.61 0 10 20 30 40 50 60 70 Q1 0 0 ( C F S ) Q100 SUMMARY Outfall A Outfall B EXCEL ENGINEERING 440 STATE PLACE, ESCONDIDO CA 92029 PHONE: 760-745-8118 PAGE 8 OF 8 Declaration of Responsible Charge I hereby declare that I am the engineer of work for this project. That I have exercised responsible charge over the design of the project as defined in section 6703 of the business and professions codes, and that the design is consistent with current design. I understand that the check of the project drawings and specifications by the City of Carlsbad is confined to a review only and does not relieve me, as engineer of work, of my responsibilities for project design. ENGINEER OF WORK Excel Engineering 440 State Place Escondido, CA 92029 Tel – (760)745-8118 Fax – (760)745-1890 Project Number: 13-070 __________________________________________________ __________ Robert D. Dentino, RCE 45629 Date Registration Expire: December 31, 2016 10-29-2015 Attachment A Vicinity Map VICINITY CITY OF OCEANSIDE HIGHWAY 78 PACIFIC OCEAN ~ I/ ~\ ~ "--....... r-1J- c /4J '11; I\! C RD. -- Of?; y HIDDEN ~ VALLEY RD. ✓, MAP ROAD CITY OF ENCINITAS CITY OF VISTA NOT TO SCALE CITY OF SAN MARCOS Attachment B San Diego County Drainage Manual Graphs and Tables Soils Group Map b io C"") ..... ;:... 0 ,-.. ..... ..... ..... .--- 33°15 33°00' () 32°45' 32°30' b io C"") ..... 0 0 ,-.. ,-.. ..... ..... ..... b 0 0 ,-.. ..... ..... + b 0 0 ,-.. ..... ..... io v 0 Cl> io v 0 Cl> ..... M e X C b C"") 0 Cl> ..... ..... b C"") co ..... ..... io ..... co ..... ..... 33°30' . !<)~·-: -. :: : : : :::~ • ., ••• -·· ·······-33·115• ---------·------------- ·-. . ....•. .,_ ·--.:::~-...-· (:··· -<~.-:~:---... .............. -....... , .. ~ ' , . . __ .. ' . ·-. ·-. ' .-· . ' ! : .• .... ---....... io ..... 0 Cl> ..... ..... . ' ' . I ; 3°00' 3 -a CD ~. OJ () 0 C: ::::I ,.... '< 32°30' County of San Diego Hydrology Manual Rainfall lsopluvials 100 Year Rainfall Event-24 Hours lsopluvial (inches) DPW ~GIS Oepart,:-;e!'!~P.Jbic¾~ &:og-4"'~1'VTT«r:Jf/S~ THIS MAP IS PROVIDED WITHOUT WARRANTY OF ANY KIND, EITHER EXPRESS OR IMPLIED, INCLUDING, BUT NOT LIMITED TO, THE IMPLIED WARRANTIES OF MERCHANTABILITY AND FITNESS FOR A PARTICULAR PURPOSE. Copyright SanGIS. All Rights Reserved. This products may contain information from the SANDAG Regional lnfonnation System whtch cannot be reproduced without the written permission of SANDAG. This product may contain information which has been reproduced with pennission granted by Thomas Brothers Maps. Miles b LO ('I) ..... 0 0 ,-... ,-... ..... ..... ..... ..... 32°45' 32°30' b LO b ('I) ..... 0 0 0 0 ,-... ,-... ,-... ..... ..... ..... ..... b 0 0 ,-... ..... ..... LO s:t 0 (0 ..... Riverside County ~,-....... . . ~ _,,.!-- LO s:t (0 ..... ..... M . e X I C b ('I) (0 ..... ..... ' . . . ... ·::·\:. :::·• ..... . b ('I) (0 ..... .... "r:J ...... ..... '\ <.P • .. , .... • ....... ··.... \., -~ .. .. .. . .... ,. ' . . ...... ' ' ·· .... \ '. "' I ' I I . . \ ·. ', . . ' ' ', . ' ' . .. ', ' . LO ..... (0 ..... LO ..... 0 (0 ..... ..... 33°30' l '3°00' 3 "'C CD !l) (") ---------0 C: :J () ,_ ,JS• '< • I . 32°30' County of San Diego Hydrology Manual Rainfall Isopluvials 100 Year Rainfall Event -6 Hours lsopluvial (inches) DPW ~GIS De,oa..-.r..enr ~ P~'+C 1,1.~-,,, 3Qrlr JtV.-r.: 1'.Vt,.,IIF~• S,,'fVQ,.,- sffiG1s We Have San Diego Cnvcrcd! THIS MAP IS PROVIDED WITHOUT WARRANTY OF ANY KIND, EITHER EXPRESS OR IMPLIED, INCLUDING, BUT NOT LIMITED TO, THE IMPLIED WARRANTIES OF MERCHANTABILITY AND FITNESS FOR A PARTICULAR PURPOSE . Copyright SanGIS. All Rights Reserved. This products may contain infonnation from the SANDAG Regional Information System which cannot be reproduced withOU1 the written pem,ission of SANOAG. This product may contain information which has been reproduced with permission granted by Thomas Brothers Maps. 3 Miles 2.6 4.5 57 100 San Diego County Hydrology Manual Date: June 2003 Table 3-1 Section: Page: RUNOFF COEFFICIENTS FOR URBAN AREAS Land Use Runoff Coefficient "C" SoilT, e NRCS Elements Coun Elements %IMPER A B Undisturbed Natural Terrain (Natural) Permanent Open Space o• 0.20 0.25 Low Density Residential (LDR) Residential 1.0 DU/A or less 10 0.27 0.32 Low Density Residential (LDR) Residential 2.0 DU/A or less 20 0.34 0.38 Low Density Residential (LDR) Residential 2.9 DU/A or less 25 0.38 0.41 Medium Density Residential (lvlDR) Residential 4.3 DU/A or less 30 0.41 0.45 Medium Density Residential (lv!DR) Residential, 7.3 DU/A or less 40 0.48 0.51 Medium Density Residential (MOR) Residential, I0.9DU/A or less 45 0.52 0.54 Medium Density Residential (MOR) Residential, 14.5 DU/A or less 50 0.55 0.58 High Density Residential (HDR) Residential, 24.0 DU/A or less 65 0.66 0.67 High Density Residential (HDR) Residential, 43.0 DU/ A or less 80 0.76 0.77 Commercial/Industrial (N. Com) Neighborhood Commercial 80 0.76 0.77 Commercial/Industrial (G. Com) General Commercial 85 0.80 0.80 Commercia l/Industrial (O.P. Com) OfTicc Professional/Commercial 90 0.83 0.84 Commercial/Industrial (Limited I.) Limited Industrial 90 0.83 0.84 Commercial/lndustrial General 1. General Jndustrial 95 0.87 0.87 C 0 30 036 0.42 0.45 0.48 0.54 0.57 0.60 069 0.78 0.78 0.8 1 0.84 0.84 0.87 3 6of26 D 0.35 0.41 0.46 0.49 0.52 0.57 0.60 0.63 0.71 0.79 0.79 0.82 0.85 0.85 0.87 *The values associated with 0% impervious may be used for direct calculation o f the runoff coefficient as described in Section 3.1.2 (representing the pervious runoff coefficient, Cp, for the soil type), or for areas that will remain undisturbed in perpetuity. Justification must be gil'en that the area will remain natural forever (e.g., the area is located in Cleveland National Forest). DU/ A = dwelling units per acre NRCS = National Resources Consefl'ation Sefl'ie<! 3-6 I-w w u. ~ w 0 z ~ B w VJ a:: ;:) 0 0 a:: w I-~ EXAMPLE: Given: Watercourse Distance (D) = 70 Feet Slope (s) = 1.3 % Runoff Coefficient (C) = 0.41 Overland Flow Time (T) = 9.5 Minutes SOURCE: Airport Drainage. Federal Aviation Administration, 1965 C"' o.90 --- T = 1.8 (1.1-C) VD 3Vs VJ w I-;:) z 20 ~ ~ w ::;; j:: s: 0 ..J LL ,o ~ :5 ffi > 0 FIGURE Rational Formula -Overland Time of Flow Nomograph 3.3 San Diego County Hydrology Manual Date: June 2003 Section: Page: 3 12 of26 Note that the Initial Time of Concentration should be reflective of the general land-use at the upstream end of a drainage basin. A single lot with an area of two or less acres does not have a s ignificant effect where the drainage bas in area is 20 to 600 acres. Table 3-2 provides limits of the length (Maximum Length (LM)) of sheet flow to be used in hydrology studies. Initial T; values based on average C values for the Land Use Element are also included. 111ese values can be used in p lanning and de.~ign applications as described below. Exceptions may be approved by the "Regulating Agency" when submitted with a detailed study. Element• Nan,ral LOR LOR LOR MOR MOR MOR MOR HDR HOR N.Com G.Com O.P./Com Limited I. General I. Table 3-2 MAXIMUM OVERLAND FLOW LENGTH (4~ & LNITIAL TIME OF CONCENTRA TJON ('fi) DU/ .5% 1% 2% 3% 5% Acre LM T, LM T, L.1 T, LM T, LM T, 50 13.2 70 12.5 85 10.9 100 10.3 100 8.7 1 50 12.2 70 11.5 85 10.0 100 9.5 100 8.0 2 50 11.3 70 10.5 85 9.2 100 8.8 100 7.4 2.9 50 10.7 70 10.0 85 8.8 95 8.1 100 7.0 4.3 50 10.2 70 9.6 80 8.1 95 7.8 100 6.7 7.3 50 9.2 65 8.4 80 7.4 95 7.0 100 6.0 10.9 50 8.7 65 7.9 80 6.9 90 6.4 100 5.7 14.5 50 8.2 65 7.4 80 6.5 90 6.0 100 5.4 24 50 6.7 65 6.1 75 5. l 90 4.9 95 4.3 43 50 5.3 65 4.7 75 4.0 85 3.8 95 3.4 50 5.3 60 4.5 75 4.0 85 3.8 95 3.4 50 4.7 60 4.1 75 3.6 85 3.4 90 2.9 50 4.2 60 3.7 70 3.1 80 2.9 90 2.6 50 4.2 60 3.7 70 3.1 80 2.9 90 2.6 50 3.7 60 3.2 70 2.7 80 2.6 90 2.3 *See Table 3-1 for more detailed description 3-12 10% L.1 T; 100 6.9 100 6.4 100 5.8 100 5.6 100 5.3 100 4.8 100 4.5 100 4.3 100 3.5 100 2.7 100 2.7 100 2.4 100 2.2 100 2.2 100 1.9 .6. E Feet 5000 4000 Tc Tc L .6._E = = = = EQUATION (1~3)°,385 Time of concentration (hours) Watercourse Oistance(mlleo) Change in elevation along effective slope tine (See Figure 3-S)(foet) .6.E 3000 2000 1000 900 800 JOO 200 100 50 40 JO 20 10 5 SOURCE: California Div1$ion of Highways (HM 1) and Klrp,ch (1940) L MIies Foot 3000 0.5 ' 2000 1800 1600 1400 1200 1000 900 800 700 600 500 400 300 200 L ' Nomograph for Determlna1Ion of ' ' Tc Hours Minutes •-+--240 3-+--180 2-+--120 100 90 80 70 1-+---60 50 40 20 18 16 14 12 ' ' 10 ' 9 8 7 6 5 4 3 Tc Time of Concen1ratton (Tc) or Travel Time (Tl) for Natural Watersheds F I G U RE 3-4 / --.,,....-L------------L===--====--====-----____j Watershed Divide Area "A" Effective Slope Line Area 08 11 Design Point (Watershed Outlet) 1----------------L ------------------>1 Area 0 A0 =Area "811 SOURCE: Callfomla DMslon of Highways (1941} and Klrpltll (1940) F I G U R E Computation or Effective Slope for Natural Watersheds B 8. 20 18 16 14 12 10 9 8 7 6 5 .Q 3 U) 1 Iii '5 2 #-1.8 1.6 1,A 12 1,0 0.9 0.8 0.7 0,6 0 .5 0.4 - - I I I ~,-, «"" ,..,, <:,· ff -1 I -- I I I ----I I "' I ~ , I---...... , ..... , I -v, ~~ I I • , • I --. I I ' --...._ I , ....._..._ I ,._ --«&; I .....___ <:,1/1'.' ....... ~f-_ ' "'"'1' ~;, I s ......... rt.~ ,{!-j 0 I ,__ I ..... ~ t,,"J ' ---f ·IJ,s I K ...... r--t,,_. t---..:<s, I ,:P.s, I ~ • , -t,," ---......:. < f.D,s. ' --....-...1_ I 1 .......... . ,__ t,,, ,-... t.-., I • "-' 10 I ........Z<r , f.lJ ·D,s ----.;!, , ,~ --t--.. , 7'-.. I J ..... ~81 , ....._____ I ·IJ.s , -.....:.. ' • ........ ' "I-.. I , , ............ , ......... ...._ V.::-6 I £ ' ... ..!. r'Z.. I -:---.... I J I ,-............. j ~~s :-e8:...~ f' I ' f ~ ~I ~ I"-'r.-~-"'·" J -...: r--. :: , ~' <:,· ""' ........ ,,_., I ,....._ "' ....._<>"? I ' ,I ,._ J ,,,1 .......... ,,_Ir I I ,fl- 01 --J.1 ,._ . I I t--.. I ,,,v --t;: ' ,§I '-"~ ,.. <:, ..... , , s , I "-, o? .... ' , , . • --.... I ............ j , ....,_____ I r ' ,/ I ~ ~ i'--.... -....... ..... 2 • 4 5 6 7 8 9 10 20 30 40 50 Discharge (C.F.S.) EXAMPLE: Given: Q :e 10 s = 2.5% Cha.rt glw.s: Depth: OA, VekH::lty: 4.4 f.p,s. SOURCE: San Diego County Oepanmen1 of Special Olsulct Services Design Manual FTG U RE Gutter and Roadway Discharge -Velocity Chart 3-6 ':' ~ a; Q. 1il .S! .s w a. 0 -' (/) EQUATION: V = 1.49 R¾ s"i 0.3 02 0 15 0 10 0 09 008 0,07 0 06 0 05 0.04 0 03 002 a: 11 .S! .5 (/) :, i5 0 01 0.009 <( a: 0.008 !al 0.007 .., ~ 0006 0.005 0 >-0 004()~~ :X: " -i:' 0002 0 00 1 00009 00008 00007 0,0006 00005 0.0004 0 0003 n 02 03 ·~ 05 0.6 ~ 08 "' 0.9 1.0 1 $/ 4 6 7 8 • 10 20 ~ '?6' "" "" / ~~ ~ y GENERAL SOLUTION SOURCE USOOT. FHWA, HDS-3 (1961) Manning's Equation Nomograph 10 10 09 08 07 06 0.5 0 01 0.02 0.08 0.09 0.10 02 03 0.4 F I GU R E 3-7 United States Department of Agriculture A product of the National Cooperative Soil Survey, a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local participants Custom Soil Resource Report for San Diego County Area, CaliforniaNaturalResourcesConservationService April 10, 2015 Preface Soil surveys contain information that affects land use planning in survey areas. Theyhighlight soil limitations that affect various land uses and provide information aboutthe properties of the soils in the survey areas. Soil surveys are designed for manydifferent users, including farmers, ranchers, foresters, agronomists, urban planners,community officials, engineers, developers, builders, and home buyers. Also,conservationists, teachers, students, and specialists in recreation, waste disposal,and pollution control can use the surveys to help them understand, protect, or enhancethe environment. Various land use regulations of Federal, State, and local governments may imposespecial restrictions on land use or land treatment. Soil surveys identify soil propertiesthat are used in making various land use or land treatment decisions. The informationis intended to help the land users identify and reduce the effects of soil limitations onvarious land uses. The landowner or user is responsible for identifying and complyingwith existing laws and regulations. Although soil survey information can be used for general farm, local, and wider areaplanning, onsite investigation is needed to supplement this information in some cases.Examples include soil quality assessments (http://www.nrcs.usda.gov/wps/portal/nrcs/main/soils/health/) and certain conservation and engineering applications. Formore detailed information, contact your local USDA Service Center (http://offices.sc.egov.usda.gov/locator/app?agency=nrcs) or your NRCS State SoilScientist (http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/contactus/?cid=nrcs142p2_053951). Great differences in soil properties can occur within short distances. Some soils areseasonally wet or subject to flooding. Some are too unstable to be used as afoundation for buildings or roads. Clayey or wet soils are poorly suited to use as septictank absorption fields. A high water table makes a soil poorly suited to basements orunderground installations. The National Cooperative Soil Survey is a joint effort of the United States Departmentof Agriculture and other Federal agencies, State agencies including the AgriculturalExperiment Stations, and local agencies. The Natural Resources ConservationService (NRCS) has leadership for the Federal part of the National Cooperative SoilSurvey. Information about soils is updated periodically. Updated information is availablethrough the NRCS Web Soil Survey, the site for official soil survey information. The U.S. Department of Agriculture (USDA) prohibits discrimination in all its programsand activities on the basis of race, color, national origin, age, disability, and whereapplicable, sex, marital status, familial status, parental status, religion, sexualorientation, genetic information, political beliefs, reprisal, or because all or a part of anindividual's income is derived from any public assistance program. (Not all prohibitedbases apply to all programs.) Persons with disabilities who require alternative means 2 for communication of program information (Braille, large print, audiotape, etc.) should contact USDA's TARGET Center at (202) 720-2600 (voice and TDD). To file a complaint of discrimination, write to USDA, Director, Office of Civil Rights, 1400 Independence Avenue, S.W., Washington, D.C. 20250-9410 or call (800) 795-3272 (voice) or (202) 720-6382 (TDD). USDA is an equal opportunity provider and employer. 3 Contents Preface....................................................................................................................2How Soil Surveys Are Made..................................................................................5Soil Map..................................................................................................................7Soil Map................................................................................................................8Legend..................................................................................................................9Map Unit Legend................................................................................................10Map Unit Descriptions........................................................................................10San Diego County Area, California.................................................................12CbB—Carlsbad gravelly loamy sand, 2 to 5 percent slopes.......................12LeE—Las Flores loamy fine sand, 15 to 30 percent slopes........................13MlC—Marina loamy coarse sand, 2 to 9 percent slopes.............................14References............................................................................................................16 4 How Soil Surveys Are Made Soil surveys are made to provide information about the soils and miscellaneous areasin a specific area. They include a description of the soils and miscellaneous areas andtheir location on the landscape and tables that show soil properties and limitationsaffecting various uses. Soil scientists observed the steepness, length, and shape ofthe slopes; the general pattern of drainage; the kinds of crops and native plants; andthe kinds of bedrock. They observed and described many soil profiles. A soil profile isthe sequence of natural layers, or horizons, in a soil. The profile extends from thesurface down into the unconsolidated material in which the soil formed or from thesurface down to bedrock. The unconsolidated material is devoid of roots and otherliving organisms and has not been changed by other biological activity. Currently, soils are mapped according to the boundaries of major land resource areas(MLRAs). MLRAs are geographically associated land resource units that sharecommon characteristics related to physiography, geology, climate, water resources,soils, biological resources, and land uses (USDA, 2006). Soil survey areas typicallyconsist of parts of one or more MLRA. The soils and miscellaneous areas in a survey area occur in an orderly pattern that isrelated to the geology, landforms, relief, climate, and natural vegetation of the area.Each kind of soil and miscellaneous area is associated with a particular kind oflandform or with a segment of the landform. By observing the soils and miscellaneousareas in the survey area and relating their position to specific segments of thelandform, a soil scientist develops a concept, or model, of how they were formed. Thus,during mapping, this model enables the soil scientist to predict with a considerabledegree of accuracy the kind of soil or miscellaneous area at a specific location on thelandscape. Commonly, individual soils on the landscape merge into one another as theircharacteristics gradually change. To construct an accurate soil map, however, soilscientists must determine the boundaries between the soils. They can observe onlya limited number of soil profiles. Nevertheless, these observations, supplemented byan understanding of the soil-vegetation-landscape relationship, are sufficient to verifypredictions of the kinds of soil in an area and to determine the boundaries. Soil scientists recorded the characteristics of the soil profiles that they studied. Theynoted soil color, texture, size and shape of soil aggregates, kind and amount of rockfragments, distribution of plant roots, reaction, and other features that enable them toidentify soils. After describing the soils in the survey area and determining theirproperties, the soil scientists assigned the soils to taxonomic classes (units).Taxonomic classes are concepts. Each taxonomic class has a set of soilcharacteristics with precisely defined limits. The classes are used as a basis forcomparison to classify soils systematically. Soil taxonomy, the system of taxonomicclassification used in the United States, is based mainly on the kind and character ofsoil properties and the arrangement of horizons within the profile. After the soilscientists classified and named the soils in the survey area, they compared the 5 individual soils with similar soils in the same taxonomic class in other areas so that they could confirm data and assemble additional data based on experience and research. The objective of soil mapping is not to delineate pure map unit components; the objective is to separate the landscape into landforms or landform segments that have similar use and management requirements. Each map unit is defined by a unique combination of soil components and/or miscellaneous areas in predictable proportions. Some components may be highly contrasting to the other components of the map unit. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The delineation of such landforms and landform segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, onsite investigation is needed to define and locate the soils and miscellaneous areas. Soil scientists make many field observations in the process of producing a soil map. The frequency of observation is dependent upon several factors, including scale of mapping, intensity of mapping, design of map units, complexity of the landscape, and experience of the soil scientist. Observations are made to test and refine the soil- landscape model and predictions and to verify the classification of the soils at specific locations. Once the soil-landscape model is refined, a significantly smaller number of measurements of individual soil properties are made and recorded. These measurements may include field measurements, such as those for color, depth to bedrock, and texture, and laboratory measurements, such as those for content of sand, silt, clay, salt, and other components. Properties of each soil typically vary from one point to another across the landscape. Observations for map unit components are aggregated to develop ranges of characteristics for the components. The aggregated values are presented. Direct measurements do not exist for every property presented for every map unit component. Values for some properties are estimated from combinations of other properties. While a soil survey is in progress, samples of some of the soils in the area generally are collected for laboratory analyses and for engineering tests. Soil scientists interpret the data from these analyses and tests as well as the field-observed characteristics and the soil properties to determine the expected behavior of the soils under different uses. Interpretations for all of the soils are field tested through observation of the soils in different uses and under different levels of management. Some interpretations are modified to fit local conditions, and some new interpretations are developed to meet local needs. Data are assembled from other sources, such as research information, production records, and field experience of specialists. For example, data on crop yields under defined levels of management are assembled from farm records and from field or plot experiments on the same kinds of soil. Predictions about soil behavior are based not only on soil properties but also on such variables as climate and biological activity. Soil conditions are predictable over long periods of time, but they are not predictable from year to year. For example, soil scientists can predict with a fairly high degree of accuracy that a given soil will have a high water table within certain depths in most years, but they cannot predict that a high water table will always be at a specific level in the soil on a specific date. After soil scientists located and identified the significant natural bodies of soil in the survey area, they drew the boundaries of these bodies on aerial photographs and identified each as a specific map unit. Aerial photographs show trees, buildings, fields, roads, and rivers, all of which help in locating boundaries accurately. Custom Soil Resource Report 6 Soil Map The soil map section includes the soil map for the defined area of interest, a list of soilmap units on the map and extent of each map unit, and cartographic symbolsdisplayed on the map. Also presented are various metadata about data used toproduce the map, and a description of each soil map unit. 7 8 Custom Soil Resource Report Soil Map 36 6 5 7 1 0 36 6 5 7 9 0 36 6 5 8 7 0 36 6 5 9 5 0 36 6 6 0 3 0 36 6 6 1 1 0 36 6 6 1 9 0 36 6 6 2 7 0 36 6 6 3 5 0 36 6 5 7 1 0 36 6 5 7 9 0 36 6 5 8 7 0 36 6 5 9 5 0 36 6 6 0 3 0 36 6 6 1 1 0 36 6 6 1 9 0 36 6 6 2 7 0 36 6 6 3 5 0 470650 470730 470810 470890 470970 471050 471130 470650 470730 470810 470890 470970 471050 471130 33° 8' 8'' N 11 7 ° 1 8 ' 5 3 ' ' W 33° 8' 8'' N 11 7 ° 1 8 ' 3 3 ' ' W 33° 7' 46'' N 11 7 ° 1 8 ' 5 3 ' ' W 33° 7' 46'' N 11 7 ° 1 8 ' 3 3 ' ' W N Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 11N WGS84 0 150 300 600 900Feet 0 45 90 180 270Meters Map Scale: 1:3,260 if printed on A portrait (8.5" x 11") sheet. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Map Unit Polygons Soil Map Unit Lines Soil Map Unit Points Special Point Features Blowout Borrow Pit Clay Spot Closed Depression Gravel Pit Gravelly Spot Landfill Lava Flow Marsh or swamp Mine or Quarry Miscellaneous Water Perennial Water Rock Outcrop Saline Spot Sandy Spot Severely Eroded Spot Sinkhole Slide or Slip Sodic Spot Spoil Area Stony Spot Very Stony Spot Wet Spot Other Special Line Features Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:24,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil lineplacement. The maps do not show the small areas of contrastingsoils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for mapmeasurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: http://websoilsurvey.nrcs.usda.govCoordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercatorprojection, which preserves direction and shape but distortsdistance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accuratecalculations of distance or area are required. This product is generated from the USDA-NRCS certified data as ofthe version date(s) listed below. Soil Survey Area: San Diego County Area, California Survey Area Data: Version 8, Sep 17, 2014 Soil map units are labeled (as space allows) for map scales 1:50,000or larger. Date(s) aerial images were photographed: Data not available. The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the backgroundimagery displayed on these maps. As a result, some minor shiftingof map unit boundaries may be evident. Custom Soil Resource Report 9 Map Unit Legend San Diego County Area, California (CA638) Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI CbB Carlsbad gravelly loamy sand, 2to 5 percent slopes 8.4 30.5% LeE Las Flores loamy fine sand, 15 to30 percent slopes 0.4 1.5% MlC Marina loamy coarse sand, 2 to 9 percent slopes 18.8 68.0% Totals for Area of Interest 27.6 100.0% Map Unit Descriptions The map units delineated on the detailed soil maps in a soil survey represent the soilsor miscellaneous areas in the survey area. The map unit descriptions, along with themaps, can be used to determine the composition and properties of a unit. A map unit delineation on a soil map represents an area dominated by one or moremajor kinds of soil or miscellaneous areas. A map unit is identified and namedaccording to the taxonomic classification of the dominant soils. Within a taxonomicclass there are precisely defined limits for the properties of the soils. On the landscape,however, the soils are natural phenomena, and they have the characteristic variabilityof all natural phenomena. Thus, the range of some observed properties may extendbeyond the limits defined for a taxonomic class. Areas of soils of a single taxonomicclass rarely, if ever, can be mapped without including areas of other taxonomicclasses. Consequently, every map unit is made up of the soils or miscellaneous areasfor which it is named and some minor components that belong to taxonomic classesother than those of the major soils. Most minor soils have properties similar to those of the dominant soil or soils in themap unit, and thus they do not affect use and management. These are callednoncontrasting, or similar, components. They may or may not be mentioned in aparticular map unit description. Other minor components, however, have propertiesand behavioral characteristics divergent enough to affect use or to require differentmanagement. These are called contrasting, or dissimilar, components. They generallyare in small areas and could not be mapped separately because of the scale used.Some small areas of strongly contrasting soils or miscellaneous areas are identifiedby a special symbol on the maps. If included in the database for a given area, thecontrasting minor components are identified in the map unit descriptions along withsome characteristics of each. A few areas of minor components may not have beenobserved, and consequently they are not mentioned in the descriptions, especiallywhere the pattern was so complex that it was impractical to make enough observationsto identify all the soils and miscellaneous areas on the landscape. The presence of minor components in a map unit in no way diminishes the usefulnessor accuracy of the data. The objective of mapping is not to delineate pure taxonomicclasses but rather to separate the landscape into landforms or landform segments thathave similar use and management requirements. The delineation of such segments Custom Soil Resource Report 10 on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, however, onsite investigation is needed to define and locate the soils and miscellaneous areas. An identifying symbol precedes the map unit name in the map unit descriptions. Each description includes general facts about the unit and gives important soil properties and qualities. Soils that have profiles that are almost alike make up a soil series. Except for differences in texture of the surface layer, all the soils of a series have major horizons that are similar in composition, thickness, and arrangement. Soils of one series can differ in texture of the surface layer, slope, stoniness, salinity, degree of erosion, and other characteristics that affect their use. On the basis of such differences, a soil series is divided into soil phases. Most of the areas shown on the detailed soil maps are phases of soil series. The name of a soil phase commonly indicates a feature that affects use or management. For example, Alpha silt loam, 0 to 2 percent slopes, is a phase of the Alpha series. Some map units are made up of two or more major soils or miscellaneous areas. These map units are complexes, associations, or undifferentiated groups. A complex consists of two or more soils or miscellaneous areas in such an intricate pattern or in such small areas that they cannot be shown separately on the maps. The pattern and proportion of the soils or miscellaneous areas are somewhat similar in all areas. Alpha-Beta complex, 0 to 6 percent slopes, is an example. An association is made up of two or more geographically associated soils or miscellaneous areas that are shown as one unit on the maps. Because of present or anticipated uses of the map units in the survey area, it was not considered practical or necessary to map the soils or miscellaneous areas separately. The pattern and relative proportion of the soils or miscellaneous areas are somewhat similar. Alpha- Beta association, 0 to 2 percent slopes, is an example. An undifferentiated group is made up of two or more soils or miscellaneous areas that could be mapped individually but are mapped as one unit because similar interpretations can be made for use and management. The pattern and proportion of the soils or miscellaneous areas in a mapped area are not uniform. An area can be made up of only one of the major soils or miscellaneous areas, or it can be made up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example. Some surveys include miscellaneous areas. Such areas have little or no soil material and support little or no vegetation. Rock outcrop is an example. Custom Soil Resource Report 11 San Diego County Area, California CbB—Carlsbad gravelly loamy sand, 2 to 5 percent slopes Map Unit Setting National map unit symbol: hb98 Elevation: 30 to 300 feet Mean annual precipitation: 10 to 16 inches Frost-free period: 330 to 350 days Farmland classification: Farmland of statewide importance Map Unit Composition Carlsbad and similar soils: 85 percent Minor components: 15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Carlsbad Setting Landform: Hillslopes Landform position (two-dimensional): Backslope Landform position (three-dimensional): Side slope Down-slope shape: Convex Across-slope shape: Convex Parent material: Ferruginous sandstone Typical profile H1 - 0 to 21 inches: gravelly loamy sand H2 - 21 to 36 inches: loamy sand H3 - 36 to 50 inches: indurated Properties and qualities Slope: 2 to 5 percent Depth to restrictive feature: 24 to 40 inches to duripan Natural drainage class: Moderately well drained Runoff class: Very low Capacity of the most limiting layer to transmit water (Ksat): High (1.98 to 5.95 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Available water storage in profile: Very low (about 2.4 inches) Interpretive groups Land capability classification (irrigated): 2e Land capability classification (nonirrigated): 3e Hydrologic Soil Group: B Ecological site: Sandy (1975) (R019XD035CA) Minor Components Chesterton Percent of map unit: 5 percent Marina Percent of map unit: 5 percent Custom Soil Resource Report 12 Unnamed, ponded Percent of map unit: 4 percent Landform: Depressions Unnamed Percent of map unit: 1 percent Landform: Swales LeE—Las Flores loamy fine sand, 15 to 30 percent slopes Map Unit Setting National map unit symbol: hbdd Elevation: 700 feet Mean annual precipitation: 12 inches Mean annual air temperature: 61 degrees F Frost-free period: 300 to 340 days Farmland classification: Not prime farmland Map Unit Composition Las flores and similar soils: 85 percent Minor components: 15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Las Flores Setting Landform: Hillslopes Landform position (two-dimensional): Backslope Landform position (three-dimensional): Side slope Down-slope shape: Convex Across-slope shape: Convex Parent material: Residuum weathered from siliceous calcareous sandstone Typical profile H1 - 0 to 16 inches: loamy fine sand H2 - 16 to 28 inches: sandy clay, clay H2 - 16 to 28 inches: sandy clay, clay H3 - 28 to 38 inches: loamy coarse sand H3 - 28 to 38 inches: weathered bedrock H4 - 38 to 48 inches: H5 - 48 to 52 inches: Properties and qualities Slope: 15 to 30 percent Depth to restrictive feature: 40 to 60 inches to paralithic bedrock Natural drainage class: Moderately well drained Runoff class: Very high Capacity of the most limiting layer to transmit water (Ksat): Very low to moderately low (0.00 to 0.06 in/hr) Depth to water table: More than 80 inches Custom Soil Resource Report 13 Frequency of flooding: None Frequency of ponding: None Sodium adsorption ratio, maximum in profile: 30.0 Available water storage in profile: Low (about 4.2 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 6e Hydrologic Soil Group: D Ecological site: Claypan (1975) (R019XD061CA) Minor Components Huerhuero Percent of map unit: 5 percent Linne Percent of map unit: 5 percent Diablo Percent of map unit: 5 percent MlC—Marina loamy coarse sand, 2 to 9 percent slopes Map Unit Setting National map unit symbol: hbdz Mean annual air temperature: 57 to 61 degrees F Farmland classification: Prime farmland if irrigated Map Unit Composition Marina and similar soils: 85 percent Minor components: 15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Marina Setting Landform: Ridges Down-slope shape: Linear Across-slope shape: Linear Parent material: Eolian sands derived from mixed sources Typical profile H1 - 0 to 10 inches: loamy coarse sand H2 - 10 to 57 inches: loamy sand, loamy coarse sand H2 - 10 to 57 inches: sand, coarse sand H3 - 57 to 60 inches: H3 - 57 to 60 inches: Properties and qualities Slope: 2 to 9 percent Depth to restrictive feature: More than 80 inches Custom Soil Resource Report 14 Natural drainage class: Somewhat excessively drained Runoff class: Medium Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high (0.57 to 1.98 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Salinity, maximum in profile: Nonsaline (0.0 to 2.0 mmhos/cm) Available water storage in profile: Moderate (about 8.7 inches) Interpretive groups Land capability classification (irrigated): 3s Land capability classification (nonirrigated): 4e Hydrologic Soil Group: B Minor Components Carlsbad Percent of map unit: 5 percent Chesterton Percent of map unit: 5 percent Corralitos Percent of map unit: 5 percent Custom Soil Resource Report 15 References American Association of State Highway and Transportation Officials (AASHTO). 2004.Standard specifications for transportation materials and methods of sampling andtesting. 24th edition. American Society for Testing and Materials (ASTM). 2005. Standard classification ofsoils for engineering purposes. ASTM Standard D2487-00. Cowardin, L.M., V. Carter, F.C. Golet, and E.T. LaRoe. 1979. Classification ofwetlands and deep-water habitats of the United States. U.S. Fish and Wildlife ServiceFWS/OBS-79/31. Federal Register. July 13, 1994. Changes in hydric soils of the United States. Federal Register. September 18, 2002. Hydric soils of the United States. Hurt, G.W., and L.M. Vasilas, editors. Version 6.0, 2006. Field indicators of hydric soilsin the United States. National Research Council. 1995. Wetlands: Characteristics and boundaries. Soil Survey Division Staff. 1993. Soil survey manual. Soil Conservation Service. U.S.Department of Agriculture Handbook 18. http://www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/?cid=nrcs142p2_054262 Soil Survey Staff. 1999. Soil taxonomy: A basic system of soil classification for makingand interpreting soil surveys. 2nd edition. Natural Resources Conservation Service,U.S. Department of Agriculture Handbook 436. http://www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/?cid=nrcs142p2_053577 Soil Survey Staff. 2010. Keys to soil taxonomy. 11th edition. U.S. Department ofAgriculture, Natural Resources Conservation Service. http://www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/?cid=nrcs142p2_053580 Tiner, R.W., Jr. 1985. Wetlands of Delaware. U.S. Fish and Wildlife Service andDelaware Department of Natural Resources and Environmental Control, WetlandsSection. United States Army Corps of Engineers, Environmental Laboratory. 1987. Corps ofEngineers wetlands delineation manual. Waterways Experiment Station TechnicalReport Y-87-1. United States Department of Agriculture, Natural Resources Conservation Service.National forestry manual. http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/home/?cid=nrcs142p2_053374 United States Department of Agriculture, Natural Resources Conservation Service.National range and pasture handbook. http://www.nrcs.usda.gov/wps/portal/nrcs/detail/national/landuse/rangepasture/?cid=stelprdb1043084 16 United States Department of Agriculture, Natural Resources Conservation Service. National soil survey handbook, title 430-VI. http://www.nrcs.usda.gov/wps/portal/ nrcs/detail/soils/scientists/?cid=nrcs142p2_054242 United States Department of Agriculture, Natural Resources Conservation Service. 2006. Land resource regions and major land resource areas of the United States, the Caribbean, and the Pacific Basin. U.S. Department of Agriculture Handbook 296. http://www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/? cid=nrcs142p2_053624 United States Department of Agriculture, Soil Conservation Service. 1961. Land capability classification. U.S. Department of Agriculture Handbook 210. http:// www.nrcs.usda.gov/Internet/FSE_DOCUMENTS/nrcs142p2_052290.pdf Custom Soil Resource Report 17 Attachment C Pre-Development Hydrologic Maps (From Phases I and II) Post-Development Hydrologic Maps ' I I I I I I I ✓,:~~ .::. ,, ;;;_,',... ,,,,>46:j .... ~-:,-,----',l--'vl ~ I I MARBRISA -PHASE II I I I I , JY I ~ I ~ SCALE: 1"=100' ---- - - -0 100 ?00 300 400 0 (l&ATTACHID UP l"OR PHMa ■ ~• ROW11 ■ TaBARD. TAKEN FROII POIIT DEVELPOIIENT •fi-K -.IM,-- I THIS MAP IS TAKEN FROM THE POST DEVELOPEMENT DRAINAGE MAP FOR PHASE I THIS MAP IS NOT AN EXACT REPRESENTATION OF THE ACTUAL SITE CONDmON. IT IS A REPRESENTATION OF THE CONDmON OF THE SITE PLANS THAT ARE PERMITED TO THIS POINT. PHASE Ill OF THE PROJECT IS DESIGNED TO PRODUCE I FSS RUNOFF THAN PHASE I AND II OF THE PROJECT. I r- // I I I / I l I I PROJECT BOUNDARY (TYP) Pre-Development Hydrologic Tributary Areas Carlsbad Ranch, Planning Area 5 CARLSBAD, CALIFORNIA Grand Pacific Resorts Date: 11 APRIL 2011 Project Number: 14-100 \ ( \ I PROJECT BOUNDARY (TYP) IEXCELI ENGINEERING LEGEND WATERCOURSE O/REC170N OF FLOW WATERSHED BOUNDARY SUBAREA BOUNDARY NOOE NUMBER ELEVA170N AREA (ACRES) LAND PlANNING CML ENGINEERING SURVEYING Mar Brisa 440 STATE PIACE ESCONDIDO, CA 92029 TEL (760) 745-811 B FAX (760) 745-1890 Phase m I I ' I _:a,, CD (,l'KA'j !XKK! I I / REA/01€ £)(!ST. 30• HOPE SffJRA( ORAIN PIPE ------ 689 699 ,:, ":·,:_;,,:. ::j 0'\\(0\J 0 1a1001 LEGEND OA 11.IGHT LINE/ G/?Af)/NG LIi.i/TS INDICATES TRIBUTARY AREA BOUNDARY. INDICATES EXISTING CONTOUR INDICATES PROPOSED CONTOUR PROPOSED STORM DRAIN PIPE PROPOSED BIO-RETENTION FACILITY PERVIOUS AREA/LANDSCAPE AREA A/C PAVEMENT CONCRETE PAVEMENT OR SIDEWALK BUILDING ENVELOPE DRAINING TO OUTFALL 1 (NODES 1 TO 40 & 100 TO 106) DRAINING TO OUTFALL 2 (NODES 50 TO 76, 76-106 & 107) DRAINING TO OUTFALL 3 (NODES 80 TO 87) FLOW DIRECTION HYDROLOGY NODE HYDROLOGY TRIBUTARY AREA 8/0-RETENllON SWALE llf1H CLEAN OUT EICRY 50 FT SEE G/?Af)/NG PLAN FOR IJETAIL Pre Development Hydro/ogle Tributary AIINIS Ca r ls b a d R a n c h, P la n n i n g A re a 5 CARLaaAo. CALl~OR#IA Grand Pacific Reaorta Data: .J/lff 111: •••• £)(!ST. 12• H.P. PVC WA !ER I.IAIN MarBrisa Phase III /2 /2 • . • I • ~ _ 11 I // . I • , . ' C \, " •. ·.! THIS MAP IS TAKEN FROM THE POST DEVELOPEMENT DRAINAGEMAPFORPHASEH SCALE !"=40' ---- -- -0 40 80 JcO 160 Post-Development Hydrologic Tributary Areas Phase Ill Ca r ls b a d R a n c h, P l a n n i n g A r e a 5 MarBrisa CARLSBAD, CALIFORNIA Grand Pacific Resorts Date: 28 APRIL 2015 Project Number: 14-100 -~--=--- 1.012 ,, • • rP I I -I • • I l L l OUTFALL I I • l ) Id l l ( I l /r ) A 8 TOTi/L ._ PROJECT 80IJNDARY (T'tP} __ -...;...=-----~~------ 1 ----------:::... ----11 --- I I ' J,,AJ \ \ ' , PROJECT-- BOUNDARY (T'tP} - -- -/} 6/J JctJ 18/J i'4/J SUMMARY TABLE PRE-DEVEZOPEI.IENT POST IJEVEl.OPEI.IENT 0100 (CFS} AREA (ACRES} Tc (I.IIN} 0100 (CFS} AREA (ACRES} Tc (I.IIN} 62.8.5 2!.725 9.83 60.78 22.021 14.67 17.84 4.310 7.33 12.61 4.220 8.84 80.69 26.04 73.39 26.24 182.~ I\ II II ----,__ 'A 220AC 708 CFS 1.1/N VALUE-.63_ ~ ~A-5. - 0/Y-14.19 CFS -1 !. 39 1.1/N '(Jf!,~E-•• 63 \.11 USER INPUT FR, I AREA-. R.011'-7.255 Tc-12. 78 1.//, 'ALUE-\6- C :µ • ftJ. 1F, "" ----.:~.,._ ........._-0.1J2A_. -----::: ~-Q_ l.. ~ ----). " ½~--:... f ' 1--r-~r 'f> c.... ~~... ....,__ ___,, ......... ----~ ___.. --------- -..:-...:_--.:-..:....-__ :a,.- PROJECT BOUNDARY (T'tP} (· 2 64 .r LEGEN> WA !ERCOURSE SUOAREA BOUNDARY NOOE NUI.IOER ELEVAllON AREA (ACRES} ./ -----;:::,-- I I ) ---0 x.xxx -- " --,, ..... \..._-_;:~""- ~, '\\\v - --'-- '-~ ~ \ ;:..,..,---r, \ \ / \ \ \ I \ \ \ \ -- \ \ I I I \\ f / ~ ~ 4 ~ ,"7--~A'2-"-----. _ __,.,-' ' 1 « I 11 ;/ 'PUTFR, 'SE/ .694AC // 2.255 ~ VN, .'63 OU7'E'A.££ -'JI .., --==-;::-f@r-.. ~=--/Jll ~c ,:::---~ ~..100 Hll-~66 t:.115' ./ !73.26 ~..too ~=la.I'll t:.115' ;i' ,&.--PROJECT BOUNDARY (T'tP} I EXCELi ENGINEERING wm Pl.ANNING CML ENGINEERING SURVEYING 440 STATE PlACE ESCONDIDO, CA 92029 TEL (760) 745-8118 FAX (760) 745-1890 Attachment D Civil D Pre-Development Hydrology Calculations (From Phases I & II) Outfall A Continued TAKEN FROM HYDROLOGY STUDY PHASE II Page 2 of 18 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 51.000 to Point/Station 53.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 186.500(Ft.) Downstream point/station elevation = 185.430(Ft.) Pipe length = 37.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.656(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 0.656(CFS) Normal flow depth in pipe = 2.67(In.) Flow top width inside pipe = 9.98(In.) Critical Depth = 4.05(In.) Pipe flow velocity = 5.05(Ft/s) Travel time through pipe = 0.12 min. Time of concentration (TC) = 9.24 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 53.000 to Point/Station 53.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 1 in normal stream number 1 Stream flow area = 0.224(Ac.) Runoff from this stream = 0.656(CFS) Time of concentration = 9.24 min. Rainfall intensity = 4.611(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 52.000 to Point/Station 53.000 **** 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 ] (14.5 DU/A or Less ) Impervious value, Ai = 0.500 Sub-Area C Value = 0.630 Initial subarea total flow distance = 202.000(Ft.) Highest elevation = 190.870(Ft.) Lowest elevation = 189.800(Ft.) Elevation difference = 1.070(Ft.) Slope = 0.530 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 50.00 (Ft) for the top area slope value of 0.53 %, in a development type of 14.5 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 7.39 minutes TC = [1.8*(1.1-C)*distance(Ft.)^.5)/(% slope^(1/3)] TC = [1.8*(1.1-0.6300)*( 50.000^.5)/( 0.530^(1/3)]= 7.39 The initial area total distance of 202.00 (Ft.) entered leaves a remaining distance of 152.00 (Ft.) Using Figure 3-4, the travel time for this distance is 2.81 minutes for a distance of 152.00 (Ft.) and a slope of 0.53 % with an elevation difference of 0.81(Ft.) from the end of the top area Tt = [11.9*length(Mi)^3)/(elevation change(Ft.))]^.385 *60(min/hr) = 2.810 Minutes Tt=[(11.9*0.0288^3)/( 0.81)]^.385= 2.81 Total initial area Ti = 7.39 minutes from Figure 3-3 formula plus 2.81 minutes from the Figure 3-4 formula = 10.20 minutes Rainfall intensity (I) = 4.324(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.630 Subarea runoff = 1.891(CFS) Total initial stream area = 0.694(Ac.) Outfall A Continued TAKEN FROM HYDROLOGY STUDY PHASE II Page 3 of 18 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 53.000 to Point/Station 53.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.694(Ac.) Runoff from this stream = 1.891(CFS) Time of concentration = 10.20 min. Rainfall intensity = 4.324(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 0.656 9.24 4.611 2 1.891 10.20 4.324 Qmax(1) = 1.000 * 1.000 * 0.656) + 1.000 * 0.905 * 1.891) + = 2.368 Qmax(2) = 0.938 * 1.000 * 0.656) + 1.000 * 1.000 * 1.891) + = 2.506 Total of 2 streams to confluence: Flow rates before confluence point: 0.656 1.891 Maximum flow rates at confluence using above data: 2.368 2.506 Area of streams before confluence: 0.224 0.694 Results of confluence: Total flow rate = 2.506(CFS) Time of concentration = 10.202 min. Effective stream area after confluence = 0.918(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 53.000 to Point/Station 55.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 185.430(Ft.) Downstream point/station elevation = 185.140(Ft.) Pipe length = 32.70(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 2.506(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 2.506(CFS) Normal flow depth in pipe = 6.18(In.) Flow top width inside pipe = 17.09(In.) Critical Depth = 7.19(In.) Pipe flow velocity = 4.67(Ft/s) Travel time through pipe = 0.12 min. Time of concentration (TC) = 10.32 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 55.000 to Point/Station 55.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ User specified 'C' value of 0.630 given for subarea Time of concentration = 10.32 min. Rainfall intensity = 4.293(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.630 CA = 0.747 Subarea runoff = 0.701(CFS) for 0.268(Ac.) Total runoff = 3.208(CFS) Total area = 1.186(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 55.000 to Point/Station 58.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Outfall A Continued TAKEN FROM HYDROLOGY STUDY PHASE II Page 4 of 18 Upstream point/station elevation = 185.140(Ft.) Downstream point/station elevation = 183.920(Ft.) Pipe length = 187.60(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 3.208(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 3.208(CFS) Normal flow depth in pipe = 7.68(In.) Flow top width inside pipe = 17.80(In.) Critical Depth = 8.18(In.) Pipe flow velocity = 4.46(Ft/s) Travel time through pipe = 0.70 min. Time of concentration (TC) = 11.02 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 58.000 to Point/Station 58.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 1 in normal stream number 1 Stream flow area = 1.186(Ac.) Runoff from this stream = 3.208(CFS) Time of concentration = 11.02 min. Rainfall intensity = 4.115(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 56.000 to Point/Station 57.000 **** 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 ] (14.5 DU/A or Less ) Impervious value, Ai = 0.500 Sub-Area C Value = 0.630 Initial subarea total flow distance = 168.000(Ft.) Highest elevation = 190.200(Ft.) Lowest elevation = 189.330(Ft.) Elevation difference = 0.870(Ft.) Slope = 0.518 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 50.00 (Ft) for the top area slope value of 0.52 %, in a development type of 14.5 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 7.45 minutes TC = [1.8*(1.1-C)*distance(Ft.)^.5)/(% slope^(1/3)] TC = [1.8*(1.1-0.6300)*( 50.000^.5)/( 0.518^(1/3)]= 7.45 The initial area total distance of 168.00 (Ft.) entered leaves a remaining distance of 118.00 (Ft.) Using Figure 3-4, the travel time for this distance is 2.33 minutes for a distance of 118.00 (Ft.) and a slope of 0.52 % with an elevation difference of 0.61(Ft.) from the end of the top area Tt = [11.9*length(Mi)^3)/(elevation change(Ft.))]^.385 *60(min/hr) = 2.333 Minutes Tt=[(11.9*0.0223^3)/( 0.61)]^.385= 2.33 Total initial area Ti = 7.45 minutes from Figure 3-3 formula plus 2.33 minutes from the Figure 3-4 formula = 9.78 minutes Rainfall intensity (I) = 4.444(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.630 Subarea runoff = 0.677(CFS) Total initial stream area = 0.242(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 57.000 to Point/Station 57.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ User specified 'C' value of 0.630 given for subarea Time of concentration = 9.78 min. Rainfall intensity = 4.444(In/Hr) for a 100.0 year storm Outfall A Continued TAKEN FROM HYDROLOGY STUDY PHASE II Page 5 of 18 Effective runoff coefficient used for total area (Q=KCIA) is C = 0.630 CA = 0.307 Subarea runoff = 0.686(CFS) for 0.245(Ac.) Total runoff = 1.363(CFS) Total area = 0.487(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 57.000 to Point/Station 58.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 185.770(Ft.) Downstream point/station elevation = 183.920(Ft.) Pipe length = 6.30(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 1.363(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 1.363(CFS) Normal flow depth in pipe = 2.16(In.) Flow top width inside pipe = 9.22(In.) Critical Depth = 5.93(In.) Pipe flow velocity = 14.19(Ft/s) Travel time through pipe = 0.01 min. Time of concentration (TC) = 9.79 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 58.000 to Point/Station 58.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.487(Ac.) Runoff from this stream = 1.363(CFS) Time of concentration = 9.79 min. Rainfall intensity = 4.441(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 3.208 11.02 4.115 2 1.363 9.79 4.441 Qmax(1) = 1.000 * 1.000 * 3.208) + 0.926 * 1.000 * 1.363) + = 4.471 Qmax(2) = 1.000 * 0.888 * 3.208) + 1.000 * 1.000 * 1.363) + = 4.213 Total of 2 streams to confluence: Flow rates before confluence point: 3.208 1.363 Maximum flow rates at confluence using above data: 4.471 4.213 Area of streams before confluence: 1.186 0.487 Results of confluence: Total flow rate = 4.471(CFS) Time of concentration = 11.020 min. Effective stream area after confluence = 1.673(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 58.000 to Point/Station 61.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 183.920(Ft.) Downstream point/station elevation = 183.610(Ft.) Pipe length = 62.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 4.471(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 4.471(CFS) Normal flow depth in pipe = 10.07(In.) Outfall A Continued TAKEN FROM HYDROLOGY STUDY PHASE II Page 6 of 18 Flow top width inside pipe = 17.87(In.) Critical Depth = 9.75(In.) Pipe flow velocity = 4.40(Ft/s) Travel time through pipe = 0.24 min. Time of concentration (TC) = 11.26 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 61.000 to Point/Station 61.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 1 in normal stream number 1 Stream flow area = 1.673(Ac.) Runoff from this stream = 4.471(CFS) Time of concentration = 11.26 min. Rainfall intensity = 4.059(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 59.000 to Point/Station 60.000 **** 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 ] (14.5 DU/A or Less ) Impervious value, Ai = 0.500 Sub-Area C Value = 0.630 Initial subarea total flow distance = 110.000(Ft.) Highest elevation = 190.600(Ft.) Lowest elevation = 189.650(Ft.) Elevation difference = 0.950(Ft.) Slope = 0.864 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 65.00 (Ft) for the top area slope value of 0.86 %, in a development type of 14.5 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 7.16 minutes TC = [1.8*(1.1-C)*distance(Ft.)^.5)/(% slope^(1/3)] TC = [1.8*(1.1-0.6300)*( 65.000^.5)/( 0.864^(1/3)]= 7.16 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 0.91 minutes for a distance of 45.00 (Ft.) and a slope of 0.86 % with an elevation difference of 0.39(Ft.) from the end of the top area Tt = [11.9*length(Mi)^3)/(elevation change(Ft.))]^.385 *60(min/hr) = 0.912 Minutes Tt=[(11.9*0.0085^3)/( 0.39)]^.385= 0.91 Total initial area Ti = 7.16 minutes from Figure 3-3 formula plus 0.91 minutes from the Figure 3-4 formula = 8.07 minutes Rainfall intensity (I) = 5.029(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.630 Subarea runoff = 0.783(CFS) Total initial stream area = 0.247(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 60.000 to Point/Station 61.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 186.300(Ft.) Downstream point/station elevation = 183.610(Ft.) Pipe length = 89.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.783(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 0.783(CFS) Normal flow depth in pipe = 2.88(In.) Flow top width inside pipe = 10.25(In.) Critical Depth = 4.43(In.) Outfall A Continued TAKEN FROM HYDROLOGY STUDY PHASE II Page 7 of 18 Pipe flow velocity = 5.40(Ft/s) Travel time through pipe = 0.27 min. Time of concentration (TC) = 8.35 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 61.000 to Point/Station 61.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.247(Ac.) Runoff from this stream = 0.783(CFS) Time of concentration = 8.35 min. Rainfall intensity = 4.922(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 4.471 11.26 4.059 2 0.783 8.35 4.922 Qmax(1) = 1.000 * 1.000 * 4.471) + 0.825 * 1.000 * 0.783) + = 5.116 Qmax(2) = 1.000 * 0.742 * 4.471) + 1.000 * 1.000 * 0.783) + = 4.098 Total of 2 streams to confluence: Flow rates before confluence point: 4.471 0.783 Maximum flow rates at confluence using above data: 5.116 4.098 Area of streams before confluence: 1.673 0.247 Results of confluence: Total flow rate = 5.116(CFS) Time of concentration = 11.255 min. Effective stream area after confluence = 1.920(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 61.000 to Point/Station 64.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 183.610(Ft.) Downstream point/station elevation = 183.540(Ft.) Pipe length = 13.20(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 5.116(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 5.116(CFS) Normal flow depth in pipe = 10.77(In.) Flow top width inside pipe = 17.65(In.) Critical Depth = 10.45(In.) Pipe flow velocity = 4.64(Ft/s) Travel time through pipe = 0.05 min. Time of concentration (TC) = 11.30 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 64.000 to Point/Station 64.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 1 in normal stream number 1 Stream flow area = 1.920(Ac.) Runoff from this stream = 5.116(CFS) Time of concentration = 11.30 min. Rainfall intensity = 4.048(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Outfall A Continued TAKEN FROM HYDROLOGY STUDY PHASE II Page 8 of 18 Process from Point/Station 62.000 to Point/Station 63.000 **** 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 ] (14.5 DU/A or Less ) Impervious value, Ai = 0.500 Sub-Area C Value = 0.630 Initial subarea total flow distance = 207.000(Ft.) Highest elevation = 198.700(Ft.) Lowest elevation = 190.420(Ft.) Elevation difference = 8.280(Ft.) Slope = 4.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 4.00 %, in a development type of 14.5 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 5.33 minutes TC = [1.8*(1.1-C)*distance(Ft.)^.5)/(% slope^(1/3)] TC = [1.8*(1.1-0.6300)*( 100.000^.5)/( 4.000^(1/3)]= 5.33 The initial area total distance of 207.00 (Ft.) entered leaves a remaining distance of 107.00 (Ft.) Using Figure 3-4, the travel time for this distance is 0.98 minutes for a distance of 107.00 (Ft.) and a slope of 4.00 % with an elevation difference of 4.28(Ft.) from the end of the top area Tt = [11.9*length(Mi)^3)/(elevation change(Ft.))]^.385 *60(min/hr) = 0.985 Minutes Tt=[(11.9*0.0203^3)/( 4.28)]^.385= 0.98 Total initial area Ti = 5.33 minutes from Figure 3-3 formula plus 0.98 minutes from the Figure 3-4 formula = 6.31 minutes Rainfall intensity (I) = 5.893(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.630 Subarea runoff = 0.791(CFS) Total initial stream area = 0.213(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 63.000 to Point/Station 64.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 185.420(Ft.) Downstream point/station elevation = 183.540(Ft.) Pipe length = 15.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.791(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 0.791(CFS) Normal flow depth in pipe = 2.04(In.) Flow top width inside pipe = 9.01(In.) Critical Depth = 4.45(In.) Pipe flow velocity = 8.95(Ft/s) Travel time through pipe = 0.03 min. Time of concentration (TC) = 6.34 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 64.000 to Point/Station 64.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.213(Ac.) Runoff from this stream = 0.791(CFS) Time of concentration = 6.34 min. Rainfall intensity = 5.876(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) Outfall A Continued TAKEN FROM HYDROLOGY STUDY PHASE II Page 9 of 18 1 5.116 11.30 4.048 2 0.791 6.34 5.876 Qmax(1) = 1.000 * 1.000 * 5.116) + 0.689 * 1.000 * 0.791) + = 5.661 Qmax(2) = 1.000 * 0.561 * 5.116) + 1.000 * 1.000 * 0.791) + = 3.662 Total of 2 streams to confluence: Flow rates before confluence point: 5.116 0.791 Maximum flow rates at confluence using above data: 5.661 3.662 Area of streams before confluence: 1.920 0.213 Results of confluence: Total flow rate = 5.661(CFS) Time of concentration = 11.303 min. Effective stream area after confluence = 2.133(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 64.000 to Point/Station 66.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 183.540(Ft.) Downstream point/station elevation = 182.820(Ft.) Pipe length = 161.50(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 5.661(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 5.661(CFS) Normal flow depth in pipe = 12.26(In.) Flow top width inside pipe = 16.78(In.) Critical Depth = 11.01(In.) Pipe flow velocity = 4.42(Ft/s) Travel time through pipe = 0.61 min. Time of concentration (TC) = 11.91 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 66.000 to Point/Station 66.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 1 in normal stream number 1 Stream flow area = 2.133(Ac.) Runoff from this stream = 5.661(CFS) Time of concentration = 11.91 min. Rainfall intensity = 3.913(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 7.000 to Point/Station 65.000 **** 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 ] (14.5 DU/A or Less ) Impervious value, Ai = 0.500 Sub-Area C Value = 0.630 Initial subarea total flow distance = 101.000(Ft.) Highest elevation = 190.600(Ft.) Lowest elevation = 189.800(Ft.) Elevation difference = 0.800(Ft.) Slope = 0.792 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 65.00 (Ft) for the top area slope value of 0.79 %, in a development type of 14.5 DU/A or Less In Accordance With Figure 3-3 Outfall A Continued TAKEN FROM HYDROLOGY STUDY PHASE II Page 10 of 18 Initial Area Time of Concentration = 7.37 minutes TC = [1.8*(1.1-C)*distance(Ft.)^.5)/(% slope^(1/3)] TC = [1.8*(1.1-0.6300)*( 65.000^.5)/( 0.792^(1/3)]= 7.37 The initial area total distance of 101.00 (Ft.) entered leaves a remaining distance of 36.00 (Ft.) Using Figure 3-4, the travel time for this distance is 0.79 minutes for a distance of 36.00 (Ft.) and a slope of 0.79 % with an elevation difference of 0.29(Ft.) from the end of the top area Tt = [11.9*length(Mi)^3)/(elevation change(Ft.))]^.385 *60(min/hr) = 0.794 Minutes Tt=[(11.9*0.0068^3)/( 0.29)]^.385= 0.79 Total initial area Ti = 7.37 minutes from Figure 3-3 formula plus 0.79 minutes from the Figure 3-4 formula = 8.17 minutes Rainfall intensity (I) = 4.992(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.630 Subarea runoff = 0.887(CFS) Total initial stream area = 0.282(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 65.000 to Point/Station 66.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 186.360(Ft.) Downstream point/station elevation = 182.820(Ft.) Pipe length = 32.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.887(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 0.887(CFS) Normal flow depth in pipe = 2.22(In.) Flow top width inside pipe = 9.32(In.) Critical Depth = 4.73(In.) Pipe flow velocity = 8.86(Ft/s) Travel time through pipe = 0.06 min. Time of concentration (TC) = 8.23 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 66.000 to Point/Station 66.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.282(Ac.) Runoff from this stream = 0.887(CFS) Time of concentration = 8.23 min. Rainfall intensity = 4.969(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 5.661 11.91 3.913 2 0.887 8.23 4.969 Qmax(1) = 1.000 * 1.000 * 5.661) + 0.788 * 1.000 * 0.887) + = 6.359 Qmax(2) = 1.000 * 0.691 * 5.661) + 1.000 * 1.000 * 0.887) + = 4.796 Total of 2 streams to confluence: Flow rates before confluence point: 5.661 0.887 Maximum flow rates at confluence using above data: 6.359 4.796 Area of streams before confluence: 2.133 0.282 Results of confluence: Total flow rate = 6.359(CFS) Time of concentration = 11.912 min. Effective stream area after confluence = 2.415(Ac.) Outfall A Continued TAKEN FROM HYDROLOGY STUDY PHASE II Page 11 of 18 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 66.000 to Point/Station 68.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 182.820(Ft.) Downstream point/station elevation = 182.780(Ft.) Pipe length = 8.50(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 6.359(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 6.359(CFS) Normal flow depth in pipe = 13.13(In.) Flow top width inside pipe = 16.00(In.) Critical Depth = 11.70(In.) Pipe flow velocity = 4.60(Ft/s) Travel time through pipe = 0.03 min. Time of concentration (TC) = 11.94 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 68.000 to Point/Station 68.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 1 in normal stream number 1 Stream flow area = 2.415(Ac.) Runoff from this stream = 6.359(CFS) Time of concentration = 11.94 min. Rainfall intensity = 3.907(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 7.000 to Point/Station 67.000 **** 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 ] (14.5 DU/A or Less ) Impervious value, Ai = 0.500 Sub-Area C Value = 0.630 Initial subarea total flow distance = 120.000(Ft.) Highest elevation = 190.600(Ft.) Lowest elevation = 189.640(Ft.) Elevation difference = 0.960(Ft.) Slope = 0.800 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 65.00 (Ft) for the top area slope value of 0.80 %, in a development type of 14.5 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 7.35 minutes TC = [1.8*(1.1-C)*distance(Ft.)^.5)/(% slope^(1/3)] TC = [1.8*(1.1-0.6300)*( 65.000^.5)/( 0.800^(1/3)]= 7.35 The initial area total distance of 120.00 (Ft.) entered leaves a remaining distance of 55.00 (Ft.) Using Figure 3-4, the travel time for this distance is 1.10 minutes for a distance of 55.00 (Ft.) and a slope of 0.80 % with an elevation difference of 0.44(Ft.) from the end of the top area Tt = [11.9*length(Mi)^3)/(elevation change(Ft.))]^.385 *60(min/hr) = 1.096 Minutes Tt=[(11.9*0.0104^3)/( 0.44)]^.385= 1.10 Total initial area Ti = 7.35 minutes from Figure 3-3 formula plus 1.10 minutes from the Figure 3-4 formula = 8.44 minutes Rainfall intensity (I) = 4.886(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.630 Subarea runoff = 0.532(CFS) Total initial stream area = 0.173(Ac.) Outfall A Continued TAKEN FROM HYDROLOGY STUDY PHASE II Page 12 of 18 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 67.000 to Point/Station 68.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 186.640(Ft.) Downstream point/station elevation = 182.780(Ft.) Pipe length = 8.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.532(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 0.532(CFS) Normal flow depth in pipe = 1.22(In.) Flow top width inside pipe = 7.25(In.) Critical Depth = 3.63(In.) Pipe flow velocity = 12.76(Ft/s) Travel time through pipe = 0.01 min. Time of concentration (TC) = 8.45 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 68.000 to Point/Station 68.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.173(Ac.) Runoff from this stream = 0.532(CFS) Time of concentration = 8.45 min. Rainfall intensity = 4.882(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 6.359 11.94 3.907 2 0.532 8.45 4.882 Qmax(1) = 1.000 * 1.000 * 6.359) + 0.800 * 1.000 * 0.532) + = 6.785 Qmax(2) = 1.000 * 0.708 * 6.359) + 1.000 * 1.000 * 0.532) + = 5.034 Total of 2 streams to confluence: Flow rates before confluence point: 6.359 0.532 Maximum flow rates at confluence using above data: 6.785 5.034 Area of streams before confluence: 2.415 0.173 Results of confluence: Total flow rate = 6.785(CFS) Time of concentration = 11.943 min. Effective stream area after confluence = 2.588(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 68.000 to Point/Station 71.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 182.780(Ft.) Downstream point/station elevation = 181.950(Ft.) Pipe length = 165.50(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 6.785(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 6.785(CFS) Normal flow depth in pipe = 13.50(In.) Flow top width inside pipe = 15.59(In.) Critical Depth = 12.09(In.) Pipe flow velocity = 4.77(Ft/s) Travel time through pipe = 0.58 min. Time of concentration (TC) = 12.52 min. Outfall A Continued TAKEN FROM HYDROLOGY STUDY PHASE II Page 13 of 18 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 71.000 to Point/Station 71.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 1 in normal stream number 1 Stream flow area = 2.588(Ac.) Runoff from this stream = 6.785(CFS) Time of concentration = 12.52 min. Rainfall intensity = 3.789(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 7.000 to Point/Station 70.000 **** 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 ] (14.5 DU/A or Less ) Impervious value, Ai = 0.500 Sub-Area C Value = 0.630 Initial subarea total flow distance = 133.600(Ft.) Highest elevation = 190.600(Ft.) Lowest elevation = 189.500(Ft.) Elevation difference = 1.100(Ft.) Slope = 0.823 % Top of Initial Area Slope adjusted by User to 0.850 % Bottom of Initial Area Slope adjusted by User to 0.850 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 65.00 (Ft) for the top area slope value of 0.85 %, in a development type of 14.5 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 7.20 minutes TC = [1.8*(1.1-C)*distance(Ft.)^.5)/(% slope^(1/3)] TC = [1.8*(1.1-0.6300)*( 65.000^.5)/( 0.850^(1/3)]= 7.20 The initial area total distance of 133.60 (Ft.) entered leaves a remaining distance of 68.60 (Ft.) Using Figure 3-4, the travel time for this distance is 1.27 minutes for a distance of 68.60 (Ft.) and a slope of 0.85 % 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) = 1.270 Minutes Tt=[(11.9*0.0130^3)/( 0.58)]^.385= 1.27 Total initial area Ti = 7.20 minutes from Figure 3-3 formula plus 1.27 minutes from the Figure 3-4 formula = 8.47 minutes Rainfall intensity (I) = 4.876(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.630 Subarea runoff = 0.596(CFS) Total initial stream area = 0.194(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 70.000 to Point/Station 71.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 185.950(Ft.) Downstream point/station elevation = 185.570(Ft.) Pipe length = 38.30(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.596(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 0.596(CFS) Normal flow depth in pipe = 3.33(In.) Flow top width inside pipe = 10.74(In.) Critical Depth = 3.84(In.) Pipe flow velocity = 3.36(Ft/s) Travel time through pipe = 0.19 min. Time of concentration (TC) = 8.66 min. Outfall A Continued TAKEN FROM HYDROLOGY STUDY PHASE II Page 14 of 18 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 71.000 to Point/Station 71.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.194(Ac.) Runoff from this stream = 0.596(CFS) Time of concentration = 8.66 min. Rainfall intensity = 4.807(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 6.785 12.52 3.789 2 0.596 8.66 4.807 Qmax(1) = 1.000 * 1.000 * 6.785) + 0.788 * 1.000 * 0.596) + = 7.255 Qmax(2) = 1.000 * 0.692 * 6.785) + 1.000 * 1.000 * 0.596) + = 5.289 Total of 2 streams to confluence: Flow rates before confluence point: 6.785 0.596 Maximum flow rates at confluence using above data: 7.255 5.289 Area of streams before confluence: 2.588 0.194 Results of confluence: Total flow rate = 7.255(CFS) Time of concentration = 12.521 min. Effective stream area after confluence = 2.782(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 71.000 to Point/Station 76.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 181.950(Ft.) Downstream point/station elevation = 180.960(Ft.) Pipe length = 99.20(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 7.255(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 7.255(CFS) Normal flow depth in pipe = 9.35(In.) Flow top width inside pipe = 23.41(In.) Critical Depth = 11.48(In.) Pipe flow velocity = 6.41(Ft/s) Travel time through pipe = 0.26 min. Time of concentration (TC) = 12.78 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 76.000 to Point/Station 76.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 2.782(Ac.) Runoff from this stream = 7.255(CFS) Time of concentration = 12.78 min. Rainfall intensity = 3.740(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 72.000 to Point/Station 73.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ Outfall A Continued TAKEN FROM HYDROLOGY STUDY PHASE II Page 15 of 18 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 ] (14.5 DU/A or Less ) Impervious value, Ai = 0.500 Sub-Area C Value = 0.630 Initial subarea total flow distance = 63.000(Ft.) Highest elevation = 190.500(Ft.) Lowest elevation = 189.800(Ft.) Elevation difference = 0.700(Ft.) Slope = 1.111 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 65.00 (Ft) for the top area slope value of 1.11 %, in a development type of 14.5 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 6.59 minutes TC = [1.8*(1.1-C)*distance(Ft.)^.5)/(% slope^(1/3)] TC = [1.8*(1.1-0.6300)*( 65.000^.5)/( 1.111^(1/3)]= 6.59 Rainfall intensity (I) = 5.735(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.630 Subarea runoff = 1.142(CFS) Total initial stream area = 0.316(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 73.000 to Point/Station 75.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 187.000(Ft.) Downstream point/station elevation = 183.200(Ft.) Pipe length = 306.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 1.142(CFS) Given pipe size = 8.00(In.) Calculated individual pipe flow = 1.142(CFS) Normal flow depth in pipe = 5.65(In.) Flow top width inside pipe = 7.28(In.) Critical Depth = 6.08(In.) Pipe flow velocity = 4.33(Ft/s) Travel time through pipe = 1.18 min. Time of concentration (TC) = 7.76 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 73.000 to Point/Station 75.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ User specified 'C' value of 0.630 given for subarea Time of concentration = 7.76 min. Rainfall intensity = 5.158(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.630 CA = 0.437 Subarea runoff = 1.113(CFS) for 0.378(Ac.) Total runoff = 2.255(CFS) Total area = 0.694(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 75.000 to Point/Station 75.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ User specified 'C' value of 0.630 given for subarea Time of concentration = 7.76 min. Rainfall intensity = 5.158(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.630 CA = 0.704 Subarea runoff = 1.374(CFS) for 0.423(Ac.) Total runoff = 3.629(CFS) Total area = 1.117(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Outfall A Continued TAKEN FROM HYDROLOGY STUDY PHASE II Page 16 of 18 Process from Point/Station 75.000 to Point/Station 76.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 183.200(Ft.) Downstream point/station elevation = 181.380(Ft.) Pipe length = 186.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 3.629(CFS) Given pipe size = 12.00(In.) NOTE: Normal flow is pressure flow in user selected pipe size. The approximate hydraulic grade line above the pipe invert is 0.607(Ft.) at the headworks or inlet of the pipe(s) Pipe friction loss = 1.930(Ft.) Minor friction loss = 0.497(Ft.) K-factor = 1.50 Pipe flow velocity = 4.62(Ft/s) Travel time through pipe = 0.67 min. Time of concentration (TC) = 8.43 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 76.000 to Point/Station 76.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 1.117(Ac.) Runoff from this stream = 3.629(CFS) Time of concentration = 8.43 min. Rainfall intensity = 4.889(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 7.255 12.78 3.740 2 3.629 8.43 4.889 Qmax(1) = 1.000 * 1.000 * 7.255) + 0.765 * 1.000 * 3.629) + = 10.032 Qmax(2) = 1.000 * 0.660 * 7.255) + 1.000 * 1.000 * 3.629) + = 8.418 Total of 2 main streams to confluence: Flow rates before confluence point: 7.255 3.629 Maximum flow rates at confluence using above data: 10.032 8.418 Area of streams before confluence: 2.782 1.117 Results of confluence: Total flow rate = 10.032(CFS) Time of concentration = 12.779 min. Effective stream area after confluence = 3.899(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 76.000 to Point/Station 106.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 181.380(Ft.) Downstream point/station elevation = 180.640(Ft.) Pipe length = 45.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 10.032(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 10.032(CFS) Normal flow depth in pipe = 9.74(In.) Flow top width inside pipe = 23.57(In.) Critical Depth = 13.59(In.) Pipe flow velocity = 8.39(Ft/s) Outfall A Continued TAKEN FROM HYDROLOGY STUDY PHASE II Page 17 of 18 Travel time through pipe = 0.09 min. Time of concentration (TC) = 12.87 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 106.000 to Point/Station 106.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 1 in normal stream number 1 Stream flow area = 3.899(Ac.) Runoff from this stream = 10.032(CFS) Time of concentration = 12.87 min. Rainfall intensity = 3.723(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 106.000 to Point/Station 106.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** ______________________________________________________________________ User specified 'C' value of 0.630 given for subarea Rainfall intensity (I) = 4.865(In/Hr) for a 100.0 year storm User specified values are as follows: TC = 8.50 min. Rain intensity = 4.86(In/Hr) Total area = 17.600(Ac.) Total runoff = 56.220(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 106.000 to Point/Station 106.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 1 in normal stream number 2 Stream flow area = 17.600(Ac.) Runoff from this stream = 56.220(CFS) Time of concentration = 8.50 min. Rainfall intensity = 4.865(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 10.032 12.87 3.723 2 56.220 8.50 4.865 Qmax(1) = 1.000 * 1.000 * 10.032) + 0.765 * 1.000 * 56.220) + = 53.057 Qmax(2) = 1.000 * 0.661 * 10.032) + 1.000 * 1.000 * 56.220) + = 62.846 Total of 2 streams to confluence: Flow rates before confluence point: 10.032 56.220 Maximum flow rates at confluence using above data: 53.057 62.846 Area of streams before confluence: 3.899 17.600 Results of confluence: Total flow rate = 62.846(CFS) Time of concentration = 8.500 min. Effective stream area after confluence = 21.499(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 106.000 to Point/Station 107.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** ______________________________________________________________________ Estimated mean flow rate at midpoint of channel = 62.887(CFS) Depth of flow = 1.717(Ft.), Average velocity = 4.004(Ft/s) ******* Irregular Channel Data *********** ----------------------------------------------------------------- Outfall A Continued TAKEN FROM HYDROLOGY STUDY PHASE II Page 18 of 18 Information entered for subchannel number 1 : Point number 'X' coordinate 'Y' coordinate 1 0.00 3.70 2 10.30 0.00 3 15.30 0.00 4 27.40 5.90 Manning's 'N' friction factor = 0.035 ----------------------------------------------------------------- Sub-Channel flow = 62.887(CFS) ' ' flow top width = 13.299(Ft.) ' ' velocity= 4.004(Ft/s) ' ' area = 15.706(Sq.Ft) ' ' Froude number = 0.649 Upstream point elevation = 175.700(Ft.) Downstream point elevation = 173.260(Ft.) Flow length = 320.000(Ft.) Travel time = 1.33 min. Time of concentration = 9.83 min. Depth of flow = 1.717(Ft.) Average velocity = 4.004(Ft/s) Total irregular channel flow = 62.887(CFS) Irregular channel normal depth above invert elev. = 1.717(Ft.) Average velocity of channel(s) = 4.004(Ft/s) Adding area flow to channel User specified 'C' value of 0.630 given for subarea The area added to the existing stream causes a a lower flow rate of Q = 60.617(CFS) therefore the upstream flow rate of Q = 62.846(CFS) is being used Rainfall intensity = 4.429(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.630 CA = 13.687 Subarea runoff = 0.000(CFS) for 0.226(Ac.) Total runoff = 62.846(CFS) Total area = 21.725(Ac.) Depth of flow = 1.716(Ft.), Average velocity = 4.003(Ft/s) End of computations, total study area = 21.725 (Ac.) Outfall A TAKEN FROM HYDROLOGY STUDY PHASE II Page 1 of 21 San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c)1991-2004 Version 7.4 Rational method hydrology program based on San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology Study Date: 10/03/11 ------------------------------------------------------------------------ CT 03-02 CARLSBAD RANCH PLANNING AREA 5 - MARBRISA SITE PHASE III 100 YEAR STORM, Pre-DEVELOPMENT OUTFALL A - NODES 1 TO 40, NODES 100 TO 106 ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** ------------------------------------------------------------------------ Program License Serial Number 4012 ------------------------------------------------------------------------ Rational hydrology study storm event year is 100.0 English (in-lb) input data Units used Map data precipitation entered: 6 hour, precipitation(inches) = 2.600 24 hour precipitation(inches) = 4.500 P6/P24 = 57.8% San Diego hydrology manual 'C' values used ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.000 to Point/Station 2.000 **** 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 ] (14.5 DU/A or Less ) Impervious value, Ai = 0.500 Sub-Area C Value = 0.630 Initial subarea total flow distance = 139.000(Ft.) Highest elevation = 199.000(Ft.) Lowest elevation = 194.500(Ft.) Elevation difference = 4.500(Ft.) Slope = 3.237 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 90.00 (Ft) for the top area slope value of 3.24 %, in a development type of 14.5 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 5.43 minutes TC = [1.8*(1.1-C)*distance(Ft.)^.5)/(% slope^(1/3)] TC = [1.8*(1.1-0.6300)*( 90.000^.5)/( 3.237^(1/3)]= 5.43 The initial area total distance of 139.00 (Ft.) entered leaves a remaining distance of 49.00 (Ft.) Using Figure 3-4, the travel time for this distance is 0.59 minutes for a distance of 49.00 (Ft.) and a slope of 3.24 % with an elevation difference of 1.59(Ft.) from the end of the top area Tt = [11.9*length(Mi)^3)/(elevation change(Ft.))]^.385 *60(min/hr) = 0.586 Minutes Tt=[(11.9*0.0093^3)/( 1.59)]^.385= 0.59 Total initial area Ti = 5.43 minutes from Figure 3-3 formula plus 0.59 minutes from the Figure 3-4 formula = 6.01 minutes Rainfall intensity (I) = 6.083(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.630 Subarea runoff = 0.383(CFS) Total initial stream area = 0.100(Ac.) Outfall A TAKEN FROM HYDROLOGY STUDY PHASE II Page 2 of 21 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.000 to Point/Station 101.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 190.500(Ft.) Downstream point/station elevation = 181.130(Ft.) Pipe length = 10.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.383(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 0.383(CFS) Normal flow depth in pipe = 0.89(In.) Flow top width inside pipe = 6.29(In.) Critical Depth = 3.07(In.) Pipe flow velocity = 14.55(Ft/s) Travel time through pipe = 0.01 min. Time of concentration (TC) = 6.02 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 101.000 to Point/Station 101.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 1 in normal stream number 1 Stream flow area = 0.100(Ac.) Runoff from this stream = 0.383(CFS) Time of concentration = 6.02 min. Rainfall intensity = 6.076(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 100.000 to Point/Station 100.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** ______________________________________________________________________ User specified 'C' value of 0.770 given for subarea Rainfall intensity (I) = 6.850(In/Hr) for a 100.0 year storm User specified values are as follows: TC = 5.00 min. Rain intensity = 6.85(In/Hr) Total area = 10.160(Ac.) Total runoff = 45.050(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 100.000 to Point/Station 101.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 182.660(Ft.) Downstream point/station elevation = 181.130(Ft.) Pipe length = 35.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 45.050(CFS) Given pipe size = 36.00(In.) Calculated individual pipe flow = 45.050(CFS) Normal flow depth in pipe = 14.07(In.) Flow top width inside pipe = 35.13(In.) Critical Depth = 26.24(In.) Pipe flow velocity = 17.60(Ft/s) Travel time through pipe = 0.03 min. Time of concentration (TC) = 5.03 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 101.000 to Point/Station 101.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 1 in normal stream number 2 Stream flow area = 10.160(Ac.) Runoff from this stream = 45.050(CFS) Time of concentration = 5.03 min. Outfall A TAKEN FROM HYDROLOGY STUDY PHASE II Page 3 of 21 Rainfall intensity = 6.821(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 0.383 6.02 6.076 2 45.050 5.03 6.821 Qmax(1) = 1.000 * 1.000 * 0.383) + 0.891 * 1.000 * 45.050) + = 40.508 Qmax(2) = 1.000 * 0.836 * 0.383) + 1.000 * 1.000 * 45.050) + = 45.370 Total of 2 streams to confluence: Flow rates before confluence point: 0.383 45.050 Maximum flow rates at confluence using above data: 40.508 45.370 Area of streams before confluence: 0.100 10.160 Results of confluence: Total flow rate = 45.370(CFS) Time of concentration = 5.033 min. Effective stream area after confluence = 10.260(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 101.000 to Point/Station 102.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 181.130(Ft.) Downstream point/station elevation = 180.300(Ft.) Pipe length = 165.34(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 45.370(CFS) Given pipe size = 36.00(In.) Calculated individual pipe flow = 45.370(CFS) Normal flow depth in pipe = 28.31(In.) Flow top width inside pipe = 29.51(In.) Critical Depth = 26.32(In.) Pipe flow velocity = 7.61(Ft/s) Travel time through pipe = 0.36 min. Time of concentration (TC) = 5.40 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 102.000 to Point/Station 102.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 1 in normal stream number 1 Stream flow area = 10.260(Ac.) Runoff from this stream = 45.370(CFS) Time of concentration = 5.40 min. Rainfall intensity = 6.522(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.000 to Point/Station 4.000 **** 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 ] (14.5 DU/A or Less ) Impervious value, Ai = 0.500 Sub-Area C Value = 0.630 Initial subarea total flow distance = 204.000(Ft.) Outfall A TAKEN FROM HYDROLOGY STUDY PHASE II Page 4 of 21 Highest elevation = 196.000(Ft.) Lowest elevation = 190.100(Ft.) Elevation difference = 5.900(Ft.) Slope = 2.892 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 90.00 (Ft) for the top area slope value of 2.89 %, in a development type of 14.5 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 5.63 minutes TC = [1.8*(1.1-C)*distance(Ft.)^.5)/(% slope^(1/3)] TC = [1.8*(1.1-0.6300)*( 90.000^.5)/( 2.892^(1/3)]= 5.63 The initial area total distance of 204.00 (Ft.) entered leaves a remaining distance of 114.00 (Ft.) Using Figure 3-4, the travel time for this distance is 1.17 minutes for a distance of 114.00 (Ft.) and a slope of 2.89 % with an elevation difference of 3.30(Ft.) from the end of the top area Tt = [11.9*length(Mi)^3)/(elevation change(Ft.))]^.385 *60(min/hr) = 1.172 Minutes Tt=[(11.9*0.0216^3)/( 3.30)]^.385= 1.17 Total initial area Ti = 5.63 minutes from Figure 3-3 formula plus 1.17 minutes from the Figure 3-4 formula = 6.81 minutes Rainfall intensity (I) = 5.615(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.630 Subarea runoff = 0.520(CFS) Total initial stream area = 0.147(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.000 to Point/Station 102.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 190.100(Ft.) Downstream point/station elevation = 180.300(Ft.) Pipe length = 6.70(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.520(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 0.520(CFS) Normal flow depth in pipe = 0.92(In.) Flow top width inside pipe = 6.40(In.) Critical Depth = 3.59(In.) Pipe flow velocity = 18.64(Ft/s) Travel time through pipe = 0.01 min. Time of concentration (TC) = 6.81 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 102.000 to Point/Station 102.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.147(Ac.) Runoff from this stream = 0.520(CFS) Time of concentration = 6.81 min. Rainfall intensity = 5.612(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 45.370 5.40 6.522 2 0.520 6.81 5.612 Qmax(1) = 1.000 * 1.000 * 45.370) + 1.000 * 0.792 * 0.520) + = 45.782 Qmax(2) = 0.860 * 1.000 * 45.370) + 1.000 * 1.000 * 0.520) + = 39.558 Total of 2 streams to confluence: Outfall A TAKEN FROM HYDROLOGY STUDY PHASE II Page 5 of 21 Flow rates before confluence point: 45.370 0.520 Maximum flow rates at confluence using above data: 45.782 39.558 Area of streams before confluence: 10.260 0.147 Results of confluence: Total flow rate = 45.782(CFS) Time of concentration = 5.395 min. Effective stream area after confluence = 10.407(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 102.000 to Point/Station 103.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 180.300(Ft.) Downstream point/station elevation = 179.860(Ft.) Pipe length = 88.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 45.782(CFS) Given pipe size = 36.00(In.) Calculated individual pipe flow = 45.782(CFS) Normal flow depth in pipe = 28.59(In.) Flow top width inside pipe = 29.10(In.) Critical Depth = 26.47(In.) Pipe flow velocity = 7.60(Ft/s) Travel time through pipe = 0.19 min. Time of concentration (TC) = 5.59 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 103.000 to Point/Station 103.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 10.407(Ac.) Runoff from this stream = 45.782(CFS) Time of concentration = 5.59 min. Rainfall intensity = 6.376(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 11.000 to Point/Station 12.000 **** 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 ] (14.5 DU/A or Less ) Impervious value, Ai = 0.500 Sub-Area C Value = 0.630 Initial subarea total flow distance = 327.000(Ft.) Highest elevation = 198.200(Ft.) Lowest elevation = 189.400(Ft.) Elevation difference = 8.800(Ft.) Slope = 2.691 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 90.00 (Ft) for the top area slope value of 2.69 %, in a development type of 14.5 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 5.77 minutes TC = [1.8*(1.1-C)*distance(Ft.)^.5)/(% slope^(1/3)] TC = [1.8*(1.1-0.6300)*( 90.000^.5)/( 2.691^(1/3)]= 5.77 The initial area total distance of 327.00 (Ft.) entered leaves a remaining distance of 237.00 (Ft.) Using Figure 3-4, the travel time for this distance is 2.12 minutes for a distance of 237.00 (Ft.) and a slope of 2.69 % Outfall A TAKEN FROM HYDROLOGY STUDY PHASE II Page 6 of 21 with an elevation difference of 6.38(Ft.) from the end of the top area Tt = [11.9*length(Mi)^3)/(elevation change(Ft.))]^.385 *60(min/hr) = 2.117 Minutes Tt=[(11.9*0.0449^3)/( 6.38)]^.385= 2.12 Total initial area Ti = 5.77 minutes from Figure 3-3 formula plus 2.12 minutes from the Figure 3-4 formula = 7.89 minutes Rainfall intensity (I) = 5.106(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.630 Subarea runoff = 0.708(CFS) Total initial stream area = 0.220(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 12.000 to Point/Station 103.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 185.400(Ft.) Downstream point/station elevation = 184.900(Ft.) Pipe length = 47.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.708(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 0.708(CFS) Normal flow depth in pipe = 3.57(In.) Flow top width inside pipe = 10.97(In.) Critical Depth = 4.21(In.) Pipe flow velocity = 3.61(Ft/s) Travel time through pipe = 0.22 min. Time of concentration (TC) = 8.10 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 103.000 to Point/Station 103.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 0.220(Ac.) Runoff from this stream = 0.708(CFS) Time of concentration = 8.10 min. Rainfall intensity = 5.017(In/Hr) Program is now starting with Main Stream No. 3 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 20.000 to Point/Station 21.000 **** 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 ] (14.5 DU/A or Less ) Impervious value, Ai = 0.500 Sub-Area C Value = 0.630 Initial subarea total flow distance = 60.000(Ft.) Highest elevation = 200.000(Ft.) Lowest elevation = 196.000(Ft.) Elevation difference = 4.000(Ft.) Slope = 6.667 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 6.67 %, in a development type of 14.5 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 4.49 minutes TC = [1.8*(1.1-C)*distance(Ft.)^.5)/(% slope^(1/3)] TC = [1.8*(1.1-0.6300)*( 100.000^.5)/( 6.667^(1/3)]= 4.49 Rainfall intensity (I) = 7.337(In/Hr) for a 100.0 year storm Outfall A TAKEN FROM HYDROLOGY STUDY PHASE II Page 7 of 21 Effective runoff coefficient used for area (Q=KCIA) is C = 0.630 Subarea runoff = 0.092(CFS) Total initial stream area = 0.020(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 21.000 to Point/Station 22.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** ______________________________________________________________________ Estimated mean flow rate at midpoint of channel = 1.228(CFS) Depth of flow = 0.146(Ft.), Average velocity = 1.771(Ft/s) ******* Irregular Channel Data *********** ----------------------------------------------------------------- Information entered for subchannel number 1 : Point number 'X' coordinate 'Y' coordinate 1 0.00 0.50 2 0.00 0.00 3 13.00 0.20 Manning's 'N' friction factor = 0.015 ----------------------------------------------------------------- Sub-Channel flow = 1.228(CFS) ' ' flow top width = 9.495(Ft.) ' ' velocity= 1.771(Ft/s) ' ' area = 0.693(Sq.Ft) ' ' Froude number = 1.155 Upstream point elevation = 196.000(Ft.) Downstream point elevation = 190.870(Ft.) Flow length = 480.000(Ft.) Travel time = 4.52 min. Time of concentration = 9.01 min. Depth of flow = 0.146(Ft.) Average velocity = 1.771(Ft/s) Total irregular channel flow = 1.228(CFS) Irregular channel normal depth above invert elev. = 0.146(Ft.) Average velocity of channel(s) = 1.771(Ft/s) Adding area flow to channel 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 ] (14.5 DU/A or Less ) Impervious value, Ai = 0.500 Sub-Area C Value = 0.630 Rainfall intensity = 4.685(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.630 CA = 0.484 Subarea runoff = 2.174(CFS) for 0.748(Ac.) Total runoff = 2.267(CFS) Total area = 0.768(Ac.) Depth of flow = 0.184(Ft.), Average velocity = 2.064(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 22.000 to Point/Station 23.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 186.000(Ft.) Downstream point/station elevation = 185.600(Ft.) Pipe length = 39.10(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 2.267(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 2.267(CFS) Normal flow depth in pipe = 6.90(In.) Flow top width inside pipe = 11.86(In.) Critical Depth = 7.73(In.) Pipe flow velocity = 4.85(Ft/s) Travel time through pipe = 0.13 min. Time of concentration (TC) = 9.15 min. Outfall A TAKEN FROM HYDROLOGY STUDY PHASE II Page 8 of 21 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 23.000 to Point/Station 23.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 3 in normal stream number 1 Stream flow area = 0.768(Ac.) Runoff from this stream = 2.267(CFS) Time of concentration = 9.15 min. Rainfall intensity = 4.640(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 11.000 to Point/Station 30.000 **** 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 ] (14.5 DU/A or Less ) Impervious value, Ai = 0.500 Sub-Area C Value = 0.630 Initial subarea total flow distance = 80.000(Ft.) Highest elevation = 198.200(Ft.) Lowest elevation = 195.000(Ft.) Elevation difference = 3.200(Ft.) Slope = 4.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 4.00 %, in a development type of 14.5 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 5.33 minutes TC = [1.8*(1.1-C)*distance(Ft.)^.5)/(% slope^(1/3)] TC = [1.8*(1.1-0.6300)*( 100.000^.5)/( 4.000^(1/3)]= 5.33 Rainfall intensity (I) = 6.574(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.630 Subarea runoff = 0.112(CFS) Total initial stream area = 0.027(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 30.000 to Point/Station 23.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** ______________________________________________________________________ Estimated mean flow rate at midpoint of channel = 0.509(CFS) Depth of flow = 0.092(Ft.), Average velocity = 1.234(Ft/s) ******* Irregular Channel Data *********** ----------------------------------------------------------------- Information entered for subchannel number 1 : Point number 'X' coordinate 'Y' coordinate 1 0.00 0.50 2 0.00 0.00 3 29.50 0.30 Manning's 'N' friction factor = 0.015 ----------------------------------------------------------------- Sub-Channel flow = 0.509(CFS) ' ' flow top width = 9.007(Ft.) ' ' velocity= 1.234(Ft/s) ' ' area = 0.413(Sq.Ft) ' ' Froude number = 1.016 Upstream point elevation = 195.000(Ft.) Downstream point elevation = 190.530(Ft.) Flow length = 466.000(Ft.) Travel time = 6.30 min. Time of concentration = 11.63 min. Depth of flow = 0.092(Ft.) Average velocity = 1.234(Ft/s) Total irregular channel flow = 0.509(CFS) Irregular channel normal depth above invert elev. = 0.092(Ft.) Outfall A TAKEN FROM HYDROLOGY STUDY PHASE II Page 9 of 21 Average velocity of channel(s) = 1.234(Ft/s) Adding area flow to channel 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 ] (14.5 DU/A or Less ) Impervious value, Ai = 0.500 Sub-Area C Value = 0.630 Rainfall intensity = 3.975(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.630 CA = 0.209 Subarea runoff = 0.717(CFS) for 0.304(Ac.) Total runoff = 0.829(CFS) Total area = 0.331(Ac.) Depth of flow = 0.110(Ft.), Average velocity = 1.394(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 23.000 to Point/Station 23.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 3 in normal stream number 2 Stream flow area = 0.331(Ac.) Runoff from this stream = 0.829(CFS) Time of concentration = 11.63 min. Rainfall intensity = 3.975(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 2.267 9.15 4.640 2 0.829 11.63 3.975 Qmax(1) = 1.000 * 1.000 * 2.267) + 1.000 * 0.787 * 0.829) + = 2.919 Qmax(2) = 0.857 * 1.000 * 2.267) + 1.000 * 1.000 * 0.829) + = 2.771 Total of 2 streams to confluence: Flow rates before confluence point: 2.267 0.829 Maximum flow rates at confluence using above data: 2.919 2.771 Area of streams before confluence: 0.768 0.331 Results of confluence: Total flow rate = 2.919(CFS) Time of concentration = 9.146 min. Effective stream area after confluence = 1.099(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 23.000 to Point/Station 31.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 185.600(Ft.) Downstream point/station elevation = 182.730(Ft.) Pipe length = 110.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 2.919(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 2.919(CFS) Normal flow depth in pipe = 6.05(In.) Flow top width inside pipe = 12.00(In.) Outfall A TAKEN FROM HYDROLOGY STUDY PHASE II Page 10 of 21 Critical Depth = 8.78(In.) Pipe flow velocity = 7.35(Ft/s) Travel time through pipe = 0.25 min. Time of concentration (TC) = 9.40 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 31.000 to Point/Station 31.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 182.730(Ft.) Downstream point/station elevation = 181.550(Ft.) Pipe length = 236.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 2.919(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 2.919(CFS) Normal flow depth in pipe = 6.94(In.) Flow top width inside pipe = 21.77(In.) Critical Depth = 7.14(In.) Pipe flow velocity = 3.87(Ft/s) Travel time through pipe = 1.02 min. Time of concentration (TC) = 10.41 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 32.000 to Point/Station 32.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ 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 ] (14.5 DU/A or Less ) Impervious value, Ai = 0.500 Sub-Area C Value = 0.630 Time of concentration = 10.41 min. Rainfall intensity = 4.268(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.630 CA = 3.028 Subarea runoff = 10.005(CFS) for 3.707(Ac.) Total runoff = 12.924(CFS) Total area = 4.806(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 32.000 to Point/Station 33.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 181.550(Ft.) Downstream point/station elevation = 181.110(Ft.) Pipe length = 88.50(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 12.924(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 12.924(CFS) Normal flow depth in pipe = 16.38(In.) Flow top width inside pipe = 22.34(In.) Critical Depth = 15.51(In.) Pipe flow velocity = 5.65(Ft/s) Travel time through pipe = 0.26 min. Time of concentration (TC) = 10.67 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 33.000 to Point/Station 33.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 3 in normal stream number 1 Stream flow area = 4.806(Ac.) Runoff from this stream = 12.924(CFS) Time of concentration = 10.67 min. Rainfall intensity = 4.201(In/Hr) Outfall A TAKEN FROM HYDROLOGY STUDY PHASE II Page 11 of 21 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 7.000 to Point/Station 15.000 **** 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 ] (14.5 DU/A or Less ) Impervious value, Ai = 0.500 Sub-Area C Value = 0.630 Initial subarea total flow distance = 128.000(Ft.) Highest elevation = 190.600(Ft.) Lowest elevation = 189.550(Ft.) Elevation difference = 1.050(Ft.) Slope = 0.820 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 65.00 (Ft) for the top area slope value of 0.82 %, in a development type of 14.5 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^(1/3)] TC = [1.8*(1.1-0.6300)*( 65.000^.5)/( 0.820^(1/3)]= 7.29 The initial area total distance of 128.00 (Ft.) entered leaves a remaining distance of 63.00 (Ft.) Using Figure 3-4, the travel time for this distance is 1.21 minutes for a distance of 63.00 (Ft.) and a slope of 0.82 % with an elevation difference of 0.52(Ft.) from the end of the top area Tt = [11.9*length(Mi)^3)/(elevation change(Ft.))]^.385 *60(min/hr) = 1.206 Minutes Tt=[(11.9*0.0119^3)/( 0.52)]^.385= 1.21 Total initial area Ti = 7.29 minutes from Figure 3-3 formula plus 1.21 minutes from the Figure 3-4 formula = 8.49 minutes Rainfall intensity (I) = 4.867(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.630 Subarea runoff = 0.411(CFS) Total initial stream area = 0.134(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 15.000 to Point/Station 33.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 185.550(Ft.) Downstream point/station elevation = 185.020(Ft.) Pipe length = 53.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.411(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 0.411(CFS) Normal flow depth in pipe = 2.75(In.) Flow top width inside pipe = 10.09(In.) Critical Depth = 3.18(In.) Pipe flow velocity = 3.02(Ft/s) Travel time through pipe = 0.29 min. Time of concentration (TC) = 8.78 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 33.000 to Point/Station 33.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 3 in normal stream number 2 Stream flow area = 0.134(Ac.) Runoff from this stream = 0.411(CFS) Time of concentration = 8.78 min. Rainfall intensity = 4.762(In/Hr) Summary of stream data: Outfall A TAKEN FROM HYDROLOGY STUDY PHASE II Page 12 of 21 Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 12.924 10.67 4.201 2 0.411 8.78 4.762 Qmax(1) = 1.000 * 1.000 * 12.924) + 0.882 * 1.000 * 0.411) + = 13.286 Qmax(2) = 1.000 * 0.823 * 12.924) + 1.000 * 1.000 * 0.411) + = 11.050 Total of 2 streams to confluence: Flow rates before confluence point: 12.924 0.411 Maximum flow rates at confluence using above data: 13.286 11.050 Area of streams before confluence: 4.806 0.134 Results of confluence: Total flow rate = 13.286(CFS) Time of concentration = 10.672 min. Effective stream area after confluence = 4.940(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 33.000 to Point/Station 35.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 181.110(Ft.) Downstream point/station elevation = 180.300(Ft.) Pipe length = 162.20(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 13.286(CFS) Given pipe size = 30.00(In.) Calculated individual pipe flow = 13.286(CFS) Normal flow depth in pipe = 14.26(In.) Flow top width inside pipe = 29.96(In.) Critical Depth = 14.70(In.) Pipe flow velocity = 5.78(Ft/s) Travel time through pipe = 0.47 min. Time of concentration (TC) = 11.14 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 35.000 to Point/Station 35.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 3 in normal stream number 1 Stream flow area = 4.940(Ac.) Runoff from this stream = 13.286(CFS) Time of concentration = 11.14 min. Rainfall intensity = 4.086(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 34.000 to Point/Station 13.000 **** 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 ] (14.5 DU/A or Less ) Impervious value, Ai = 0.500 Sub-Area C Value = 0.630 Initial subarea total flow distance = 119.000(Ft.) Outfall A TAKEN FROM HYDROLOGY STUDY PHASE II Page 13 of 21 Highest elevation = 190.640(Ft.) Lowest elevation = 189.200(Ft.) Elevation difference = 1.440(Ft.) Slope = 1.210 % 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 14.5 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 6.40 minutes TC = [1.8*(1.1-C)*distance(Ft.)^.5)/(% slope^(1/3)] TC = [1.8*(1.1-0.6300)*( 65.000^.5)/( 1.210^(1/3)]= 6.40 The initial area total distance of 119.00 (Ft.) entered leaves a remaining distance of 54.00 (Ft.) Using Figure 3-4, the travel time for this distance is 0.92 minutes for a distance of 54.00 (Ft.) and a slope of 1.21 % with an elevation difference of 0.65(Ft.) from the end of the top area Tt = [11.9*length(Mi)^3)/(elevation change(Ft.))]^.385 *60(min/hr) = 0.922 Minutes Tt=[(11.9*0.0102^3)/( 0.65)]^.385= 0.92 Total initial area Ti = 6.40 minutes from Figure 3-3 formula plus 0.92 minutes from the Figure 3-4 formula = 7.32 minutes Rainfall intensity (I) = 5.356(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.630 Subarea runoff = 0.337(CFS) Total initial stream area = 0.100(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 13.000 to Point/Station 35.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 185.200(Ft.) Downstream point/station elevation = 180.300(Ft.) Pipe length = 48.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.337(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 0.337(CFS) Normal flow depth in pipe = 1.42(In.) Flow top width inside pipe = 7.74(In.) Critical Depth = 2.87(In.) Pipe flow velocity = 6.46(Ft/s) Travel time through pipe = 0.12 min. Time of concentration (TC) = 7.45 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 35.000 to Point/Station 35.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 3 in normal stream number 2 Stream flow area = 0.100(Ac.) Runoff from this stream = 0.337(CFS) Time of concentration = 7.45 min. Rainfall intensity = 5.298(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5.000 to Point/Station 6.000 **** 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 ] (14.5 DU/A or Less ) Impervious value, Ai = 0.500 Sub-Area C Value = 0.630 Initial subarea total flow distance = 221.000(Ft.) Highest elevation = 191.000(Ft.) Lowest elevation = 189.200(Ft.) Outfall A TAKEN FROM HYDROLOGY STUDY PHASE II Page 14 of 21 Elevation difference = 1.800(Ft.) Slope = 0.814 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 65.00 (Ft) for the top area slope value of 0.81 %, in a development type of 14.5 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^(1/3)] TC = [1.8*(1.1-0.6300)*( 65.000^.5)/( 0.814^(1/3)]= 7.30 The initial area total distance of 221.00 (Ft.) entered leaves a remaining distance of 156.00 (Ft.) Using Figure 3-4, the travel time for this distance is 2.43 minutes for a distance of 156.00 (Ft.) and a slope of 0.81 % with an elevation difference of 1.27(Ft.) from the end of the top area Tt = [11.9*length(Mi)^3)/(elevation change(Ft.))]^.385 *60(min/hr) = 2.431 Minutes Tt=[(11.9*0.0295^3)/( 1.27)]^.385= 2.43 Total initial area Ti = 7.30 minutes from Figure 3-3 formula plus 2.43 minutes from the Figure 3-4 formula = 9.74 minutes Rainfall intensity (I) = 4.457(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.630 Subarea runoff = 0.702(CFS) Total initial stream area = 0.250(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 6.000 to Point/Station 35.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 185.200(Ft.) Downstream point/station elevation = 180.300(Ft.) Pipe length = 5.60(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.702(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 0.702(CFS) Normal flow depth in pipe = 1.21(In.) Flow top width inside pipe = 7.22(In.) Critical Depth = 4.19(In.) Pipe flow velocity = 17.07(Ft/s) Travel time through pipe = 0.01 min. Time of concentration (TC) = 9.74 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 35.000 to Point/Station 35.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 3 in normal stream number 3 Stream flow area = 0.250(Ac.) Runoff from this stream = 0.702(CFS) Time of concentration = 9.74 min. Rainfall intensity = 4.455(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 13.286 11.14 4.086 2 0.337 7.45 5.298 3 0.702 9.74 4.455 Qmax(1) = 1.000 * 1.000 * 13.286) + 0.771 * 1.000 * 0.337) + 0.917 * 1.000 * 0.702) + = 14.190 Qmax(2) = 1.000 * 0.668 * 13.286) + 1.000 * 1.000 * 0.337) + 1.000 * 0.764 * 0.702) + = 9.756 Qmax(3) = 1.000 * 0.874 * 13.286) + Outfall A TAKEN FROM HYDROLOGY STUDY PHASE II Page 15 of 21 0.841 * 1.000 * 0.337) + 1.000 * 1.000 * 0.702) + = 12.604 Total of 3 streams to confluence: Flow rates before confluence point: 13.286 0.337 0.702 Maximum flow rates at confluence using above data: 14.190 9.756 12.604 Area of streams before confluence: 4.940 0.100 0.250 Results of confluence: Total flow rate = 14.190(CFS) Time of concentration = 11.140 min. Effective stream area after confluence = 5.290(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 35.000 to Point/Station 103.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 180.300(Ft.) Downstream point/station elevation = 179.860(Ft.) Pipe length = 88.50(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 14.190(CFS) Given pipe size = 30.00(In.) Calculated individual pipe flow = 14.190(CFS) Normal flow depth in pipe = 14.84(In.) Flow top width inside pipe = 30.00(In.) Critical Depth = 15.21(In.) Pipe flow velocity = 5.86(Ft/s) Travel time through pipe = 0.25 min. Time of concentration (TC) = 11.39 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 103.000 to Point/Station 103.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 3 Stream flow area = 5.290(Ac.) Runoff from this stream = 14.190(CFS) Time of concentration = 11.39 min. Rainfall intensity = 4.028(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 45.782 5.59 6.376 2 0.708 8.10 5.017 3 14.190 11.39 4.028 Qmax(1) = 1.000 * 1.000 * 45.782) + 1.000 * 0.690 * 0.708) + 1.000 * 0.491 * 14.190) + = 53.231 Qmax(2) = 0.787 * 1.000 * 45.782) + 1.000 * 1.000 * 0.708) + 1.000 * 0.711 * 14.190) + = 46.826 Qmax(3) = 0.632 * 1.000 * 45.782) + 0.803 * 1.000 * 0.708) + 1.000 * 1.000 * 14.190) + = 43.678 Total of 3 main streams to confluence: Flow rates before confluence point: 45.782 0.708 14.190 Maximum flow rates at confluence using above data: 53.231 46.826 43.678 Outfall A TAKEN FROM HYDROLOGY STUDY PHASE II Page 16 of 21 Area of streams before confluence: 10.407 0.220 5.290 Results of confluence: Total flow rate = 53.231(CFS) Time of concentration = 5.588 min. Effective stream area after confluence = 15.917(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 103.000 to Point/Station 104.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 179.860(Ft.) Downstream point/station elevation = 179.460(Ft.) Pipe length = 80.20(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 53.231(CFS) Given pipe size = 48.00(In.) Calculated individual pipe flow = 53.231(CFS) Normal flow depth in pipe = 24.70(In.) Flow top width inside pipe = 47.98(In.) Critical Depth = 26.29(In.) Pipe flow velocity = 8.17(Ft/s) Travel time through pipe = 0.16 min. Time of concentration (TC) = 5.75 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 104.000 to Point/Station 104.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 1 in normal stream number 1 Stream flow area = 15.917(Ac.) Runoff from this stream = 53.231(CFS) Time of concentration = 5.75 min. Rainfall intensity = 6.259(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 36.000 to Point/Station 37.000 **** 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 ] (14.5 DU/A or Less ) Impervious value, Ai = 0.500 Sub-Area C Value = 0.630 Initial subarea total flow distance = 120.000(Ft.) Highest elevation = 194.000(Ft.) Lowest elevation = 192.800(Ft.) Elevation difference = 1.200(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 development type of 14.5 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 6.82 minutes TC = [1.8*(1.1-C)*distance(Ft.)^.5)/(% slope^(1/3)] TC = [1.8*(1.1-0.6300)*( 65.000^.5)/( 1.000^(1/3)]= 6.82 The initial area total distance of 120.00 (Ft.) entered leaves a remaining distance of 55.00 (Ft.) Using Figure 3-4, the travel time for this distance is 1.01 minutes for a distance of 55.00 (Ft.) and a slope of 1.00 % 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) = 1.006 Minutes Tt=[(11.9*0.0104^3)/( 0.55)]^.385= 1.01 Outfall A TAKEN FROM HYDROLOGY STUDY PHASE II Page 17 of 21 Total initial area Ti = 6.82 minutes from Figure 3-3 formula plus 1.01 minutes from the Figure 3-4 formula = 7.83 minutes Rainfall intensity (I) = 5.131(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.630 Subarea runoff = 0.420(CFS) Total initial stream area = 0.130(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 37.000 to Point/Station 38.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 192.800(Ft.) Downstream point/station elevation = 187.400(Ft.) Pipe length = 158.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.420(CFS) Given pipe size = 8.00(In.) Calculated individual pipe flow = 0.420(CFS) Normal flow depth in pipe = 2.35(In.) Flow top width inside pipe = 7.29(In.) Critical Depth = 3.63(In.) Pipe flow velocity = 4.91(Ft/s) Travel time through pipe = 0.54 min. Time of concentration (TC) = 8.36 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 37.000 to Point/Station 38.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ User specified 'C' value of 0.630 given for subarea Time of concentration = 8.36 min. Rainfall intensity = 4.916(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.630 CA = 0.208 Subarea runoff = 0.602(CFS) for 0.200(Ac.) Total runoff = 1.022(CFS) Total area = 0.330(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 38.000 to Point/Station 104.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 187.400(Ft.) Downstream point/station elevation = 104.000(Ft.) Pipe length = 192.50(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 1.022(CFS) Given pipe size = 8.00(In.) Calculated individual pipe flow = 1.022(CFS) Normal flow depth in pipe = 1.94(In.) Flow top width inside pipe = 6.85(In.) Critical Depth = 5.76(In.) Pipe flow velocity = 15.67(Ft/s) Travel time through pipe = 0.20 min. Time of concentration (TC) = 8.57 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 38.000 to Point/Station 104.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ User specified 'C' value of 0.630 given for subarea Time of concentration = 8.57 min. Rainfall intensity = 4.840(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.630 CA = 0.476 Subarea runoff = 1.280(CFS) for 0.425(Ac.) Total runoff = 2.302(CFS) Total area = 0.755(Ac.) Outfall A TAKEN FROM HYDROLOGY STUDY PHASE II Page 18 of 21 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 104.000 to Point/Station 104.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.755(Ac.) Runoff from this stream = 2.302(CFS) Time of concentration = 8.57 min. Rainfall intensity = 4.840(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 39.000 to Point/Station 40.000 **** 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 ] (14.5 DU/A or Less ) Impervious value, Ai = 0.500 Sub-Area C Value = 0.630 Initial subarea total flow distance = 95.000(Ft.) Highest elevation = 190.000(Ft.) Lowest elevation = 189.000(Ft.) Elevation difference = 1.000(Ft.) Slope = 1.053 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 65.00 (Ft) for the top area slope value of 1.05 %, in a development type of 14.5 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 6.70 minutes TC = [1.8*(1.1-C)*distance(Ft.)^.5)/(% slope^(1/3)] TC = [1.8*(1.1-0.6300)*( 65.000^.5)/( 1.053^(1/3)]= 6.70 The initial area total distance of 95.00 (Ft.) entered leaves a remaining distance of 30.00 (Ft.) Using Figure 3-4, the travel time for this distance is 0.62 minutes for a distance of 30.00 (Ft.) and a slope of 1.05 % 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) = 0.619 Minutes Tt=[(11.9*0.0057^3)/( 0.32)]^.385= 0.62 Total initial area Ti = 6.70 minutes from Figure 3-3 formula plus 0.62 minutes from the Figure 3-4 formula = 7.32 minutes Rainfall intensity (I) = 5.356(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.630 Subarea runoff = 0.648(CFS) Total initial stream area = 0.192(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 40.000 to Point/Station 41.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 186.050(Ft.) Downstream point/station elevation = 184.970(Ft.) Pipe length = 108.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.648(CFS) Given pipe size = 8.00(In.) Calculated individual pipe flow = 0.648(CFS) Normal flow depth in pipe = 4.17(In.) Flow top width inside pipe = 7.99(In.) Critical Depth = 4.55(In.) Pipe flow velocity = 3.52(Ft/s) Travel time through pipe = 0.51 min. Time of concentration (TC) = 7.83 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 40.000 to Point/Station 41.000 Outfall A TAKEN FROM HYDROLOGY STUDY PHASE II Page 19 of 21 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ User specified 'C' value of 0.630 given for subarea Time of concentration = 7.83 min. Rainfall intensity = 5.128(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.630 CA = 0.231 Subarea runoff = 0.535(CFS) for 0.174(Ac.) Total runoff = 1.182(CFS) Total area = 0.366(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 41.000 to Point/Station 104.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 184.970(Ft.) Downstream point/station elevation = 183.040(Ft.) Pipe length = 195.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 1.182(CFS) Given pipe size = 8.00(In.) Calculated individual pipe flow = 1.182(CFS) Normal flow depth in pipe = 6.44(In.) Flow top width inside pipe = 6.34(In.) Critical Depth = 6.18(In.) Pipe flow velocity = 3.93(Ft/s) Travel time through pipe = 0.83 min. Time of concentration (TC) = 8.66 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 41.000 to Point/Station 104.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ User specified 'C' value of 0.630 given for subarea Time of concentration = 8.66 min. Rainfall intensity = 4.806(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.630 CA = 0.451 Subarea runoff = 0.986(CFS) for 0.350(Ac.) Total runoff = 2.168(CFS) Total area = 0.716(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 104.000 to Point/Station 104.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 1 in normal stream number 3 Stream flow area = 0.716(Ac.) Runoff from this stream = 2.168(CFS) Time of concentration = 8.66 min. Rainfall intensity = 4.806(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 53.231 5.75 6.259 2 2.302 8.57 4.840 3 2.168 8.66 4.806 Qmax(1) = 1.000 * 1.000 * 53.231) + 1.000 * 0.671 * 2.302) + 1.000 * 0.664 * 2.168) + = 56.216 Qmax(2) = 0.773 * 1.000 * 53.231) + 1.000 * 1.000 * 2.302) + 1.000 * 0.989 * 2.168) + = 45.611 Qmax(3) = 0.768 * 1.000 * 53.231) + Outfall A TAKEN FROM HYDROLOGY STUDY PHASE II Page 20 of 21 0.993 * 1.000 * 2.302) + 1.000 * 1.000 * 2.168) + = 45.331 Total of 3 streams to confluence: Flow rates before confluence point: 53.231 2.302 2.168 Maximum flow rates at confluence using above data: 56.216 45.611 45.331 Area of streams before confluence: 15.917 0.755 0.716 Results of confluence: Total flow rate = 56.216(CFS) Time of concentration = 5.752 min. Effective stream area after confluence = 17.388(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 104.000 to Point/Station 105.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 179.430(Ft.) Downstream point/station elevation = 179.240(Ft.) Pipe length = 37.40(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 56.216(CFS) Given pipe size = 48.00(In.) Calculated individual pipe flow = 56.216(CFS) Normal flow depth in pipe = 25.38(In.) Flow top width inside pipe = 47.92(In.) Critical Depth = 27.04(In.) Pipe flow velocity = 8.34(Ft/s) Travel time through pipe = 0.07 min. Time of concentration (TC) = 5.83 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 105.000 to Point/Station 106.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** ______________________________________________________________________ Depth of flow = 1.215(Ft.), Average velocity = 3.036(Ft/s) ******* Irregular Channel Data *********** ----------------------------------------------------------------- Information entered for subchannel number 1 : Point number 'X' coordinate 'Y' coordinate 1 0.00 1.64 2 6.00 0.00 3 11.00 0.00 4 24.98 1.04 5 44.34 10.26 Manning's 'N' friction factor = 0.035 ----------------------------------------------------------------- Sub-Channel flow = 56.217(CFS) ' ' flow top width = 23.790(Ft.) ' ' velocity= 3.036(Ft/s) ' ' area = 18.514(Sq.Ft) ' ' Froude number = 0.607 Upstream point elevation = 179.240(Ft.) Downstream point elevation = 175.700(Ft.) Flow length = 488.800(Ft.) Travel time = 2.68 min. Time of concentration = 8.51 min. Depth of flow = 1.215(Ft.) Average velocity = 3.036(Ft/s) Total irregular channel flow = 56.216(CFS) Irregular channel normal depth above invert elev. = 1.215(Ft.) Average velocity of channel(s) = 3.036(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 105.000 to Point/Station 106.000 **** SUBAREA FLOW ADDITION **** Outfall A TAKEN FROM HYDROLOGY STUDY PHASE II Page 21 of 21 ______________________________________________________________________ User specified 'C' value of 0.630 given for subarea The area added to the existing stream causes a a lower flow rate of Q = 53.897(CFS) therefore the upstream flow rate of Q = 56.216(CFS) is being used Time of concentration = 8.51 min. Rainfall intensity = 4.861(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.630 CA = 11.087 Subarea runoff = 0.000(CFS) for 0.210(Ac.) Total runoff = 56.216(CFS) Total area = 17.598(Ac.) End of computations, total study area = 17.598 (Ac.) 100 YR PRE-DEVELOPMENT CALC (NODES 100 THROUGH 110) TAKEN FROM HYDROLOGY STUDY PHASE I Page 1 of 6 San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c)1991-2012 Version 7.9 Rational method hydrology program based on San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology Study Date: 10/29/15 ------------------------------------------------------------------------ CT 03-02, CARLSBAD RANCH, PLANNING AREA NO. 5 - RESORT SITE PHASE 1 100 YEAR STORM POST-DEVELOPMENT NODES 100 TO 110 ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** ------------------------------------------------------------------------ Program License Serial Number 6312 ------------------------------------------------------------------------ Rational hydrology study storm event year is 100.0 English (in-lb) input data Units used Map data precipitation entered: 6 hour, precipitation(inches) = 2.600 24 hour precipitation(inches) = 4.500 P6/P24 = 57.8% San Diego hydrology manual 'C' values used ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 100.000 to Point/Station 101.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 [COMMERCIAL area type ] (Neighborhod Commercial ) Impervious value, Ai = 0.800 Sub-Area C Value = 0.770 Initial subarea total flow distance = 539.000(Ft.) Highest elevation = 208.900(Ft.) Lowest elevation = 188.300(Ft.) Elevation difference = 20.600(Ft.) Slope = 3.822 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 85.00 (Ft) for the top area slope value of 3.82 %, in a development type of Neighborhod Commercial In Accordance With Figure 3-3 Initial Area Time of Concentration = 3.50 minutes TC = [1.8*(1.1-C)*distance(Ft.)^.5)/(% slope^(1/3)] TC = [1.8*(1.1-0.7700)*( 85.000^.5)/( 3.822^(1/3)]= 3.50 The initial area total distance of 539.00 (Ft.) entered leaves a remaining distance of 454.00 (Ft.) Using Figure 3-4, the travel time for this distance is 3.05 minutes for a distance of 454.00 (Ft.) and a slope of 3.82 % with an elevation difference of 17.35(Ft.) from the end of the top area Tt = [11.9*length(Mi)^3)/(elevation change(Ft.))]^.385 *60(min/hr) = 3.050 Minutes Tt=[(11.9*0.0860^3)/( 17.35)]^.385= 3.05 Total initial area Ti = 3.50 minutes from Figure 3-3 formula plus 3.05 minutes from the Figure 3-4 formula = 6.55 minutes Rainfall intensity (I) = 5.754(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.770 Subarea runoff = 2.570(CFS) Total initial stream area = 0.580(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 101.000 to Point/Station 102.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ 100 YR PRE-DEVELOPMENT CALC (NODES 100 THROUGH 110) TAKEN FROM HYDROLOGY STUDY PHASE I Page 2 of 6 Upstream point/station elevation = 184.300(Ft.) Downstream point/station elevation = 163.540(Ft.) Pipe length = 77.37(Ft.) Slope = 0.2683 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 2.570(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 2.570(CFS) Normal flow depth in pipe = 2.66(In.) Flow top width inside pipe = 12.78(In.) Critical Depth = 7.28(In.) Pipe flow velocity = 15.77(Ft/s) Travel time through pipe = 0.08 min. Time of concentration (TC) = 6.63 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 104.000 to Point/Station 102.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ Rainfall intensity (I) = 5.708(In/Hr) for a 100.0 year storm Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 [COMMERCIAL area type ] (Neighborhod Commercial ) Impervious value, Ai = 0.800 Sub-Area C Value = 0.770 Time of concentration = 6.63 min. Rainfall intensity = 5.708(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.770 CA = 1.016 Subarea runoff = 3.232(CFS) for 0.740(Ac.) Total runoff = 5.801(CFS) Total area = 1.320(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 102.000 to Point/Station 102.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 1.320(Ac.) Runoff from this stream = 5.801(CFS) Time of concentration = 6.63 min. Rainfall intensity = 5.708(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 105.000 to Point/Station 106.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 [COMMERCIAL area type ] (Neighborhod Commercial ) Impervious value, Ai = 0.800 Sub-Area C Value = 0.770 Initial subarea total flow distance = 234.000(Ft.) Highest elevation = 192.000(Ft.) Lowest elevation = 184.000(Ft.) Elevation difference = 8.000(Ft.) Slope = 3.419 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 85.00 (Ft) for the top area slope value of 3.42 %, in a development type of Neighborhod Commercial In Accordance With Figure 3-3 Initial Area Time of Concentration = 3.64 minutes 100 YR PRE-DEVELOPMENT CALC (NODES 100 THROUGH 110) TAKEN FROM HYDROLOGY STUDY PHASE I Page 3 of 6 TC = [1.8*(1.1-C)*distance(Ft.)^.5)/(% slope^(1/3)] TC = [1.8*(1.1-0.7700)*( 85.000^.5)/( 3.419^(1/3)]= 3.64 The initial area total distance of 234.00 (Ft.) entered leaves a remaining distance of 149.00 (Ft.) Using Figure 3-4, the travel time for this distance is 1.35 minutes for a distance of 149.00 (Ft.) and a slope of 3.42 % with an elevation difference of 5.09(Ft.) from the end of the top area Tt = [11.9*length(Mi)^3)/(elevation change(Ft.))]^.385 *60(min/hr) = 1.350 Minutes Tt=[(11.9*0.0282^3)/( 5.09)]^.385= 1.35 Total initial area Ti = 3.64 minutes from Figure 3-3 formula plus 1.35 minutes from the Figure 3-4 formula = 4.99 minutes Calculated TC of 4.985 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 6.850(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.770 Subarea runoff = 1.582(CFS) Total initial stream area = 0.300(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 106.000 to Point/Station 107.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** ______________________________________________________________________ Top of street segment elevation = 184.000(Ft.) End of street segment elevation = 173.900(Ft.) Length of street segment = 165.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 30.000(Ft.) Distance from crown to crossfall grade break = 28.000(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 = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 2.801(CFS) Depth of flow = 0.242(Ft.), Average velocity = 4.571(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 7.358(Ft.) Flow velocity = 4.57(Ft/s) Travel time = 0.60 min. TC = 5.59 min. Adding area flow to street Rainfall intensity (I) = 6.377(In/Hr) for a 100.0 year storm Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 [COMMERCIAL area type ] (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.800 Rainfall intensity = 6.377(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.788 CA = 0.615 Subarea runoff = 2.339(CFS) for 0.480(Ac.) Total runoff = 3.922(CFS) Total area = 0.780(Ac.) Street flow at end of street = 3.922(CFS) Half street flow at end of street = 3.922(CFS) Depth of flow = 0.265(Ft.), Average velocity = 4.940(Ft/s) Flow width (from curb towards crown)= 8.500(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 107.000 to Point/Station 107.000 **** CONFLUENCE OF MINOR STREAMS **** 100 YR PRE-DEVELOPMENT CALC (NODES 100 THROUGH 110) TAKEN FROM HYDROLOGY STUDY PHASE I Page 4 of 6 ______________________________________________________________________ Along Main Stream number: 2 in normal stream number 1 Stream flow area = 0.780(Ac.) Runoff from this stream = 3.922(CFS) Time of concentration = 5.59 min. Rainfall intensity = 6.377(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 108.000 to Point/Station 109.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 [COMMERCIAL area type ] (Neighborhod Commercial ) Impervious value, Ai = 0.800 Sub-Area C Value = 0.770 Initial subarea total flow distance = 572.000(Ft.) Highest elevation = 200.000(Ft.) Lowest elevation = 179.500(Ft.) Elevation difference = 20.500(Ft.) Slope = 3.584 % Top of Initial Area Slope adjusted by User to 3.671 % Bottom of Initial Area Slope adjusted by User to 3.671 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 85.00 (Ft) for the top area slope value of 3.67 %, in a development type of Neighborhod Commercial In Accordance With Figure 3-3 Initial Area Time of Concentration = 3.55 minutes TC = [1.8*(1.1-C)*distance(Ft.)^.5)/(% slope^(1/3)] TC = [1.8*(1.1-0.7700)*( 85.000^.5)/( 3.671^(1/3)]= 3.55 The initial area total distance of 572.00 (Ft.) entered leaves a remaining distance of 487.00 (Ft.) Using Figure 3-4, the travel time for this distance is 3.27 minutes for a distance of 487.00 (Ft.) and a slope of 3.67 % with an elevation difference of 17.88(Ft.) from the end of the top area Tt = [11.9*length(Mi)^3)/(elevation change(Ft.))]^.385 *60(min/hr) = 3.270 Minutes Tt=[(11.9*0.0922^3)/( 17.88)]^.385= 3.27 Total initial area Ti = 3.55 minutes from Figure 3-3 formula plus 3.27 minutes from the Figure 3-4 formula = 6.82 minutes Rainfall intensity (I) = 5.607(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.770 Subarea runoff = 5.354(CFS) Total initial stream area = 1.240(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 109.000 to Point/Station 107.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 177.400(Ft.) Downstream point/station elevation = 168.330(Ft.) Pipe length = 195.48(Ft.) Slope = 0.0464 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 5.354(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 5.354(CFS) Normal flow depth in pipe = 7.38(In.) Flow top width inside pipe = 11.68(In.) Critical Depth = 11.20(In.) Pipe flow velocity = 10.57(Ft/s) Travel time through pipe = 0.31 min. Time of concentration (TC) = 7.13 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 107.000 to Point/Station 107.000 100 YR PRE-DEVELOPMENT CALC (NODES 100 THROUGH 110) TAKEN FROM HYDROLOGY STUDY PHASE I Page 5 of 6 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 2 in normal stream number 2 Stream flow area = 1.240(Ac.) Runoff from this stream = 5.354(CFS) Time of concentration = 7.13 min. Rainfall intensity = 5.450(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 3.922 5.59 6.377 2 5.354 7.13 5.450 Qmax(1) = 1.000 * 1.000 * 3.922) + 1.000 * 0.784 * 5.354) + = 8.118 Qmax(2) = 0.855 * 1.000 * 3.922) + 1.000 * 1.000 * 5.354) + = 8.705 Total of 2 streams to confluence: Flow rates before confluence point: 3.922 5.354 Maximum flow rates at confluence using above data: 8.118 8.705 Area of streams before confluence: 0.780 1.240 Results of confluence: Total flow rate = 8.705(CFS) Time of concentration = 7.128 min. Effective stream area after confluence = 2.020(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 107.000 to Point/Station 102.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 168.000(Ft.) Downstream point/station elevation = 163.540(Ft.) Pipe length = 94.72(Ft.) Slope = 0.0471 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 8.705(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 8.705(CFS) Normal flow depth in pipe = 7.71(In.) Flow top width inside pipe = 17.81(In.) Critical Depth = 13.71(In.) Pipe flow velocity = 12.03(Ft/s) Travel time through pipe = 0.13 min. Time of concentration (TC) = 7.26 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 102.000 to Point/Station 102.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 2.020(Ac.) Runoff from this stream = 8.705(CFS) Time of concentration = 7.26 min. Rainfall intensity = 5.386(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 5.801 6.63 5.708 100 YR PRE-DEVELOPMENT CALC (NODES 100 THROUGH 110) TAKEN FROM HYDROLOGY STUDY PHASE I Page 6 of 6 2 8.705 7.26 5.386 Qmax(1) = 1.000 * 1.000 * 5.801) + 1.000 * 0.914 * 8.705) + = 13.757 Qmax(2) = 0.944 * 1.000 * 5.801) + 1.000 * 1.000 * 8.705) + = 14.180 Total of 2 main streams to confluence: Flow rates before confluence point: 5.801 8.705 Maximum flow rates at confluence using above data: 13.757 14.180 Area of streams before confluence: 1.320 2.020 Results of confluence: Total flow rate = 14.180(CFS) Time of concentration = 7.260 min. Effective stream area after confluence = 3.340(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 102.000 to Point/Station 103.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 163.210(Ft.) Downstream point/station elevation = 162.500(Ft.) Pipe length = 37.46(Ft.) Slope = 0.0190 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 14.180(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 14.180(CFS) Normal flow depth in pipe = 14.44(In.) Flow top width inside pipe = 14.34(In.) Critical Depth = 16.64(In.) Pipe flow velocity = 9.33(Ft/s) Travel time through pipe = 0.07 min. Time of concentration (TC) = 7.33 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 110.000 to Point/Station 103.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ Rainfall intensity (I) = 5.354(In/Hr) for a 100.0 year storm Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 [COMMERCIAL area type ] (Neighborhod Commercial ) Impervious value, Ai = 0.800 Sub-Area C Value = 0.770 Time of concentration = 7.33 min. Rainfall intensity = 5.354(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.773 CA = 3.372 Subarea runoff = 3.872(CFS) for 1.020(Ac.) Total runoff = 18.052(CFS) Total area = 4.360(Ac.) End of computations, total study area = 4.360 (Ac.) Attachment E Civil D Post-Development Hydrology Calculations Outfall B TAKEN FROM HYDROLOGY PHASE II Page 1 of 13 San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c)1991-2004 Version 7.4 Rational method hydrology program based on San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology Study Date: 05/02/05 ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** ------------------------------------------------------------------------ Program License Serial Number 4012 ------------------------------------------------------------------------ Rational hydrology study storm event year is 100.0 English (in-lb) input data Units used Map data precipitation entered: 6 hour, precipitation(inches) = 2.600 24 hour precipitation(inches) = 4.500 P6/P24 = 57.8% San Diego hydrology manual 'C' values used ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 227.000 to Point/Station 228.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 [COMMERCIAL area type ] (Neighborhod Commercial ) Impervious value, Ai = 0.800 Sub-Area C Value = 0.770 Initial subarea total flow distance = 204.000(Ft.) Highest elevation = 242.500(Ft.) Lowest elevation = 226.000(Ft.) Elevation difference = 16.500(Ft.) Slope = 8.088 % 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 Neighborhod Commercial In Accordance With Figure 3-3 Initial Area Time of Concentration = 1.91 minutes TC = [1.8*(1.1-C)*distance(Ft.)^.5)/(% slope^(1/3)] TC = [1.8*(1.1-0.7700)*( 100.000^.5)/( 30.000^(1/3)]= 1.91 The initial area total distance of 204.00 (Ft.) entered leaves a remaining distance of 104.00 (Ft.) Using Figure 3-4, the travel time for this distance is 0.73 minutes for a distance of 104.00 (Ft.) and a slope of 8.09 % with an elevation difference of 8.41(Ft.) from the end of the top area Tt = [11.9*length(Mi)^3)/(elevation change(Ft.))]^.385 *60(min/hr) = 0.735 Minutes Tt=[(11.9*0.0197^3)/( 8.41)]^.385= 0.73 Total initial area Ti = 1.91 minutes from Figure 3-3 formula plus 0.73 minutes from the Figure 3-4 formula = 2.65 minutes Rainfall intensity (I) = 10.326(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.770 Subarea runoff = 1.590(CFS) Total initial stream area = 0.200(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 228.000 to Point/Station 229.000 **** IMPROVED CHANNEL TRAVEL TIME **** ______________________________________________________________________ Upstream point elevation = 226.000(Ft.) Downstream point elevation = 193.100(Ft.) Channel length thru subarea = 623.000(Ft.) Channel base width = 2.000(Ft.) Slope or 'Z' of left channel bank = 3.000 Outfall B TAKEN FROM HYDROLOGY PHASE II Page 2 of 13 Slope or 'Z' of right channel bank = 3.000 Estimated mean flow rate at midpoint of channel = 15.857(CFS) Manning's 'N' = 0.035 Maximum depth of channel = 3.000(Ft.) Flow(q) thru subarea = 15.857(CFS) Depth of flow = 0.689(Ft.), Average velocity = 5.653(Ft/s) Channel flow top width = 6.137(Ft.) Flow Velocity = 5.65(Ft/s) Travel time = 1.84 min. Time of concentration = 4.48 min. Critical depth = 0.844(Ft.) Adding area flow to channel Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 [COMMERCIAL area type ] (Neighborhod Commercial ) Impervious value, Ai = 0.800 Sub-Area C Value = 0.770 Rainfall intensity = 7.350(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.770 CA = 4.089 Subarea runoff = 28.460(CFS) for 5.110(Ac.) Total runoff = 30.050(CFS) Total area = 5.310(Ac.) Depth of flow = 0.935(Ft.), Average velocity = 6.689(Ft/s) Critical depth = 1.156(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 229.000 to Point/Station 229.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 1 in normal stream number 1 Stream flow area = 5.310(Ac.) Runoff from this stream = 30.050(CFS) Time of concentration = 4.48 min. Rainfall intensity = 7.350(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 231.000 to Point/Station 229.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 [COMMERCIAL area type ] (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.800 Initial subarea total flow distance = 829.000(Ft.) Highest elevation = 230.600(Ft.) Lowest elevation = 193.300(Ft.) Elevation difference = 37.300(Ft.) Slope = 4.499 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 90.00 (Ft) for the top area slope value of 4.50 %, in a development type of General Commercial In Accordance With Figure 3-3 Initial Area Time of Concentration = 3.10 minutes TC = [1.8*(1.1-C)*distance(Ft.)^.5)/(% slope^(1/3)] TC = [1.8*(1.1-0.8000)*( 90.000^.5)/( 4.499^(1/3)]= 3.10 The initial area total distance of 829.00 (Ft.) entered leaves a remaining distance of 739.00 (Ft.) Using Figure 3-4, the travel time for this distance is 4.17 minutes for a distance of 739.00 (Ft.) and a slope of 4.50 % with an elevation difference of 33.25(Ft.) from the end of the top area Tt = [11.9*length(Mi)^3)/(elevation change(Ft.))]^.385 *60(min/hr) = 4.169 Minutes Tt=[(11.9*0.1400^3)/( 33.25)]^.385= 4.17 Total initial area Ti = 3.10 minutes from Figure 3-3 formula plus Outfall B TAKEN FROM HYDROLOGY PHASE II Page 3 of 13 4.17 minutes from the Figure 3-4 formula = 7.27 minutes Rainfall intensity (I) = 5.380(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.800 Subarea runoff = 3.486(CFS) Total initial stream area = 0.810(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 229.000 to Point/Station 229.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.810(Ac.) Runoff from this stream = 3.486(CFS) Time of concentration = 7.27 min. Rainfall intensity = 5.380(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 30.050 4.48 7.350 2 3.486 7.27 5.380 Qmax(1) = 1.000 * 1.000 * 30.050) + 1.000 * 0.617 * 3.486) + = 32.200 Qmax(2) = 0.732 * 1.000 * 30.050) + 1.000 * 1.000 * 3.486) + = 25.484 Total of 2 streams to confluence: Flow rates before confluence point: 30.050 3.486 Maximum flow rates at confluence using above data: 32.200 25.484 Area of streams before confluence: 5.310 0.810 Results of confluence: Total flow rate = 32.200(CFS) Time of concentration = 4.483 min. Effective stream area after confluence = 6.120(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 229.000 to Point/Station 230.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 185.320(Ft.) Downstream point/station elevation = 185.010(Ft.) Pipe length = 15.85(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 32.200(CFS) Given pipe size = 24.00(In.) NOTE: Normal flow is pressure flow in user selected pipe size. The approximate hydraulic grade line above the pipe invert is 2.458(Ft.) at the headworks or inlet of the pipe(s) Pipe friction loss = 0.321(Ft.) Minor friction loss = 2.447(Ft.) K-factor = 1.50 Pipe flow velocity = 10.25(Ft/s) Travel time through pipe = 0.03 min. Time of concentration (TC) = 4.51 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 230.000 to Point/Station 230.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 1 in normal stream number 1 Stream flow area = 6.120(Ac.) Runoff from this stream = 32.200(CFS) Time of concentration = 4.51 min. Rainfall intensity = 7.322(In/Hr) Outfall B TAKEN FROM HYDROLOGY PHASE II Page 4 of 13 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 231.000 to Point/Station 232.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 [COMMERCIAL area type ] (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.800 Initial subarea total flow distance = 840.000(Ft.) Highest elevation = 230.600(Ft.) Lowest elevation = 193.300(Ft.) Elevation difference = 37.300(Ft.) Slope = 4.440 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 90.00 (Ft) for the top area slope value of 4.44 %, in a development type of General Commercial In Accordance With Figure 3-3 Initial Area Time of Concentration = 3.12 minutes TC = [1.8*(1.1-C)*distance(Ft.)^.5)/(% slope^(1/3)] TC = [1.8*(1.1-0.8000)*( 90.000^.5)/( 4.440^(1/3)]= 3.12 The initial area total distance of 840.00 (Ft.) entered leaves a remaining distance of 750.00 (Ft.) Using Figure 3-4, the travel time for this distance is 4.24 minutes for a distance of 750.00 (Ft.) and a slope of 4.44 % with an elevation difference of 33.30(Ft.) from the end of the top area Tt = [11.9*length(Mi)^3)/(elevation change(Ft.))]^.385 *60(min/hr) = 4.238 Minutes Tt=[(11.9*0.1420^3)/( 33.30)]^.385= 4.24 Total initial area Ti = 3.12 minutes from Figure 3-3 formula plus 4.24 minutes from the Figure 3-4 formula = 7.35 minutes Rainfall intensity (I) = 5.341(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.800 Subarea runoff = 3.504(CFS) Total initial stream area = 0.820(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 232.000 to Point/Station 230.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 185.520(Ft.) Downstream point/station elevation = 185.010(Ft.) Pipe length = 51.15(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 3.504(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 3.504(CFS) Normal flow depth in pipe = 7.17(In.) Flow top width inside pipe = 17.62(In.) Critical Depth = 8.56(In.) Pipe flow velocity = 5.34(Ft/s) Travel time through pipe = 0.16 min. Time of concentration (TC) = 7.51 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 230.000 to Point/Station 230.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.820(Ac.) Runoff from this stream = 3.504(CFS) Time of concentration = 7.51 min. Rainfall intensity = 5.267(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) Outfall B TAKEN FROM HYDROLOGY PHASE II Page 5 of 13 1 32.200 4.51 7.322 2 3.504 7.51 5.267 Qmax(1) = 1.000 * 1.000 * 32.200) + 1.000 * 0.600 * 3.504) + = 34.302 Qmax(2) = 0.719 * 1.000 * 32.200) + 1.000 * 1.000 * 3.504) + = 26.666 Total of 2 streams to confluence: Flow rates before confluence point: 32.200 3.504 Maximum flow rates at confluence using above data: 34.302 26.666 Area of streams before confluence: 6.120 0.820 Results of confluence: Total flow rate = 34.302(CFS) Time of concentration = 4.509 min. Effective stream area after confluence = 6.940(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 230.000 to Point/Station 233.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 184.670(Ft.) Downstream point/station elevation = 182.990(Ft.) Pipe length = 115.65(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 34.302(CFS) Given pipe size = 24.00(In.) NOTE: Normal flow is pressure flow in user selected pipe size. The approximate hydraulic grade line above the pipe invert is 3.755(Ft.) at the headworks or inlet of the pipe(s) Pipe friction loss = 2.658(Ft.) Minor friction loss = 2.777(Ft.) K-factor = 1.50 Pipe flow velocity = 10.92(Ft/s) Travel time through pipe = 0.18 min. Time of concentration (TC) = 4.69 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 233.000 to Point/Station 233.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 1 in normal stream number 1 Stream flow area = 6.940(Ac.) Runoff from this stream = 34.302(CFS) Time of concentration = 4.69 min. Rainfall intensity = 7.143(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 234.000 to Point/Station 235.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 [COMMERCIAL area type ] (Neighborhod Commercial ) Impervious value, Ai = 0.800 Sub-Area C Value = 0.770 Initial subarea total flow distance = 146.000(Ft.) Highest elevation = 242.000(Ft.) Lowest elevation = 230.500(Ft.) Elevation difference = 11.500(Ft.) Slope = 7.877 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 7.88 %, in a development type of Neighborhod Commercial Outfall B TAKEN FROM HYDROLOGY PHASE II Page 6 of 13 In Accordance With Figure 3-3 Initial Area Time of Concentration = 2.99 minutes TC = [1.8*(1.1-C)*distance(Ft.)^.5)/(% slope^(1/3)] TC = [1.8*(1.1-0.7700)*( 100.000^.5)/( 7.877^(1/3)]= 2.99 The initial area total distance of 146.00 (Ft.) entered leaves a remaining distance of 46.00 (Ft.) Using Figure 3-4, the travel time for this distance is 0.40 minutes for a distance of 46.00 (Ft.) and a slope of 7.88 % with an elevation difference of 3.62(Ft.) from the end of the top area Tt = [11.9*length(Mi)^3)/(elevation change(Ft.))]^.385 *60(min/hr) = 0.396 Minutes Tt=[(11.9*0.0087^3)/( 3.62)]^.385= 0.40 Total initial area Ti = 2.99 minutes from Figure 3-3 formula plus 0.40 minutes from the Figure 3-4 formula = 3.38 minutes Rainfall intensity (I) = 8.816(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.770 Subarea runoff = 0.475(CFS) Total initial stream area = 0.070(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 235.000 to Point/Station 236.000 **** IMPROVED CHANNEL TRAVEL TIME **** ______________________________________________________________________ Upstream point elevation = 230.500(Ft.) Downstream point elevation = 197.700(Ft.) Channel length thru subarea = 727.000(Ft.) Channel base width = 2.000(Ft.) Slope or 'Z' of left channel bank = 4.000 Slope or 'Z' of right channel bank = 4.000 Estimated mean flow rate at midpoint of channel = 7.591(CFS) Manning's 'N' = 0.035 Maximum depth of channel = 3.000(Ft.) Flow(q) thru subarea = 7.591(CFS) Depth of flow = 0.472(Ft.), Average velocity = 4.142(Ft/s) Channel flow top width = 5.773(Ft.) Flow Velocity = 4.14(Ft/s) Travel time = 2.93 min. Time of concentration = 6.31 min. Critical depth = 0.539(Ft.) Adding area flow to channel Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 [COMMERCIAL area type ] (Neighborhod Commercial ) Impervious value, Ai = 0.800 Sub-Area C Value = 0.770 Rainfall intensity = 5.897(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.770 CA = 2.479 Subarea runoff = 14.147(CFS) for 3.150(Ac.) Total runoff = 14.622(CFS) Total area = 3.220(Ac.) Depth of flow = 0.646(Ft.), Average velocity = 4.932(Ft/s) Critical depth = 0.750(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 236.000 to Point/Station 233.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 190.000(Ft.) Downstream point/station elevation = 182.990(Ft.) Pipe length = 72.54(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 14.622(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 14.622(CFS) Normal flow depth in pipe = 8.44(In.) Flow top width inside pipe = 17.96(In.) Critical Depth = 16.76(In.) Pipe flow velocity = 17.97(Ft/s) Travel time through pipe = 0.07 min. Outfall B TAKEN FROM HYDROLOGY PHASE II Page 7 of 13 Time of concentration (TC) = 6.37 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 233.000 to Point/Station 233.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 1 in normal stream number 2 Stream flow area = 3.220(Ac.) Runoff from this stream = 14.622(CFS) Time of concentration = 6.37 min. Rainfall intensity = 5.857(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 34.302 4.69 7.143 2 14.622 6.37 5.857 Qmax(1) = 1.000 * 1.000 * 34.302) + 1.000 * 0.735 * 14.622) + = 45.050 Qmax(2) = 0.820 * 1.000 * 34.302) + 1.000 * 1.000 * 14.622) + = 42.748 Total of 2 streams to confluence: Flow rates before confluence point: 34.302 14.622 Maximum flow rates at confluence using above data: 45.050 42.748 Area of streams before confluence: 6.940 3.220 Results of confluence: Total flow rate = 45.050(CFS) Time of concentration = 4.686 min. Effective stream area after confluence = 10.160(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 233.000 to Point/Station 237.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 182.660(Ft.) Downstream point/station elevation = 179.000(Ft.) Pipe length = 440.77(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 45.050(CFS) Given pipe size = 30.00(In.) NOTE: Normal flow is pressure flow in user selected pipe size. The approximate hydraulic grade line above the pipe invert is 3.617(Ft.) at the headworks or inlet of the pipe(s) Pipe friction loss = 5.315(Ft.) Minor friction loss = 1.962(Ft.) K-factor = 1.50 Pipe flow velocity = 9.18(Ft/s) Travel time through pipe = 0.80 min. Time of concentration (TC) = 5.49 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 237.000 to Point/Station 238.000 **** IMPROVED CHANNEL TRAVEL TIME **** ______________________________________________________________________ Upstream point elevation = 179.000(Ft.) Downstream point elevation = 175.100(Ft.) Channel length thru subarea = 639.000(Ft.) Channel base width = 2.000(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 = 45.896(CFS) Manning's 'N' = 0.015 Maximum depth of channel = 3.000(Ft.) Flow(q) thru subarea = 45.896(CFS) Outfall B TAKEN FROM HYDROLOGY PHASE II Page 8 of 13 Depth of flow = 1.408(Ft.), Average velocity = 6.766(Ft/s) Channel flow top width = 7.633(Ft.) Flow Velocity = 6.77(Ft/s) Travel time = 1.57 min. Time of concentration = 7.06 min. Critical depth = 1.578(Ft.) Adding area flow to channel Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 [COMMERCIAL area type ] (Neighborhod Commercial ) Impervious value, Ai = 0.800 Sub-Area C Value = 0.770 Rainfall intensity = 5.484(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.774 CA = 8.511 Subarea runoff = 1.621(CFS) for 0.830(Ac.) Total runoff = 46.672(CFS) Total area = 10.990(Ac.) Depth of flow = 1.419(Ft.), Average velocity = 6.796(Ft/s) Critical depth = 1.594(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 238.000 to Point/Station 238.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 1 in normal stream number 1 Stream flow area = 10.990(Ac.) Runoff from this stream = 46.672(CFS) Time of concentration = 7.06 min. Rainfall intensity = 5.484(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 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 = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 [COMMERCIAL area type ] (Neighborhod Commercial ) Impervious value, Ai = 0.800 Sub-Area C Value = 0.770 Initial subarea total flow distance = 175.000(Ft.) Highest elevation = 230.000(Ft.) Lowest elevation = 194.500(Ft.) Elevation difference = 35.500(Ft.) Slope = 20.286 % Top of Initial Area Slope adjusted by User to 30.000 % Bottom of Initial Area Slope adjusted by User to 2.000 % 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 Neighborhod Commercial In Accordance With Figure 3-3 Initial Area Time of Concentration = 1.91 minutes TC = [1.8*(1.1-C)*distance(Ft.)^.5)/(% slope^(1/3)] TC = [1.8*(1.1-0.7700)*( 100.000^.5)/( 30.000^(1/3)]= 1.91 The initial area total distance of 175.00 (Ft.) entered leaves a remaining distance of 75.00 (Ft.) Using Figure 3-4, the travel time for this distance is 0.98 minutes for a distance of 75.00 (Ft.) and a slope of 2.00 % with an elevation difference of 1.50(Ft.) from the end of the top area Tt = [11.9*length(Mi)^3)/(elevation change(Ft.))]^.385 *60(min/hr) = 0.978 Minutes Tt=[(11.9*0.0142^3)/( 1.50)]^.385= 0.98 Total initial area Ti = 1.91 minutes from Figure 3-3 formula plus 0.98 minutes from the Figure 3-4 formula = 2.89 minutes Rainfall intensity (I) = 9.756(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.770 Outfall B TAKEN FROM HYDROLOGY PHASE II Page 9 of 13 Subarea runoff = 2.254(CFS) Total initial stream area = 0.300(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 240.000 to Point/Station 241.000 **** IMPROVED CHANNEL TRAVEL TIME **** ______________________________________________________________________ Upstream point elevation = 194.500(Ft.) Downstream point elevation = 181.700(Ft.) Channel length thru subarea = 620.000(Ft.) Channel base width = 2.000(Ft.) Slope or 'Z' of left channel bank = 4.000 Slope or 'Z' of right channel bank = 4.000 Estimated mean flow rate at midpoint of channel = 27.433(CFS) Manning's 'N' = 0.035 Maximum depth of channel = 3.000(Ft.) Flow(q) thru subarea = 27.433(CFS) Depth of flow = 1.031(Ft.), Average velocity = 4.345(Ft/s) Channel flow top width = 10.247(Ft.) Flow Velocity = 4.35(Ft/s) Travel time = 2.38 min. Time of concentration = 5.27 min. Critical depth = 1.016(Ft.) Adding area flow to channel Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 [COMMERCIAL area type ] (Neighborhod Commercial ) Impervious value, Ai = 0.800 Sub-Area C Value = 0.770 Rainfall intensity = 6.623(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.770 CA = 7.931 Subarea runoff = 50.277(CFS) for 10.000(Ac.) Total runoff = 52.530(CFS) Total area = 10.300(Ac.) Depth of flow = 1.370(Ft.), Average velocity = 5.127(Ft/s) Critical depth = 1.375(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 241.000 to Point/Station 238.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 177.000(Ft.) Downstream point/station elevation = 175.100(Ft.) Pipe length = 76.35(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 52.530(CFS) Given pipe size = 30.00(In.) Calculated individual pipe flow = 52.530(CFS) Normal flow depth in pipe = 20.53(In.) Flow top width inside pipe = 27.89(In.) Critical Depth = 27.96(In.) Pipe flow velocity = 14.69(Ft/s) Travel time through pipe = 0.09 min. Time of concentration (TC) = 5.35 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 238.000 to Point/Station 238.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 1 in normal stream number 2 Stream flow area = 10.300(Ac.) Runoff from this stream = 52.530(CFS) Time of concentration = 5.35 min. Rainfall intensity = 6.554(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) Outfall B TAKEN FROM HYDROLOGY PHASE II Page 10 of 13 1 46.672 7.06 5.484 2 52.530 5.35 6.554 Qmax(1) = 1.000 * 1.000 * 46.672) + 0.837 * 1.000 * 52.530) + = 90.622 Qmax(2) = 1.000 * 0.758 * 46.672) + 1.000 * 1.000 * 52.530) + = 87.928 Total of 2 streams to confluence: Flow rates before confluence point: 46.672 52.530 Maximum flow rates at confluence using above data: 90.622 87.928 Area of streams before confluence: 10.990 10.300 Results of confluence: Total flow rate = 90.622(CFS) Time of concentration = 7.060 min. Effective stream area after confluence = 21.290(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 238.000 to Point/Station 242.000 **** IMPROVED CHANNEL TRAVEL TIME **** ______________________________________________________________________ Upstream point elevation = 175.100(Ft.) Downstream point elevation = 175.000(Ft.) Channel length thru subarea = 316.000(Ft.) Channel base width = 6.000(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 = 90.651(CFS) Manning's 'N' = 0.025 Maximum depth of channel = 4.000(Ft.) Flow(q) thru subarea = 90.651(CFS) Depth of flow = 3.740(Ft.), Average velocity = 1.798(Ft/s) Channel flow top width = 20.958(Ft.) Flow Velocity = 1.80(Ft/s) Travel time = 2.93 min. Time of concentration = 9.99 min. Critical depth = 1.594(Ft.) Adding area flow to channel Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 [COMMERCIAL area type ] (Neighborhod Commercial ) Impervious value, Ai = 0.800 Sub-Area C Value = 0.770 The area added to the existing stream causes a a lower flow rate of Q = 73.567(CFS) therefore the upstream flow rate of Q = 90.622(CFS) is being used Rainfall intensity = 4.384(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.772 CA = 16.781 Subarea runoff = 0.000(CFS) for 0.440(Ac.) Total runoff = 90.622(CFS) Total area = 21.730(Ac.) Depth of flow = 3.739(Ft.), Average velocity = 1.798(Ft/s) Critical depth = 1.594(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 242.000 to Point/Station 222.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 168.610(Ft.) Downstream point/station elevation = 167.920(Ft.) Pipe length = 33.95(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 90.622(CFS) Outfall B TAKEN FROM HYDROLOGY PHASE II Page 11 of 13 Given pipe size = 36.00(In.) Calculated individual pipe flow = 90.622(CFS) Normal flow depth in pipe = 28.08(In.) Flow top width inside pipe = 29.83(In.) Critical Depth = 34.20(In.) Pipe flow velocity = 15.31(Ft/s) Travel time through pipe = 0.04 min. Time of concentration (TC) = 10.03 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 222.000 to Point/Station 222.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 21.730(Ac.) Runoff from this stream = 90.622(CFS) Time of concentration = 10.03 min. Rainfall intensity = 4.374(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 243.000 to Point/Station 222.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 [COMMERCIAL area type ] (Neighborhod Commercial ) Impervious value, Ai = 0.800 Sub-Area C Value = 0.770 Initial subarea total flow distance = 1045.000(Ft.) Highest elevation = 227.000(Ft.) Lowest elevation = 176.500(Ft.) Elevation difference = 50.500(Ft.) Slope = 4.833 % 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 Neighborhod Commercial In Accordance With Figure 3-3 Initial Area Time of Concentration = 1.91 minutes TC = [1.8*(1.1-C)*distance(Ft.)^.5)/(% slope^(1/3)] TC = [1.8*(1.1-0.7700)*( 100.000^.5)/( 30.000^(1/3)]= 1.91 The initial area total distance of 1045.00 (Ft.) entered leaves a remaining distance of 945.00 (Ft.) Using Figure 3-4, the travel time for this distance is 4.90 minutes for a distance of 945.00 (Ft.) and a slope of 4.83 % with an elevation difference of 45.67(Ft.) from the end of the top area Tt = [11.9*length(Mi)^3)/(elevation change(Ft.))]^.385 *60(min/hr) = 4.901 Minutes Tt=[(11.9*0.1790^3)/( 45.67)]^.385= 4.90 Total initial area Ti = 1.91 minutes from Figure 3-3 formula plus 4.90 minutes from the Figure 3-4 formula = 6.81 minutes Rainfall intensity (I) = 5.611(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.770 Subarea runoff = 10.283(CFS) Total initial stream area = 2.380(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 222.000 to Point/Station 222.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 2.380(Ac.) Runoff from this stream = 10.283(CFS) Time of concentration = 6.81 min. Outfall B TAKEN FROM HYDROLOGY PHASE II Page 12 of 13 Rainfall intensity = 5.611(In/Hr) Program is now starting with Main Stream No. 3 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 222.000 to Point/Station 222.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** ______________________________________________________________________ User specified 'C' value of 0.760 given for subarea Rainfall intensity (I) = 6.472(In/Hr) for a 100.0 year storm User specified values are as follows: TC = 5.46 min. Rain intensity = 6.47(In/Hr) Total area = 12.780(Ac.) Total runoff = 65.167(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 222.000 to Point/Station 222.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 3 Stream flow area = 12.780(Ac.) Runoff from this stream = 65.167(CFS) Time of concentration = 5.46 min. Rainfall intensity = 6.472(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 90.622 10.03 4.374 2 10.283 6.81 5.611 3 65.167 5.46 6.472 Qmax(1) = 1.000 * 1.000 * 90.622) + 0.779 * 1.000 * 10.283) + 0.676 * 1.000 * 65.167) + = 142.673 Qmax(2) = 1.000 * 0.680 * 90.622) + 1.000 * 1.000 * 10.283) + 0.867 * 1.000 * 65.167) + = 128.360 Qmax(3) = 1.000 * 0.545 * 90.622) + 1.000 * 0.801 * 10.283) + 1.000 * 1.000 * 65.167) + = 122.763 Total of 3 main streams to confluence: Flow rates before confluence point: 90.622 10.283 65.167 Maximum flow rates at confluence using above data: 142.673 128.360 122.763 Area of streams before confluence: 21.730 2.380 12.780 Results of confluence: Total flow rate = 142.673(CFS) Time of concentration = 10.025 min. Effective stream area after confluence = 36.890(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 222.000 to Point/Station 244.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 167.590(Ft.) Downstream point/station elevation = 167.270(Ft.) Pipe length = 15.73(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 142.673(CFS) Given pipe size = 36.00(In.) NOTE: Normal flow is pressure flow in user selected pipe size. The approximate hydraulic grade line above the pipe invert is Outfall B TAKEN FROM HYDROLOGY PHASE II Page 13 of 13 9.889(Ft.) at the headworks or inlet of the pipe(s) Pipe friction loss = 0.720(Ft.) Minor friction loss = 9.489(Ft.) K-factor = 1.50 Pipe flow velocity = 20.18(Ft/s) Travel time through pipe = 0.01 min. Time of concentration (TC) = 10.04 min. End of computations, total study area = 36.890 (Ac.) 100 YR POST-DEVELOPMENT CALC (Outfall A) 4-28-15 Page 1 of 31 San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c)1991-2012 Version 7.9 Rational method hydrology program based on San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology Study Date: 04/28/15 ------------------------------------------------------------------------ PLANNING AREA NO. 5 - RESORT SITE PHASE III 100 YEAR STORM POST-DEVELOPMENT Outfall A ------------------------------------------------------------------------ Program License Serial Number 6312 ------------------------------------------------------------------------ Rational hydrology study storm event year is 100.0 English (in-lb) input data Units used Map data precipitation entered: 6 hour, precipitation(inches) = 2.600 24 hour precipitation(inches) = 4.500 P6/P24 = 57.8% San Diego hydrology manual 'C' values used ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 301.000 to Point/Station 301.100 **** 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 ] (14.5 DU/A or Less ) Impervious value, Ai = 0.500 Sub-Area C Value = 0.630 Initial subarea total flow distance = 66.000(Ft.) Highest elevation = 220.000(Ft.) Lowest elevation = 214.500(Ft.) Elevation difference = 5.500(Ft.) Slope = 8.333 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 8.33 %, in a development type of 14.5 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 4.17 minutes TC = [1.8*(1.1-C)*distance(Ft.)^.5)/(% slope^(1/3)] TC = [1.8*(1.1-0.6300)*( 100.000^.5)/( 8.333^(1/3)]= 4.17 Calculated TC of 4.173 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 6.850(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.630 Subarea runoff = 0.263(CFS) Total initial stream area = 0.061(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 301.100 to Point/Station 302.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** ______________________________________________________________________ Estimated mean flow rate at midpoint of channel = 0.958(CFS) ******* Irregular Channel Data *********** ----------------------------------------------------------------- Information entered for subchannel number 1 : 100 YR POST-DEVELOPMENT CALC (Outfall A) 4-28-15 Page 2 of 31 Point number 'X' coordinate 'Y' coordinate 1 0.00 0.12 2 1.50 0.00 3 3.00 0.12 Manning's 'N' friction factor = 0.015 ----------------------------------------------------------------- Sub-Channel flow = 0.380(CFS) ' ' flow top width = 3.000(Ft.) ' ' velocity= 2.113(Ft/s) ' ' area = 0.180(Sq.Ft) ' ' Froude number = 1.520 Upstream point elevation = 214.500(Ft.) Downstream point elevation = 211.000(Ft.) Flow length = 180.000(Ft.) Travel time = 0.56 min. Time of concentration = 4.74 min. Depth of flow = 0.120(Ft.) Average velocity = 5.323(Ft/s) Total irregular channel flow = 0.958(CFS) Irregular channel normal depth above invert elev. = 0.120(Ft.) Average velocity of channel(s) = 5.323(Ft/s) Adding area flow to channel Calculated TC of 4.737 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 6.850(In/Hr) for a 100.0 year storm User specified 'C' value of 0.630 given for subarea Rainfall intensity = 6.850(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.630 CA = 0.241 Subarea runoff = 1.390(CFS) for 0.322(Ac.) Total runoff = 1.653(CFS) Total area = 0.383(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 302.000 to Point/Station 303.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 202.640(Ft.) Downstream point/station elevation = 202.260(Ft.) Pipe length = 71.00(Ft.) Slope = 0.0054 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 1.653(CFS) Nearest computed pipe diameter = 12.00(In.) Calculated individual pipe flow = 1.653(CFS) Normal flow depth in pipe = 6.94(In.) Flow top width inside pipe = 11.85(In.) Critical Depth = 6.55(In.) Pipe flow velocity = 3.51(Ft/s) Travel time through pipe = 0.34 min. Time of concentration (TC) = 5.07 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 303.000 to Point/Station 303.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ Rainfall intensity (I) = 6.786(In/Hr) for a 100.0 year storm User specified 'C' value of 0.630 given for subarea Time of concentration = 5.07 min. Rainfall intensity = 6.786(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.630 CA = 0.490 Subarea runoff = 1.673(CFS) for 0.395(Ac.) Total runoff = 3.326(CFS) Total area = 0.778(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 303.000 to Point/Station 304.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** 100 YR POST-DEVELOPMENT CALC (Outfall A) 4-28-15 Page 3 of 31 ______________________________________________________________________ Upstream point/station elevation = 202.260(Ft.) Downstream point/station elevation = 201.730(Ft.) Pipe length = 75.00(Ft.) Slope = 0.0071 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 3.326(CFS) Nearest computed pipe diameter = 15.00(In.) Calculated individual pipe flow = 3.326(CFS) Normal flow depth in pipe = 8.48(In.) Flow top width inside pipe = 14.87(In.) Critical Depth = 8.82(In.) Pipe flow velocity = 4.65(Ft/s) Travel time through pipe = 0.27 min. Time of concentration (TC) = 5.34 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 304.000 to Point/Station 304.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ Rainfall intensity (I) = 6.564(In/Hr) for a 100.0 year storm User specified 'C' value of 0.630 given for subarea Time of concentration = 5.34 min. Rainfall intensity = 6.564(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.630 CA = 0.641 Subarea runoff = 0.883(CFS) for 0.240(Ac.) Total runoff = 4.210(CFS) Total area = 1.018(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 304.000 to Point/Station 305.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 201.730(Ft.) Downstream point/station elevation = 201.210(Ft.) Pipe length = 49.00(Ft.) Slope = 0.0106 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 4.210(CFS) Nearest computed pipe diameter = 15.00(In.) Calculated individual pipe flow = 4.210(CFS) Normal flow depth in pipe = 8.66(In.) Flow top width inside pipe = 14.82(In.) Critical Depth = 9.97(In.) Pipe flow velocity = 5.74(Ft/s) Travel time through pipe = 0.14 min. Time of concentration (TC) = 5.48 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 305.000 to Point/Station 305.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ Rainfall intensity (I) = 6.454(In/Hr) for a 100.0 year storm User specified 'C' value of 0.630 given for subarea Time of concentration = 5.48 min. Rainfall intensity = 6.454(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.630 CA = 0.925 Subarea runoff = 1.759(CFS) for 0.450(Ac.) Total runoff = 5.969(CFS) Total area = 1.468(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 305.000 to Point/Station 306.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 201.210(Ft.) Downstream point/station elevation = 193.500(Ft.) Pipe length = 140.00(Ft.) Slope = 0.0551 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 5.969(CFS) 100 YR POST-DEVELOPMENT CALC (Outfall A) 4-28-15 Page 4 of 31 Nearest computed pipe diameter = 12.00(In.) Calculated individual pipe flow = 5.969(CFS) Normal flow depth in pipe = 7.50(In.) Flow top width inside pipe = 11.62(In.) Critical depth could not be calculated. Pipe flow velocity = 11.57(Ft/s) Travel time through pipe = 0.20 min. Time of concentration (TC) = 5.69 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 306.000 to Point/Station 306.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ Rainfall intensity (I) = 6.305(In/Hr) for a 100.0 year storm User specified 'C' value of 0.630 given for subarea Time of concentration = 5.69 min. Rainfall intensity = 6.305(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.630 CA = 1.537 Subarea runoff = 3.723(CFS) for 0.972(Ac.) Total runoff = 9.692(CFS) Total area = 2.440(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 306.000 to Point/Station 306.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ Rainfall intensity (I) = 6.305(In/Hr) for a 100.0 year storm User specified 'C' value of 0.630 given for subarea Time of concentration = 5.69 min. Rainfall intensity = 6.305(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.630 CA = 1.634 Subarea runoff = 0.608(CFS) for 0.153(Ac.) Total runoff = 10.300(CFS) Total area = 2.593(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 306.000 to Point/Station 324.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 190.280(Ft.) Downstream point/station elevation = 190.000(Ft.) Pipe length = 54.00(Ft.) Slope = 0.0052 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 10.300(CFS) Nearest computed pipe diameter = 21.00(In.) Calculated individual pipe flow = 10.300(CFS) Normal flow depth in pipe = 15.61(In.) Flow top width inside pipe = 18.35(In.) Critical Depth = 14.36(In.) Pipe flow velocity = 5.37(Ft/s) Travel time through pipe = 0.17 min. Time of concentration (TC) = 5.85 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 324.000 to Point/Station 324.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 2.593(Ac.) Runoff from this stream = 10.300(CFS) Time of concentration = 5.85 min. Rainfall intensity = 6.188(In/Hr) Program is now starting with Main Stream No. 2 100 YR POST-DEVELOPMENT CALC (Outfall A) 4-28-15 Page 5 of 31 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 313.000 to Point/Station 314.000 **** 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 ] (14.5 DU/A or Less ) Impervious value, Ai = 0.500 Sub-Area C Value = 0.630 Initial subarea total flow distance = 107.000(Ft.) Highest elevation = 240.000(Ft.) Lowest elevation = 222.000(Ft.) Elevation difference = 18.000(Ft.) Slope = 16.822 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 16.82 %, in a development type of 14.5 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 3.30 minutes TC = [1.8*(1.1-C)*distance(Ft.)^.5)/(% slope^(1/3)] TC = [1.8*(1.1-0.6300)*( 100.000^.5)/( 16.822^(1/3)]= 3.30 The initial area total distance of 107.00 (Ft.) entered leaves a remaining distance of 7.00 (Ft.) Using Figure 3-4, the travel time for this distance is 0.07 minutes for a distance of 7.00 (Ft.) and a slope of 16.82 % with an elevation difference of 1.18(Ft.) from the end of the top area Tt = [11.9*length(Mi)^3)/(elevation change(Ft.))]^.385 *60(min/hr) = 0.069 Minutes Tt=[(11.9*0.0013^3)/( 1.18)]^.385= 0.07 Total initial area Ti = 3.30 minutes from Figure 3-3 formula plus 0.07 minutes from the Figure 3-4 formula = 3.37 minutes Calculated TC of 3.371 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 6.850(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.630 Subarea runoff = 0.561(CFS) Total initial stream area = 0.130(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 314.000 to Point/Station 315.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** ______________________________________________________________________ Estimated mean flow rate at midpoint of channel = 2.050(CFS) Depth of flow = 0.205(Ft.), Average velocity = 2.512(Ft/s) ******* Irregular Channel Data *********** ----------------------------------------------------------------- Information entered for subchannel number 1 : Point number 'X' coordinate 'Y' coordinate 1 0.00 0.31 2 16.50 0.13 3 18.00 0.00 4 19.50 0.13 5 44.00 0.63 Manning's 'N' friction factor = 0.015 ----------------------------------------------------------------- Sub-Channel flow = 2.050(CFS) ' ' flow top width = 13.556(Ft.) ' ' velocity= 2.512(Ft/s) ' ' area = 0.816(Sq.Ft) ' ' Froude number = 1.804 Upstream point elevation = 222.000(Ft.) Downstream point elevation = 216.000(Ft.) Flow length = 220.000(Ft.) Travel time = 1.46 min. 100 YR POST-DEVELOPMENT CALC (Outfall A) 4-28-15 Page 6 of 31 Time of concentration = 4.83 min. Depth of flow = 0.205(Ft.) Average velocity = 2.512(Ft/s) Total irregular channel flow = 2.050(CFS) Irregular channel normal depth above invert elev. = 0.205(Ft.) Average velocity of channel(s) = 2.512(Ft/s) Adding area flow to channel Calculated TC of 4.831 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 6.850(In/Hr) for a 100.0 year storm User specified 'C' value of 0.630 given for subarea Rainfall intensity = 6.850(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.630 CA = 0.517 Subarea runoff = 2.978(CFS) for 0.690(Ac.) Total runoff = 3.539(CFS) Total area = 0.820(Ac.) Depth of flow = 0.233(Ft.), Average velocity = 2.820(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 315.000 to Point/Station 316.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 213.070(Ft.) Downstream point/station elevation = 208.970(Ft.) Pipe length = 132.00(Ft.) Slope = 0.0311 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 3.539(CFS) Nearest computed pipe diameter = 12.00(In.) Calculated individual pipe flow = 3.539(CFS) Normal flow depth in pipe = 6.45(In.) Flow top width inside pipe = 11.97(In.) Critical Depth = 9.64(In.) Pipe flow velocity = 8.23(Ft/s) Travel time through pipe = 0.27 min. Time of concentration (TC) = 5.10 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 316.000 to Point/Station 316.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ Rainfall intensity (I) = 6.765(In/Hr) for a 100.0 year storm User specified 'C' value of 0.630 given for subarea Time of concentration = 5.10 min. Rainfall intensity = 6.765(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.630 CA = 0.699 Subarea runoff = 1.192(CFS) for 0.290(Ac.) Total runoff = 4.731(CFS) Total area = 1.110(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 316.000 to Point/Station 321.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 208.970(Ft.) Downstream point/station elevation = 203.200(Ft.) Pipe length = 145.00(Ft.) Slope = 0.0398 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 4.731(CFS) Nearest computed pipe diameter = 12.00(In.) Calculated individual pipe flow = 4.731(CFS) Normal flow depth in pipe = 7.16(In.) Flow top width inside pipe = 11.77(In.) Critical Depth = 10.82(In.) Pipe flow velocity = 9.69(Ft/s) Travel time through pipe = 0.25 min. Time of concentration (TC) = 5.35 min. 100 YR POST-DEVELOPMENT CALC (Outfall A) 4-28-15 Page 7 of 31 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 321.000 to Point/Station 321.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 2 in normal stream number 1 Stream flow area = 1.110(Ac.) Runoff from this stream = 4.731(CFS) Time of concentration = 5.35 min. Rainfall intensity = 6.560(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 317.000 to Point/Station 318.000 **** 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 ] (14.5 DU/A or Less ) Impervious value, Ai = 0.500 Sub-Area C Value = 0.630 Initial subarea total flow distance = 99.000(Ft.) Highest elevation = 226.000(Ft.) Lowest elevation = 224.000(Ft.) Elevation difference = 2.000(Ft.) Slope = 2.020 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 80.00 (Ft) for the top area slope value of 2.02 %, in a development type of 14.5 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 5.99 minutes TC = [1.8*(1.1-C)*distance(Ft.)^.5)/(% slope^(1/3)] TC = [1.8*(1.1-0.6300)*( 80.000^.5)/( 2.020^(1/3)]= 5.99 The initial area total distance of 99.00 (Ft.) entered leaves a remaining distance of 19.00 (Ft.) Using Figure 3-4, the travel time for this distance is 0.34 minutes for a distance of 19.00 (Ft.) and a slope of 2.02 % with an elevation difference of 0.38(Ft.) from the end of the top area Tt = [11.9*length(Mi)^3)/(elevation change(Ft.))]^.385 *60(min/hr) = 0.339 Minutes Tt=[(11.9*0.0036^3)/( 0.38)]^.385= 0.34 Total initial area Ti = 5.99 minutes from Figure 3-3 formula plus 0.34 minutes from the Figure 3-4 formula = 6.32 minutes Rainfall intensity (I) = 5.887(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.630 Subarea runoff = 0.749(CFS) Total initial stream area = 0.202(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 318.000 to Point/Station 319.000 **** IMPROVED CHANNEL TRAVEL TIME **** ______________________________________________________________________ Covered channel Upstream point elevation = 224.000(Ft.) Downstream point elevation = 215.190(Ft.) Channel length thru subarea = 478.000(Ft.) Channel base width = 0.500(Ft.) Slope or 'Z' of left channel bank = 0.000 Slope or 'Z' of right channel bank = 0.000 Estimated mean flow rate at midpoint of channel = 2.648(CFS) Manning's 'N' = 0.015 Maximum depth of channel = 0.500(Ft.) Flow(q) thru subarea = 2.648(CFS) Pressure flow condition in covered channel: Wetted perimeter = 2.00(Ft.) Flow area = 0.25(Sq.Ft) Hydraulic grade line required at box inlet = 135.375(Ft.) 100 YR POST-DEVELOPMENT CALC (Outfall A) 4-28-15 Page 8 of 31 Friction loss = 141.573(Ft.) Minor Friction loss = 2.611(Ft.) K-Factor = 1.500 Flow Velocity = 10.59(Ft/s) Travel time = 0.75 min. Time of concentration = 7.08 min. Adding area flow to channel Rainfall intensity (I) = 5.475(In/Hr) for a 100.0 year storm User specified 'C' value of 0.630 given for subarea Rainfall intensity = 5.475(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.630 CA = 0.814 Subarea runoff = 3.707(CFS) for 1.090(Ac.) Total runoff = 4.457(CFS) Total area = 1.292(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 319.000 to Point/Station 320.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 215.190(Ft.) Downstream point/station elevation = 204.160(Ft.) Pipe length = 112.00(Ft.) Slope = 0.0985 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 4.457(CFS) Nearest computed pipe diameter = 9.00(In.) Calculated individual pipe flow = 4.457(CFS) Normal flow depth in pipe = 6.42(In.) Flow top width inside pipe = 8.14(In.) Critical depth could not be calculated. Pipe flow velocity = 13.21(Ft/s) Travel time through pipe = 0.14 min. Time of concentration (TC) = 7.22 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 320.000 to Point/Station 320.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ Rainfall intensity (I) = 5.406(In/Hr) for a 100.0 year storm User specified 'C' value of 0.630 given for subarea Time of concentration = 7.22 min. Rainfall intensity = 5.406(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.630 CA = 0.971 Subarea runoff = 0.795(CFS) for 0.250(Ac.) Total runoff = 5.252(CFS) Total area = 1.542(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 320.000 to Point/Station 321.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 204.160(Ft.) Downstream point/station elevation = 203.200(Ft.) Pipe length = 47.00(Ft.) Slope = 0.0204 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 5.252(CFS) Nearest computed pipe diameter = 15.00(In.) Calculated individual pipe flow = 5.252(CFS) Normal flow depth in pipe = 8.10(In.) Flow top width inside pipe = 14.95(In.) Critical Depth = 11.14(In.) Pipe flow velocity = 7.76(Ft/s) Travel time through pipe = 0.10 min. Time of concentration (TC) = 7.32 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 321.000 to Point/Station 321.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ 100 YR POST-DEVELOPMENT CALC (Outfall A) 4-28-15 Page 9 of 31 Along Main Stream number: 2 in normal stream number 2 Stream flow area = 1.542(Ac.) Runoff from this stream = 5.252(CFS) Time of concentration = 7.32 min. Rainfall intensity = 5.358(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 4.731 5.35 6.560 2 5.252 7.32 5.358 Qmax(1) = 1.000 * 1.000 * 4.731) + 1.000 * 0.731 * 5.252) + = 8.568 Qmax(2) = 0.817 * 1.000 * 4.731) + 1.000 * 1.000 * 5.252) + = 9.115 Total of 2 streams to confluence: Flow rates before confluence point: 4.731 5.252 Maximum flow rates at confluence using above data: 8.568 9.115 Area of streams before confluence: 1.110 1.542 Results of confluence: Total flow rate = 9.115(CFS) Time of concentration = 7.319 min. Effective stream area after confluence = 2.652(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 321.000 to Point/Station 322.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 203.200(Ft.) Downstream point/station elevation = 201.190(Ft.) Pipe length = 51.00(Ft.) Slope = 0.0394 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 9.115(CFS) Nearest computed pipe diameter = 15.00(In.) Calculated individual pipe flow = 9.115(CFS) Normal flow depth in pipe = 9.34(In.) Flow top width inside pipe = 14.54(In.) Critical Depth = 13.91(In.) Pipe flow velocity = 11.34(Ft/s) Travel time through pipe = 0.07 min. Time of concentration (TC) = 7.39 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 322.000 to Point/Station 322.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ Rainfall intensity (I) = 5.323(In/Hr) for a 100.0 year storm User specified 'C' value of 0.630 given for subarea Time of concentration = 7.39 min. Rainfall intensity = 5.323(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.630 CA = 2.452 Subarea runoff = 3.935(CFS) for 1.240(Ac.) Total runoff = 13.051(CFS) Total area = 3.892(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 322.000 to Point/Station 323.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** 100 YR POST-DEVELOPMENT CALC (Outfall A) 4-28-15 Page 10 of 31 ______________________________________________________________________ Upstream point/station elevation = 201.190(Ft.) Downstream point/station elevation = 199.500(Ft.) Pipe length = 27.00(Ft.) Slope = 0.0626 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 13.051(CFS) Nearest computed pipe diameter = 15.00(In.) Calculated individual pipe flow = 13.051(CFS) Normal flow depth in pipe = 10.22(In.) Flow top width inside pipe = 13.98(In.) Critical depth could not be calculated. Pipe flow velocity = 14.66(Ft/s) Travel time through pipe = 0.03 min. Time of concentration (TC) = 7.42 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 323.000 to Point/Station 323.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ Rainfall intensity (I) = 5.308(In/Hr) for a 100.0 year storm User specified 'C' value of 0.630 given for subarea Time of concentration = 7.42 min. Rainfall intensity = 5.308(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.630 CA = 2.719 Subarea runoff = 1.383(CFS) for 0.424(Ac.) Total runoff = 14.434(CFS) Total area = 4.316(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 323.000 to Point/Station 324.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 196.500(Ft.) Downstream point/station elevation = 190.000(Ft.) Pipe length = 41.00(Ft.) Slope = 0.1585 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 14.434(CFS) Nearest computed pipe diameter = 15.00(In.) Calculated individual pipe flow = 14.434(CFS) Normal flow depth in pipe = 8.04(In.) Flow top width inside pipe = 14.96(In.) Critical depth could not be calculated. Pipe flow velocity = 21.56(Ft/s) Travel time through pipe = 0.03 min. Time of concentration (TC) = 7.46 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 324.000 to Point/Station 324.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 4.316(Ac.) Runoff from this stream = 14.434(CFS) Time of concentration = 7.46 min. Rainfall intensity = 5.294(In/Hr) Program is now starting with Main Stream No. 3 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 307.000 to Point/Station 308.000 **** 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 ] 100 YR POST-DEVELOPMENT CALC (Outfall A) 4-28-15 Page 11 of 31 (14.5 DU/A or Less ) Impervious value, Ai = 0.500 Sub-Area C Value = 0.630 Initial subarea total flow distance = 82.000(Ft.) Highest elevation = 234.000(Ft.) Lowest elevation = 231.770(Ft.) Elevation difference = 2.230(Ft.) Slope = 2.720 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 90.00 (Ft) for the top area slope value of 2.72 %, in a development type of 14.5 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 5.75 minutes TC = [1.8*(1.1-C)*distance(Ft.)^.5)/(% slope^(1/3)] TC = [1.8*(1.1-0.6300)*( 90.000^.5)/( 2.720^(1/3)]= 5.75 Rainfall intensity (I) = 6.260(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.630 Subarea runoff = 0.189(CFS) Total initial stream area = 0.048(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 308.000 to Point/Station 309.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** ______________________________________________________________________ Estimated mean flow rate at midpoint of channel = 1.076(CFS) Depth of flow = 0.175(Ft.), Average velocity = 2.295(Ft/s) ******* Irregular Channel Data *********** ----------------------------------------------------------------- Information entered for subchannel number 1 : Point number 'X' coordinate 'Y' coordinate 1 0.00 0.31 2 16.50 0.13 3 18.00 0.00 4 19.50 0.13 5 44.00 0.63 Manning's 'N' friction factor = 0.015 ----------------------------------------------------------------- Sub-Channel flow = 1.076(CFS) ' ' flow top width = 9.276(Ft.) ' ' velocity= 2.295(Ft/s) ' ' area = 0.469(Sq.Ft) ' ' Froude number = 1.799 Upstream point elevation = 231.770(Ft.) Downstream point elevation = 224.000(Ft.) Flow length = 270.000(Ft.) Travel time = 1.96 min. Time of concentration = 7.71 min. Depth of flow = 0.175(Ft.) Average velocity = 2.295(Ft/s) Total irregular channel flow = 1.076(CFS) Irregular channel normal depth above invert elev. = 0.175(Ft.) Average velocity of channel(s) = 2.295(Ft/s) Adding area flow to channel Rainfall intensity (I) = 5.181(In/Hr) for a 100.0 year storm User specified 'C' value of 0.630 given for subarea Rainfall intensity = 5.181(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.630 CA = 0.360 Subarea runoff = 1.674(CFS) for 0.523(Ac.) Total runoff = 1.864(CFS) Total area = 0.571(Ac.) Depth of flow = 0.199(Ft.), Average velocity = 2.519(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 309.000 to Point/Station 310.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ 100 YR POST-DEVELOPMENT CALC (Outfall A) 4-28-15 Page 12 of 31 Upstream point/station elevation = 221.980(Ft.) Downstream point/station elevation = 221.800(Ft.) Pipe length = 50.00(Ft.) Slope = 0.0036 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 1.864(CFS) Nearest computed pipe diameter = 12.00(In.) Calculated individual pipe flow = 1.864(CFS) Normal flow depth in pipe = 8.67(In.) Flow top width inside pipe = 10.74(In.) Critical Depth = 6.98(In.) Pipe flow velocity = 3.07(Ft/s) Travel time through pipe = 0.27 min. Time of concentration (TC) = 7.98 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 310.000 to Point/Station 310.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ Rainfall intensity (I) = 5.066(In/Hr) for a 100.0 year storm User specified 'C' value of 0.630 given for subarea Time of concentration = 7.98 min. Rainfall intensity = 5.066(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.630 CA = 0.729 Subarea runoff = 1.829(CFS) for 0.586(Ac.) Total runoff = 3.693(CFS) Total area = 1.157(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 310.000 to Point/Station 311.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 218.800(Ft.) Downstream point/station elevation = 213.040(Ft.) Pipe length = 228.00(Ft.) Slope = 0.0253 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 3.693(CFS) Nearest computed pipe diameter = 12.00(In.) Calculated individual pipe flow = 3.693(CFS) Normal flow depth in pipe = 7.07(In.) Flow top width inside pipe = 11.81(In.) Critical Depth = 9.83(In.) Pipe flow velocity = 7.68(Ft/s) Travel time through pipe = 0.49 min. Time of concentration (TC) = 8.48 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 311.000 to Point/Station 311.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 3 in normal stream number 1 Stream flow area = 1.157(Ac.) Runoff from this stream = 3.693(CFS) Time of concentration = 8.48 min. Rainfall intensity = 4.874(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 325.000 to Point/Station 326.000 **** 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 ] (14.5 DU/A or Less ) Impervious value, Ai = 0.500 Sub-Area C Value = 0.630 100 YR POST-DEVELOPMENT CALC (Outfall A) 4-28-15 Page 13 of 31 Initial subarea total flow distance = 113.000(Ft.) Highest elevation = 224.000(Ft.) Lowest elevation = 223.000(Ft.) Elevation difference = 1.000(Ft.) Slope = 0.885 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 65.00 (Ft) for the top area slope value of 0.89 %, in a development type of 14.5 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 7.10 minutes TC = [1.8*(1.1-C)*distance(Ft.)^.5)/(% slope^(1/3)] TC = [1.8*(1.1-0.6300)*( 65.000^.5)/( 0.885^(1/3)]= 7.10 The initial area total distance of 113.00 (Ft.) entered leaves a remaining distance of 48.00 (Ft.) Using Figure 3-4, the travel time for this distance is 0.95 minutes for a distance of 48.00 (Ft.) and a slope of 0.89 % 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) = 0.950 Minutes Tt=[(11.9*0.0091^3)/( 0.42)]^.385= 0.95 Total initial area Ti = 7.10 minutes from Figure 3-3 formula plus 0.95 minutes from the Figure 3-4 formula = 8.05 minutes Rainfall intensity (I) = 5.037(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.630 Subarea runoff = 0.568(CFS) Total initial stream area = 0.179(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 326.000 to Point/Station 312.000 **** IMPROVED CHANNEL TRAVEL TIME **** ______________________________________________________________________ Covered channel Upstream point elevation = 223.000(Ft.) Downstream point elevation = 222.000(Ft.) Channel length thru subarea = 72.000(Ft.) Channel base width = 0.500(Ft.) Slope or 'Z' of left channel bank = 0.000 Slope or 'Z' of right channel bank = 0.000 Estimated mean flow rate at midpoint of channel = 1.226(CFS) Manning's 'N' = 0.015 Maximum depth of channel = 1.000(Ft.) Flow(q) thru subarea = 1.226(CFS) Depth of flow = 0.656(Ft.), Average velocity = 3.737(Ft/s) Channel flow top width = 0.500(Ft.) Flow Velocity = 3.74(Ft/s) Travel time = 0.32 min. Time of concentration = 8.37 min. Critical depth = 0.570(Ft.) Adding area flow to channel Rainfall intensity (I) = 4.912(In/Hr) for a 100.0 year storm User specified 'C' value of 0.630 given for subarea Rainfall intensity = 4.912(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.630 CA = 0.374 Subarea runoff = 1.270(CFS) for 0.415(Ac.) Total runoff = 1.838(CFS) Total area = 0.594(Ac.) Depth of flow = 0.930(Ft.), Average velocity = 3.954(Ft/s) Critical depth = 0.750(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 312.000 to Point/Station 311.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 219.000(Ft.) Downstream point/station elevation = 213.040(Ft.) Pipe length = 74.00(Ft.) Slope = 0.0805 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 1.838(CFS) 100 YR POST-DEVELOPMENT CALC (Outfall A) 4-28-15 Page 14 of 31 Nearest computed pipe diameter = 9.00(In.) Calculated individual pipe flow = 1.838(CFS) Normal flow depth in pipe = 3.91(In.) Flow top width inside pipe = 8.92(In.) Critical Depth = 7.44(In.) Pipe flow velocity = 9.98(Ft/s) Travel time through pipe = 0.12 min. Time of concentration (TC) = 8.50 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 311.000 to Point/Station 311.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 3 in normal stream number 2 Stream flow area = 0.594(Ac.) Runoff from this stream = 1.838(CFS) Time of concentration = 8.50 min. Rainfall intensity = 4.865(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 3.693 8.48 4.874 2 1.838 8.50 4.865 Qmax(1) = 1.000 * 1.000 * 3.693) + 1.000 * 0.997 * 1.838) + = 5.526 Qmax(2) = 0.998 * 1.000 * 3.693) + 1.000 * 1.000 * 1.838) + = 5.525 Total of 2 streams to confluence: Flow rates before confluence point: 3.693 1.838 Maximum flow rates at confluence using above data: 5.526 5.525 Area of streams before confluence: 1.157 0.594 Results of confluence: Total flow rate = 5.526(CFS) Time of concentration = 8.476 min. Effective stream area after confluence = 1.751(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 311.000 to Point/Station 324.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 213.040(Ft.) Downstream point/station elevation = 190.000(Ft.) Pipe length = 495.00(Ft.) Slope = 0.0465 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 5.526(CFS) Nearest computed pipe diameter = 12.00(In.) Calculated individual pipe flow = 5.526(CFS) Normal flow depth in pipe = 7.54(In.) Flow top width inside pipe = 11.60(In.) Critical Depth = 11.28(In.) Pipe flow velocity = 10.65(Ft/s) Travel time through pipe = 0.77 min. Time of concentration (TC) = 9.25 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 324.000 to Point/Station 324.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ 100 YR POST-DEVELOPMENT CALC (Outfall A) 4-28-15 Page 15 of 31 The following data inside Main Stream is listed: In Main Stream number: 3 Stream flow area = 1.751(Ac.) Runoff from this stream = 5.526(CFS) Time of concentration = 9.25 min. Rainfall intensity = 4.606(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 10.300 5.85 6.188 2 14.434 7.46 5.294 3 5.526 9.25 4.606 Qmax(1) = 1.000 * 1.000 * 10.300) + 1.000 * 0.785 * 14.434) + 1.000 * 0.633 * 5.526) + = 25.128 Qmax(2) = 0.855 * 1.000 * 10.300) + 1.000 * 1.000 * 14.434) + 1.000 * 0.806 * 5.526) + = 27.699 Qmax(3) = 0.744 * 1.000 * 10.300) + 0.870 * 1.000 * 14.434) + 1.000 * 1.000 * 5.526) + = 25.753 Total of 3 main streams to confluence: Flow rates before confluence point: 10.300 14.434 5.526 Maximum flow rates at confluence using above data: 25.128 27.699 25.753 Area of streams before confluence: 2.593 4.316 1.751 Results of confluence: Total flow rate = 25.753(CFS) Time of concentration = 9.251 min. Effective stream area after confluence = 8.660(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 324.000 to Point/Station 233.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 190.000(Ft.) Downstream point/station elevation = 182.830(Ft.) Pipe length = 75.00(Ft.) Slope = 0.0956 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 25.753(CFS) Nearest computed pipe diameter = 18.00(In.) Calculated individual pipe flow = 25.753(CFS) Normal flow depth in pipe = 12.09(In.) Flow top width inside pipe = 16.90(In.) Critical depth could not be calculated. Pipe flow velocity = 20.38(Ft/s) Travel time through pipe = 0.06 min. Time of concentration (TC) = 9.31 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 233.000 to Point/Station 233.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 8.660(Ac.) Runoff from this stream = 25.753(CFS) 100 YR POST-DEVELOPMENT CALC (Outfall A) 4-28-15 Page 16 of 31 Time of concentration = 9.31 min. Rainfall intensity = 4.587(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 231.000 to Point/Station 229.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 [COMMERCIAL area type ] (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.800 Initial subarea total flow distance = 829.000(Ft.) Highest elevation = 230.600(Ft.) Lowest elevation = 193.300(Ft.) Elevation difference = 37.300(Ft.) Slope = 4.499 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 90.00 (Ft) for the top area slope value of 4.50 %, in a development type of General Commercial In Accordance With Figure 3-3 Initial Area Time of Concentration = 3.10 minutes TC = [1.8*(1.1-C)*distance(Ft.)^.5)/(% slope^(1/3)] TC = [1.8*(1.1-0.8000)*( 90.000^.5)/( 4.499^(1/3)]= 3.10 The initial area total distance of 829.00 (Ft.) entered leaves a remaining distance of 739.00 (Ft.) Using Figure 3-4, the travel time for this distance is 4.17 minutes for a distance of 739.00 (Ft.) and a slope of 4.50 % with an elevation difference of 33.25(Ft.) from the end of the top area Tt = [11.9*length(Mi)^3)/(elevation change(Ft.))]^.385 *60(min/hr) = 4.169 Minutes Tt=[(11.9*0.1400^3)/( 33.25)]^.385= 4.17 Total initial area Ti = 3.10 minutes from Figure 3-3 formula plus 4.17 minutes from the Figure 3-4 formula = 7.27 minutes Rainfall intensity (I) = 5.380(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.800 Subarea runoff = 5.057(CFS) Total initial stream area = 1.175(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 229.000 to Point/Station 230.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 185.320(Ft.) Downstream point/station elevation = 185.010(Ft.) Pipe length = 15.85(Ft.) Slope = 0.0196 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 5.057(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 5.057(CFS) Normal flow depth in pipe = 6.49(In.) Flow top width inside pipe = 21.32(In.) Critical Depth = 9.51(In.) Pipe flow velocity = 7.38(Ft/s) Travel time through pipe = 0.04 min. Time of concentration (TC) = 7.31 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 230.000 to Point/Station 230.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 2 in normal stream number 1 Stream flow area = 1.175(Ac.) 100 YR POST-DEVELOPMENT CALC (Outfall A) 4-28-15 Page 17 of 31 Runoff from this stream = 5.057(CFS) Time of concentration = 7.31 min. Rainfall intensity = 5.363(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 231.000 to Point/Station 232.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 [COMMERCIAL area type ] (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.800 Initial subarea total flow distance = 840.000(Ft.) Highest elevation = 230.600(Ft.) Lowest elevation = 193.300(Ft.) Elevation difference = 37.300(Ft.) Slope = 4.440 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 90.00 (Ft) for the top area slope value of 4.44 %, in a development type of General Commercial In Accordance With Figure 3-3 Initial Area Time of Concentration = 3.12 minutes TC = [1.8*(1.1-C)*distance(Ft.)^.5)/(% slope^(1/3)] TC = [1.8*(1.1-0.8000)*( 90.000^.5)/( 4.440^(1/3)]= 3.12 The initial area total distance of 840.00 (Ft.) entered leaves a remaining distance of 750.00 (Ft.) Using Figure 3-4, the travel time for this distance is 4.24 minutes for a distance of 750.00 (Ft.) and a slope of 4.44 % with an elevation difference of 33.30(Ft.) from the end of the top area Tt = [11.9*length(Mi)^3)/(elevation change(Ft.))]^.385 *60(min/hr) = 4.238 Minutes Tt=[(11.9*0.1420^3)/( 33.30)]^.385= 4.24 Total initial area Ti = 3.12 minutes from Figure 3-3 formula plus 4.24 minutes from the Figure 3-4 formula = 7.35 minutes Rainfall intensity (I) = 5.341(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.800 Subarea runoff = 3.444(CFS) Total initial stream area = 0.806(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 232.000 to Point/Station 230.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 185.520(Ft.) Downstream point/station elevation = 185.010(Ft.) Pipe length = 51.15(Ft.) Slope = 0.0100 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 3.444(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 3.444(CFS) Normal flow depth in pipe = 7.10(In.) Flow top width inside pipe = 17.59(In.) Critical Depth = 8.49(In.) Pipe flow velocity = 5.32(Ft/s) Travel time through pipe = 0.16 min. Time of concentration (TC) = 7.52 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 230.000 to Point/Station 230.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 2 in normal stream number 2 Stream flow area = 0.806(Ac.) 100 YR POST-DEVELOPMENT CALC (Outfall A) 4-28-15 Page 18 of 31 Runoff from this stream = 3.444(CFS) Time of concentration = 7.52 min. Rainfall intensity = 5.267(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 5.057 7.31 5.363 2 3.444 7.52 5.267 Qmax(1) = 1.000 * 1.000 * 5.057) + 1.000 * 0.972 * 3.444) + = 8.406 Qmax(2) = 0.982 * 1.000 * 5.057) + 1.000 * 1.000 * 3.444) + = 8.411 Total of 2 streams to confluence: Flow rates before confluence point: 5.057 3.444 Maximum flow rates at confluence using above data: 8.406 8.411 Area of streams before confluence: 1.175 0.806 Results of confluence: Total flow rate = 8.411(CFS) Time of concentration = 7.515 min. Effective stream area after confluence = 1.981(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 230.000 to Point/Station 233.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 184.670(Ft.) Downstream point/station elevation = 182.990(Ft.) Pipe length = 115.65(Ft.) Slope = 0.0145 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 8.411(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 8.411(CFS) Normal flow depth in pipe = 9.15(In.) Flow top width inside pipe = 23.31(In.) Critical Depth = 12.39(In.) Pipe flow velocity = 7.65(Ft/s) Travel time through pipe = 0.25 min. Time of concentration (TC) = 7.77 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 233.000 to Point/Station 233.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 1.981(Ac.) Runoff from this stream = 8.411(CFS) Time of concentration = 7.77 min. Rainfall intensity = 5.156(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 25.753 9.31 4.587 2 8.411 7.77 5.156 Qmax(1) = 1.000 * 1.000 * 25.753) + 100 YR POST-DEVELOPMENT CALC (Outfall A) 4-28-15 Page 19 of 31 0.890 * 1.000 * 8.411) + = 33.234 Qmax(2) = 1.000 * 0.834 * 25.753) + 1.000 * 1.000 * 8.411) + = 29.890 Total of 2 main streams to confluence: Flow rates before confluence point: 25.753 8.411 Maximum flow rates at confluence using above data: 33.234 29.890 Area of streams before confluence: 8.660 1.981 Results of confluence: Total flow rate = 33.234(CFS) Time of concentration = 9.312 min. Effective stream area after confluence = 10.641(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 233.000 to Point/Station 101.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 182.990(Ft.) Downstream point/station elevation = 180.860(Ft.) Pipe length = 200.00(Ft.) Slope = 0.0106 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 33.234(CFS) Given pipe size = 30.00(In.) Calculated individual pipe flow = 33.234(CFS) Normal flow depth in pipe = 20.02(In.) Flow top width inside pipe = 28.27(In.) Critical Depth = 23.53(In.) Pipe flow velocity = 9.55(Ft/s) Travel time through pipe = 0.35 min. Time of concentration (TC) = 9.66 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 101.000 to Point/Station 101.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 1 in normal stream number 1 Stream flow area = 10.641(Ac.) Runoff from this stream = 33.234(CFS) Time of concentration = 9.66 min. Rainfall intensity = 4.479(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 101.000 to Point/Station 101.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** ______________________________________________________________________ User specified 'C' value of 0.630 given for subarea Rainfall intensity (I) = 6.077(In/Hr) for a 100.0 year storm User specified values are as follows: TC = 6.02 min. Rain intensity = 6.08(In/Hr) Total area = 0.100(Ac.) Total runoff = 0.383(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 101.000 to Point/Station 101.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.100(Ac.) Runoff from this stream = 0.383(CFS) Time of concentration = 6.02 min. Rainfall intensity = 6.077(In/Hr) 100 YR POST-DEVELOPMENT CALC (Outfall A) 4-28-15 Page 20 of 31 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 33.234 9.66 4.479 2 0.383 6.02 6.077 Qmax(1) = 1.000 * 1.000 * 33.234) + 0.737 * 1.000 * 0.383) + = 33.517 Qmax(2) = 1.000 * 0.623 * 33.234) + 1.000 * 1.000 * 0.383) + = 21.091 Total of 2 streams to confluence: Flow rates before confluence point: 33.234 0.383 Maximum flow rates at confluence using above data: 33.517 21.091 Area of streams before confluence: 10.641 0.100 Results of confluence: Total flow rate = 33.517(CFS) Time of concentration = 9.661 min. Effective stream area after confluence = 10.741(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 101.000 to Point/Station 102.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 180.860(Ft.) Downstream point/station elevation = 180.160(Ft.) Pipe length = 166.00(Ft.) Slope = 0.0042 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 33.517(CFS) Given pipe size = 36.00(In.) Calculated individual pipe flow = 33.517(CFS) Normal flow depth in pipe = 23.77(In.) Flow top width inside pipe = 34.10(In.) Critical Depth = 22.56(In.) Pipe flow velocity = 6.76(Ft/s) Travel time through pipe = 0.41 min. Time of concentration (TC) = 10.07 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 102.000 to Point/Station 102.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 1 in normal stream number 1 Stream flow area = 10.741(Ac.) Runoff from this stream = 33.517(CFS) Time of concentration = 10.07 min. Rainfall intensity = 4.361(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 102.000 to Point/Station 102.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** ______________________________________________________________________ User specified 'C' value of 0.630 given for subarea Rainfall intensity (I) = 5.613(In/Hr) for a 100.0 year storm User specified values are as follows: TC = 6.81 min. Rain intensity = 5.61(In/Hr) Total area = 0.157(Ac.) Total runoff = 0.520(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 100 YR POST-DEVELOPMENT CALC (Outfall A) 4-28-15 Page 21 of 31 Process from Point/Station 102.000 to Point/Station 102.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.157(Ac.) Runoff from this stream = 0.520(CFS) Time of concentration = 6.81 min. Rainfall intensity = 5.613(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 33.517 10.07 4.361 2 0.520 6.81 5.613 Qmax(1) = 1.000 * 1.000 * 33.517) + 0.777 * 1.000 * 0.520) + = 33.921 Qmax(2) = 1.000 * 0.676 * 33.517) + 1.000 * 1.000 * 0.520) + = 23.185 Total of 2 streams to confluence: Flow rates before confluence point: 33.517 0.520 Maximum flow rates at confluence using above data: 33.921 23.185 Area of streams before confluence: 10.741 0.157 Results of confluence: Total flow rate = 33.921(CFS) Time of concentration = 10.070 min. Effective stream area after confluence = 10.898(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 102.000 to Point/Station 103.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 180.160(Ft.) Downstream point/station elevation = 179.780(Ft.) Pipe length = 91.00(Ft.) Slope = 0.0042 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 33.921(CFS) Given pipe size = 36.00(In.) Calculated individual pipe flow = 33.921(CFS) Normal flow depth in pipe = 24.07(In.) Flow top width inside pipe = 33.89(In.) Critical Depth = 22.70(In.) Pipe flow velocity = 6.75(Ft/s) Travel time through pipe = 0.22 min. Time of concentration (TC) = 10.29 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 103.000 to Point/Station 103.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 1 in normal stream number 1 Stream flow area = 10.898(Ac.) Runoff from this stream = 33.921(CFS) Time of concentration = 10.29 min. Rainfall intensity = 4.299(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 103.000 to Point/Station 103.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** ______________________________________________________________________ 100 YR POST-DEVELOPMENT CALC (Outfall A) 4-28-15 Page 22 of 31 User specified 'C' value of 0.630 given for subarea Rainfall intensity (I) = 5.018(In/Hr) for a 100.0 year storm User specified values are as follows: TC = 8.10 min. Rain intensity = 5.02(In/Hr) Total area = 0.220(Ac.) Total runoff = 0.708(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 103.000 to Point/Station 103.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.220(Ac.) Runoff from this stream = 0.708(CFS) Time of concentration = 8.10 min. Rainfall intensity = 5.018(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 103.000 to Point/Station 103.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** ______________________________________________________________________ User specified 'C' value of 0.630 given for subarea Rainfall intensity (I) = 4.028(In/Hr) for a 100.0 year storm User specified values are as follows: TC = 11.39 min. Rain intensity = 4.03(In/Hr) Total area = 5.290(Ac.) Total runoff = 14.190(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 103.000 to Point/Station 103.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 1 in normal stream number 3 Stream flow area = 5.290(Ac.) Runoff from this stream = 14.190(CFS) Time of concentration = 11.39 min. Rainfall intensity = 4.028(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 33.921 10.29 4.299 2 0.708 8.10 5.018 3 14.190 11.39 4.028 Qmax(1) = 1.000 * 1.000 * 33.921) + 0.857 * 1.000 * 0.708) + 1.000 * 0.904 * 14.190) + = 47.353 Qmax(2) = 1.000 * 0.787 * 33.921) + 1.000 * 1.000 * 0.708) + 1.000 * 0.711 * 14.190) + = 37.488 Qmax(3) = 0.937 * 1.000 * 33.921) + 0.803 * 1.000 * 0.708) + 1.000 * 1.000 * 14.190) + = 46.538 Total of 3 streams to confluence: Flow rates before confluence point: 33.921 0.708 14.190 Maximum flow rates at confluence using above data: 47.353 37.488 46.538 Area of streams before confluence: 10.898 0.220 5.290 Results of confluence: Total flow rate = 47.353(CFS) 100 YR POST-DEVELOPMENT CALC (Outfall A) 4-28-15 Page 23 of 31 Time of concentration = 10.295 min. Effective stream area after confluence = 16.408(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 103.000 to Point/Station 104.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 179.780(Ft.) Downstream point/station elevation = 179.430(Ft.) Pipe length = 84.00(Ft.) Slope = 0.0042 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 47.353(CFS) Given pipe size = 48.00(In.) Calculated individual pipe flow = 47.353(CFS) Normal flow depth in pipe = 24.30(In.) Flow top width inside pipe = 48.00(In.) Critical Depth = 24.71(In.) Pipe flow velocity = 7.42(Ft/s) Travel time through pipe = 0.19 min. Time of concentration (TC) = 10.48 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 104.000 to Point/Station 104.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 1 in normal stream number 1 Stream flow area = 16.408(Ac.) Runoff from this stream = 47.353(CFS) Time of concentration = 10.48 min. Rainfall intensity = 4.249(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 330.000 to Point/Station 331.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 [MEDIUM DENSITY RESIDENTIAL ] (14.5 DU/A or Less ) Impervious value, Ai = 0.500 Sub-Area C Value = 0.580 Initial subarea total flow distance = 49.000(Ft.) Highest elevation = 196.000(Ft.) Lowest elevation = 195.000(Ft.) Elevation difference = 1.000(Ft.) Slope = 2.041 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 80.00 (Ft) for the top area slope value of 2.04 %, in a development type of 14.5 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 6.60 minutes TC = [1.8*(1.1-C)*distance(Ft.)^.5)/(% slope^(1/3)] TC = [1.8*(1.1-0.5800)*( 80.000^.5)/( 2.041^(1/3)]= 6.60 Rainfall intensity (I) = 5.727(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.580 Subarea runoff = 0.262(CFS) Total initial stream area = 0.079(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 331.000 to Point/Station 332.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** ______________________________________________________________________ Estimated mean flow rate at midpoint of channel = 0.676(CFS) ******* Irregular Channel Data *********** 100 YR POST-DEVELOPMENT CALC (Outfall A) 4-28-15 Page 24 of 31 ----------------------------------------------------------------- Information entered for subchannel number 1 : Point number 'X' coordinate 'Y' coordinate 1 0.00 0.50 2 0.00 0.00 3 0.50 0.00 4 0.50 0.50 Manning's 'N' friction factor = 0.013 ----------------------------------------------------------------- Sub-Channel flow = 0.612(CFS) ' ' flow top width = 0.500(Ft.) ' ' velocity= 2.448(Ft/s) ' ' area = 0.250(Sq.Ft) ' ' Froude number = 0.610 Upstream point elevation = 195.000(Ft.) Downstream point elevation = 194.390(Ft.) Flow length = 122.000(Ft.) Travel time = 0.75 min. Time of concentration = 7.35 min. Depth of flow = 0.500(Ft.) Average velocity = 2.703(Ft/s) Total irregular channel flow = 0.676(CFS) Irregular channel normal depth above invert elev. = 0.500(Ft.) Average velocity of channel(s) = 2.703(Ft/s) Adding area flow to channel Rainfall intensity (I) = 5.342(In/Hr) for a 100.0 year storm User specified 'C' value of 0.580 given for subarea Rainfall intensity = 5.342(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.580 CA = 0.190 Subarea runoff = 0.754(CFS) for 0.249(Ac.) Total runoff = 1.016(CFS) Total area = 0.328(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 332.000 to Point/Station 333.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 186.740(Ft.) Downstream point/station elevation = 181.370(Ft.) Pipe length = 232.00(Ft.) Slope = 0.0231 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 1.016(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 1.016(CFS) Normal flow depth in pipe = 3.52(In.) Flow top width inside pipe = 10.93(In.) Critical Depth = 5.08(In.) Pipe flow velocity = 5.29(Ft/s) Travel time through pipe = 0.73 min. Time of concentration (TC) = 8.08 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 333.000 to Point/Station 333.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ Rainfall intensity (I) = 5.025(In/Hr) for a 100.0 year storm User specified 'C' value of 0.580 given for subarea Time of concentration = 8.08 min. Rainfall intensity = 5.025(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.580 CA = 0.443 Subarea runoff = 1.208(CFS) for 0.435(Ac.) Total runoff = 2.224(CFS) Total area = 0.763(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 333.000 to Point/Station 104.000 100 YR POST-DEVELOPMENT CALC (Outfall A) 4-28-15 Page 25 of 31 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 181.370(Ft.) Downstream point/station elevation = 179.430(Ft.) Pipe length = 13.00(Ft.) Slope = 0.1492 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 2.224(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 2.224(CFS) Normal flow depth in pipe = 3.26(In.) Flow top width inside pipe = 10.68(In.) Critical Depth = 7.65(In.) Pipe flow velocity = 12.87(Ft/s) Travel time through pipe = 0.02 min. Time of concentration (TC) = 8.10 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 104.000 to Point/Station 104.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.763(Ac.) Runoff from this stream = 2.224(CFS) Time of concentration = 8.10 min. Rainfall intensity = 5.019(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 338.000 to Point/Station 339.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 [MEDIUM DENSITY RESIDENTIAL ] (14.5 DU/A or Less ) Impervious value, Ai = 0.500 Sub-Area C Value = 0.580 Initial subarea total flow distance = 94.000(Ft.) Highest elevation = 192.000(Ft.) Lowest elevation = 190.500(Ft.) Elevation difference = 1.500(Ft.) Slope = 1.596 % 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 14.5 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 7.16 minutes TC = [1.8*(1.1-C)*distance(Ft.)^.5)/(% slope^(1/3)] TC = [1.8*(1.1-0.5800)*( 80.000^.5)/( 1.596^(1/3)]= 7.16 The initial area total distance of 94.00 (Ft.) entered leaves a remaining distance of 14.00 (Ft.) Using Figure 3-4, the travel time for this distance is 0.29 minutes for a distance of 14.00 (Ft.) and a slope of 1.60 % with an elevation difference of 0.22(Ft.) from the end of the top area Tt = [11.9*length(Mi)^3)/(elevation change(Ft.))]^.385 *60(min/hr) = 0.293 Minutes Tt=[(11.9*0.0027^3)/( 0.22)]^.385= 0.29 Total initial area Ti = 7.16 minutes from Figure 3-3 formula plus 0.29 minutes from the Figure 3-4 formula = 7.46 minutes Rainfall intensity (I) = 5.294(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.580 Subarea runoff = 0.405(CFS) Total initial stream area = 0.132(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 339.000 to Point/Station 337.000 100 YR POST-DEVELOPMENT CALC (Outfall A) 4-28-15 Page 26 of 31 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** ______________________________________________________________________ Estimated mean flow rate at midpoint of channel = 0.663(CFS) Depth of flow = 0.350(Ft.), Average velocity = 3.786(Ft/s) ******* Irregular Channel Data *********** ----------------------------------------------------------------- Information entered for subchannel number 1 : Point number 'X' coordinate 'Y' coordinate 1 0.00 0.50 2 0.00 0.00 3 0.50 0.00 4 0.50 0.50 Manning's 'N' friction factor = 0.013 ----------------------------------------------------------------- Sub-Channel flow = 0.663(CFS) ' ' flow top width = 0.500(Ft.) ' ' velocity= 3.786(Ft/s) ' ' area = 0.175(Sq.Ft) ' ' Froude number = 1.128 Upstream point elevation = 190.500(Ft.) Downstream point elevation = 190.000(Ft.) Flow length = 35.000(Ft.) Travel time = 0.15 min. Time of concentration = 7.61 min. Depth of flow = 0.350(Ft.) Average velocity = 3.786(Ft/s) Total irregular channel flow = 0.663(CFS) Irregular channel normal depth above invert elev. = 0.350(Ft.) Average velocity of channel(s) = 3.786(Ft/s) Adding area flow to channel Rainfall intensity (I) = 5.224(In/Hr) for a 100.0 year storm User specified 'C' value of 0.580 given for subarea Rainfall intensity = 5.224(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.580 CA = 0.174 Subarea runoff = 0.504(CFS) for 0.168(Ac.) Total runoff = 0.909(CFS) Total area = 0.300(Ac.) Depth of flow = 0.450(Ft.), Average velocity = 4.039(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 337.000 to Point/Station 340.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 186.080(Ft.) Downstream point/station elevation = 184.120(Ft.) Pipe length = 196.00(Ft.) Slope = 0.0100 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.909(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 0.909(CFS) Normal flow depth in pipe = 4.13(In.) Flow top width inside pipe = 11.40(In.) Critical Depth = 4.79(In.) Pipe flow velocity = 3.79(Ft/s) Travel time through pipe = 0.86 min. Time of concentration (TC) = 8.47 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 340.000 to Point/Station 340.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ Rainfall intensity (I) = 4.875(In/Hr) for a 100.0 year storm User specified 'C' value of 0.580 given for subarea Time of concentration = 8.47 min. Rainfall intensity = 4.875(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.580 CA = 0.418 100 YR POST-DEVELOPMENT CALC (Outfall A) 4-28-15 Page 27 of 31 Subarea runoff = 1.127(CFS) for 0.420(Ac.) Total runoff = 2.036(CFS) Total area = 0.720(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 340.000 to Point/Station 104.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 184.120(Ft.) Downstream point/station elevation = 179.430(Ft.) Pipe length = 110.00(Ft.) Slope = 0.0426 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 2.036(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 2.036(CFS) Normal flow depth in pipe = 4.32(In.) Flow top width inside pipe = 11.52(In.) Critical Depth = 7.30(In.) Pipe flow velocity = 8.01(Ft/s) Travel time through pipe = 0.23 min. Time of concentration (TC) = 8.70 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 104.000 to Point/Station 104.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 1 in normal stream number 3 Stream flow area = 0.720(Ac.) Runoff from this stream = 2.036(CFS) Time of concentration = 8.70 min. Rainfall intensity = 4.792(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 47.353 10.48 4.249 2 2.224 8.10 5.019 3 2.036 8.70 4.792 Qmax(1) = 1.000 * 1.000 * 47.353) + 0.847 * 1.000 * 2.224) + 0.887 * 1.000 * 2.036) + = 51.041 Qmax(2) = 1.000 * 0.773 * 47.353) + 1.000 * 1.000 * 2.224) + 1.000 * 0.931 * 2.036) + = 40.703 Qmax(3) = 1.000 * 0.830 * 47.353) + 0.955 * 1.000 * 2.224) + 1.000 * 1.000 * 2.036) + = 43.461 Total of 3 streams to confluence: Flow rates before confluence point: 47.353 2.224 2.036 Maximum flow rates at confluence using above data: 51.041 40.703 43.461 Area of streams before confluence: 16.408 0.763 0.720 Results of confluence: Total flow rate = 51.041(CFS) Time of concentration = 10.484 min. Effective stream area after confluence = 17.891(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 104.000 to Point/Station 105.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** 100 YR POST-DEVELOPMENT CALC (Outfall A) 4-28-15 Page 28 of 31 ______________________________________________________________________ Upstream point/station elevation = 179.430(Ft.) Downstream point/station elevation = 179.240(Ft.) Pipe length = 37.40(Ft.) Slope = 0.0051 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 51.041(CFS) Given pipe size = 48.00(In.) Calculated individual pipe flow = 51.041(CFS) Normal flow depth in pipe = 23.95(In.) Flow top width inside pipe = 48.00(In.) Critical Depth = 25.73(In.) Pipe flow velocity = 8.14(Ft/s) Travel time through pipe = 0.08 min. Time of concentration (TC) = 10.56 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 105.000 to Point/Station 106.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** ______________________________________________________________________ Depth of flow = 1.167(Ft.), Average velocity = 2.937(Ft/s) ******* Irregular Channel Data *********** ----------------------------------------------------------------- Information entered for subchannel number 1 : Point number 'X' coordinate 'Y' coordinate 1 0.00 1.64 2 6.00 0.00 3 11.00 0.00 4 24.98 1.04 5 44.34 10.26 Manning's 'N' friction factor = 0.035 ----------------------------------------------------------------- Sub-Channel flow = 51.041(CFS) ' ' flow top width = 23.513(Ft.) ' ' velocity= 2.937(Ft/s) ' ' area = 17.377(Sq.Ft) ' ' Froude number = 0.602 Upstream point elevation = 179.240(Ft.) Downstream point elevation = 175.700(Ft.) Flow length = 488.000(Ft.) Travel time = 2.77 min. Time of concentration = 13.33 min. Depth of flow = 1.167(Ft.) Average velocity = 2.937(Ft/s) Total irregular channel flow = 51.041(CFS) Irregular channel normal depth above invert elev. = 1.167(Ft.) Average velocity of channel(s) = 2.937(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 106.000 to Point/Station 106.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 17.891(Ac.) Runoff from this stream = 51.041(CFS) Time of concentration = 13.33 min. Rainfall intensity = 3.640(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 75.000 to Point/Station 75.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** ______________________________________________________________________ User specified 'C' value of 0.630 given for subarea Rainfall intensity (I) = 5.159(In/Hr) for a 100.0 year storm User specified values are as follows: 100 YR POST-DEVELOPMENT CALC (Outfall A) 4-28-15 Page 29 of 31 TC = 7.76 min. Rain intensity = 5.16(In/Hr) Total area = 0.694(Ac.) Total runoff = 2.255(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 75.000 to Point/Station 75.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ Rainfall intensity (I) = 5.159(In/Hr) for a 100.0 year storm User specified 'C' value of 0.580 given for subarea Time of concentration = 7.76 min. Rainfall intensity = 5.159(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.611 CA = 0.685 Subarea runoff = 1.281(CFS) for 0.428(Ac.) Total runoff = 3.536(CFS) Total area = 1.122(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 75.000 to Point/Station 76.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 183.240(Ft.) Downstream point/station elevation = 181.380(Ft.) Pipe length = 190.00(Ft.) Slope = 0.0098 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 3.536(CFS) Given pipe size = 12.00(In.) NOTE: Normal flow is pressure flow in user selected pipe size. The approximate hydraulic grade line above the pipe invert is 0.484(Ft.) at the headworks or inlet of the pipe(s) Pipe friction loss = 1.871(Ft.) Minor friction loss = 0.472(Ft.) K-factor = 1.50 Pipe flow velocity = 4.50(Ft/s) Travel time through pipe = 0.70 min. Time of concentration (TC) = 8.46 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 76.000 to Point/Station 76.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 2 in normal stream number 1 Stream flow area = 1.122(Ac.) Runoff from this stream = 3.536(CFS) Time of concentration = 8.46 min. Rainfall intensity = 4.878(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 76.000 to Point/Station 76.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** ______________________________________________________________________ User specified 'C' value of 0.630 given for subarea Rainfall intensity (I) = 3.740(In/Hr) for a 100.0 year storm User specified values are as follows: TC = 12.78 min. Rain intensity = 3.74(In/Hr) Total area = 2.782(Ac.) Total runoff = 7.255(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 76.000 to Point/Station 76.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 2 in normal stream number 2 Stream flow area = 2.782(Ac.) Runoff from this stream = 7.255(CFS) Time of concentration = 12.78 min. Rainfall intensity = 3.740(In/Hr) Summary of stream data: 100 YR POST-DEVELOPMENT CALC (Outfall A) 4-28-15 Page 30 of 31 Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 3.536 8.46 4.878 2 7.255 12.78 3.740 Qmax(1) = 1.000 * 1.000 * 3.536) + 1.000 * 0.662 * 7.255) + = 8.341 Qmax(2) = 0.767 * 1.000 * 3.536) + 1.000 * 1.000 * 7.255) + = 9.966 Total of 2 streams to confluence: Flow rates before confluence point: 3.536 7.255 Maximum flow rates at confluence using above data: 8.341 9.966 Area of streams before confluence: 1.122 2.782 Results of confluence: Total flow rate = 9.966(CFS) Time of concentration = 12.780 min. Effective stream area after confluence = 3.904(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 76.000 to Point/Station 106.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 181.380(Ft.) Downstream point/station elevation = 180.640(Ft.) Pipe length = 45.00(Ft.) Slope = 0.0164 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 9.966(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 9.966(CFS) Normal flow depth in pipe = 9.70(In.) Flow top width inside pipe = 23.56(In.) Critical Depth = 13.56(In.) Pipe flow velocity = 8.37(Ft/s) Travel time through pipe = 0.09 min. Time of concentration (TC) = 12.87 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 106.000 to Point/Station 106.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 3.904(Ac.) Runoff from this stream = 9.966(CFS) Time of concentration = 12.87 min. Rainfall intensity = 3.723(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 51.041 13.33 3.640 2 9.966 12.87 3.723 Qmax(1) = 1.000 * 1.000 * 51.041) + 0.978 * 1.000 * 9.966) + = 60.784 Qmax(2) = 1.000 * 0.966 * 51.041) + 1.000 * 1.000 * 9.966) + = 59.247 100 YR POST-DEVELOPMENT CALC (Outfall A) 4-28-15 Page 31 of 31 Total of 2 main streams to confluence: Flow rates before confluence point: 51.041 9.966 Maximum flow rates at confluence using above data: 60.784 59.247 Area of streams before confluence: 17.891 3.904 Results of confluence: Total flow rate = 60.784(CFS) Time of concentration = 13.329 min. Effective stream area after confluence = 21.795(Ac.) End of computations, total study area = 21.795 (Ac.) 100 YR POST-DEVELOPMENT CALC (Outfall A continued) 4-28-15 Page 1 of 2 San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c)1991-2012 Version 7.9 Rational method hydrology program based on San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology Study Date: 04/28/15 ------------------------------------------------------------------------ PLANNING AREA NO. 5 - RESORT SITE PHASE III 100 YEAR STORM POST-DEVELOPMENT Outfall A Continued ------------------------------------------------------------------------ Program License Serial Number 6312 ------------------------------------------------------------------------ Rational hydrology study storm event year is 100.0 English (in-lb) input data Units used Map data precipitation entered: 6 hour, precipitation(inches) = 2.600 24 hour precipitation(inches) = 4.500 P6/P24 = 57.8% San Diego hydrology manual 'C' values used ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 106.000 to Point/Station 106.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** ______________________________________________________________________ User specified 'C' value of 0.630 given for subarea Rainfall intensity (I) = 3.640(In/Hr) for a 100.0 year storm User specified values are as follows: TC = 13.33 min. Rain intensity = 3.64(In/Hr) Total area = 21.795(Ac.) Total runoff = 60.784(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 106.000 to Point/Station 107.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** ______________________________________________________________________ Estimated mean flow rate at midpoint of channel = 60.823(CFS) Depth of flow = 1.678(Ft.), Average velocity = 3.965(Ft/s) ******* Irregular Channel Data *********** ----------------------------------------------------------------- Information entered for subchannel number 1 : Point number 'X' coordinate 'Y' coordinate 1 0.00 3.70 2 10.30 0.00 3 15.40 0.00 4 27.40 5.90 Manning's 'N' friction factor = 0.035 ----------------------------------------------------------------- Sub-Channel flow = 60.823(CFS) ' ' flow top width = 13.183(Ft.) ' ' velocity= 3.965(Ft/s) ' ' area = 15.338(Sq.Ft) ' ' Froude number = 0.648 Upstream point elevation = 175.700(Ft.) Downstream point elevation = 173.260(Ft.) Flow length = 320.000(Ft.) Travel time = 1.34 min. Time of concentration = 14.67 min. Depth of flow = 1.678(Ft.) Average velocity = 3.965(Ft/s) 100 YR POST-DEVELOPMENT CALC (Outfall A continued) 4-28-15 Page 2 of 2 Total irregular channel flow = 60.823(CFS) Irregular channel normal depth above invert elev. = 1.678(Ft.) Average velocity of channel(s) = 3.965(Ft/s) Adding area flow to channel Rainfall intensity (I) = 3.421(In/Hr) for a 100.0 year storm User specified 'C' value of 0.580 given for subarea The area added to the existing stream causes a a lower flow rate of Q = 47.418(CFS) therefore the upstream flow rate of Q = 60.784(CFS) is being used Rainfall intensity = 3.421(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.629 CA = 13.862 Subarea runoff = 0.000(CFS) for 0.226(Ac.) Total runoff = 60.784(CFS) Total area = 22.021(Ac.) Depth of flow = 1.677(Ft.), Average velocity = 3.965(Ft/s) End of computations, total study area = 22.021 (Ac.) 100 YR POST-DEVELOPMENT CALC (Outall B) 4-28-15 Page 1 of 7 San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c)1991-2012 Version 7.9 Rational method hydrology program based on San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology Study Date: 04/28/15 ------------------------------------------------------------------------ PLANNING AREA NO. 5 - RESORT SITE PHASE III 100 YEAR STORM POST-DEVELOPMENT Outfall B ------------------------------------------------------------------------ Program License Serial Number 6312 ------------------------------------------------------------------------ Rational hydrology study storm event year is 100.0 English (in-lb) input data Units used Map data precipitation entered: 6 hour, precipitation(inches) = 2.600 24 hour precipitation(inches) = 4.500 P6/P24 = 57.8% San Diego hydrology manual 'C' values used ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 400.000 to Point/Station 401.000 **** 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 ] (14.5 DU/A or Less ) Impervious value, Ai = 0.500 Sub-Area C Value = 0.630 Initial subarea total flow distance = 125.000(Ft.) Highest elevation = 196.000(Ft.) Lowest elevation = 193.000(Ft.) Elevation difference = 3.000(Ft.) Slope = 2.400 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 80.00 (Ft) for the top area slope value of 2.40 %, in a development type of 14.5 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 5.65 minutes TC = [1.8*(1.1-C)*distance(Ft.)^.5)/(% slope^(1/3)] TC = [1.8*(1.1-0.6300)*( 80.000^.5)/( 2.400^(1/3)]= 5.65 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 0.62 minutes for a distance of 45.00 (Ft.) and a slope of 2.40 % with an elevation difference of 1.08(Ft.) from the end of the top area Tt = [11.9*length(Mi)^3)/(elevation change(Ft.))]^.385 *60(min/hr) = 0.615 Minutes Tt=[(11.9*0.0085^3)/( 1.08)]^.385= 0.62 Total initial area Ti = 5.65 minutes from Figure 3-3 formula plus 0.62 minutes from the Figure 3-4 formula = 6.27 minutes Rainfall intensity (I) = 5.922(In/Hr) for a 100.0 year storm 100 YR POST-DEVELOPMENT CALC (Outall B) 4-28-15 Page 2 of 7 Effective runoff coefficient used for area (Q=KCIA) is C = 0.630 Subarea runoff = 0.735(CFS) Total initial stream area = 0.197(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 401.000 to Point/Station 402.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** ______________________________________________________________________ Estimated mean flow rate at midpoint of channel = 2.060(CFS) Depth of flow = 0.204(Ft.), Average velocity = 2.584(Ft/s) ******* Irregular Channel Data *********** ----------------------------------------------------------------- Information entered for subchannel number 1 : Point number 'X' coordinate 'Y' coordinate 1 0.00 0.31 2 16.50 0.13 3 18.00 0.00 4 19.50 0.13 5 44.00 0.63 Manning's 'N' friction factor = 0.015 ----------------------------------------------------------------- Sub-Channel flow = 2.060(CFS) ' ' flow top width = 13.359(Ft.) ' ' velocity= 2.584(Ft/s) ' ' area = 0.797(Sq.Ft) ' ' Froude number = 1.864 Upstream point elevation = 193.000(Ft.) Downstream point elevation = 186.430(Ft.) Flow length = 225.000(Ft.) Travel time = 1.45 min. Time of concentration = 7.72 min. Depth of flow = 0.204(Ft.) Average velocity = 2.584(Ft/s) Total irregular channel flow = 2.060(CFS) Irregular channel normal depth above invert elev. = 0.204(Ft.) Average velocity of channel(s) = 2.584(Ft/s) Adding area flow to channel Rainfall intensity (I) = 5.177(In/Hr) for a 100.0 year storm User specified 'C' value of 0.630 given for subarea Rainfall intensity = 5.177(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.630 CA = 0.642 Subarea runoff = 2.589(CFS) for 0.822(Ac.) Total runoff = 3.324(CFS) Total area = 1.019(Ac.) Depth of flow = 0.228(Ft.), Average velocity = 2.856(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 402.000 to Point/Station 403.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 182.680(Ft.) Downstream point/station elevation = 181.370(Ft.) Pipe length = 133.00(Ft.) Slope = 0.0098 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 3.324(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 3.324(CFS) Normal flow depth in pipe = 9.25(In.) Flow top width inside pipe = 10.09(In.) Critical Depth = 9.37(In.) Pipe flow velocity = 5.12(Ft/s) Travel time through pipe = 0.43 min. 100 YR POST-DEVELOPMENT CALC (Outall B) 4-28-15 Page 3 of 7 Time of concentration (TC) = 8.15 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 403.000 to Point/Station 403.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ Rainfall intensity (I) = 4.998(In/Hr) for a 100.0 year storm User specified 'C' value of 0.630 given for subarea Time of concentration = 8.15 min. Rainfall intensity = 4.998(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.630 CA = 0.820 Subarea runoff = 0.776(CFS) for 0.283(Ac.) Total runoff = 4.100(CFS) Total area = 1.302(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 403.000 to Point/Station 404.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 181.370(Ft.) Downstream point/station elevation = 180.000(Ft.) Pipe length = 88.00(Ft.) Slope = 0.0156 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 4.100(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 4.100(CFS) Normal flow depth in pipe = 9.09(In.) Flow top width inside pipe = 10.28(In.) Critical Depth = 10.27(In.) Pipe flow velocity = 6.42(Ft/s) Travel time through pipe = 0.23 min. Time of concentration (TC) = 8.38 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 404.000 to Point/Station 404.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ Rainfall intensity (I) = 4.910(In/Hr) for a 100.0 year storm User specified 'C' value of 0.630 given for subarea Time of concentration = 8.38 min. Rainfall intensity = 4.910(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.630 CA = 1.130 Subarea runoff = 1.446(CFS) for 0.491(Ac.) Total runoff = 5.546(CFS) Total area = 1.793(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 404.000 to Point/Station 107.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 177.000(Ft.) Downstream point/station elevation = 168.000(Ft.) Pipe length = 167.00(Ft.) Slope = 0.0539 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 5.546(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 5.546(CFS) Normal flow depth in pipe = 7.20(In.) Flow top width inside pipe = 11.76(In.) Critical Depth = 11.29(In.) Pipe flow velocity = 11.29(Ft/s) Travel time through pipe = 0.25 min. 100 YR POST-DEVELOPMENT CALC (Outall B) 4-28-15 Page 4 of 7 Time of concentration (TC) = 8.63 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 107.000 to Point/Station 107.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ Rainfall intensity (I) = 4.819(In/Hr) for a 100.0 year storm User specified 'C' value of 0.630 given for subarea Time of concentration = 8.63 min. Rainfall intensity = 4.819(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.630 CA = 1.363 Subarea runoff = 1.024(CFS) for 0.371(Ac.) Total runoff = 6.570(CFS) Total area = 2.164(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 107.000 to Point/Station 102.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 168.000(Ft.) Downstream point/station elevation = 163.380(Ft.) Pipe length = 98.00(Ft.) Slope = 0.0471 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 6.570(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 6.570(CFS) Normal flow depth in pipe = 6.62(In.) Flow top width inside pipe = 17.36(In.) Critical Depth = 11.90(In.) Pipe flow velocity = 11.16(Ft/s) Travel time through pipe = 0.15 min. Time of concentration (TC) = 8.77 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 102.000 to Point/Station 102.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ Rainfall intensity (I) = 4.767(In/Hr) for a 100.0 year storm User specified 'C' value of 0.630 given for subarea Time of concentration = 8.77 min. Rainfall intensity = 4.767(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.630 CA = 1.715 Subarea runoff = 1.608(CFS) for 0.559(Ac.) Total runoff = 8.177(CFS) Total area = 2.723(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 102.000 to Point/Station 102.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 1 in normal stream number 1 Stream flow area = 2.723(Ac.) Runoff from this stream = 8.177(CFS) Time of concentration = 8.77 min. Rainfall intensity = 4.767(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 406.000 to Point/Station 407.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ 100 YR POST-DEVELOPMENT CALC (Outall B) 4-28-15 Page 5 of 7 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 ] (14.5 DU/A or Less ) Impervious value, Ai = 0.500 Sub-Area C Value = 0.630 Initial subarea total flow distance = 59.000(Ft.) Highest elevation = 197.000(Ft.) Lowest elevation = 192.300(Ft.) Elevation difference = 4.700(Ft.) Slope = 7.966 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 7.97 %, in a development type of 14.5 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 4.24 minutes TC = [1.8*(1.1-C)*distance(Ft.)^.5)/(% slope^(1/3)] TC = [1.8*(1.1-0.6300)*( 100.000^.5)/( 7.966^(1/3)]= 4.24 Calculated TC of 4.236 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 6.850(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.630 Subarea runoff = 0.324(CFS) Total initial stream area = 0.075(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 407.000 to Point/Station 408.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** ______________________________________________________________________ Estimated mean flow rate at midpoint of channel = 1.208(CFS) Depth of flow = 0.377(Ft.), Average velocity = 2.839(Ft/s) ******* Irregular Channel Data *********** ----------------------------------------------------------------- Information entered for subchannel number 1 : Point number 'X' coordinate 'Y' coordinate 1 0.00 0.50 2 1.50 0.00 3 3.00 0.50 Manning's 'N' friction factor = 0.035 ----------------------------------------------------------------- Sub-Channel flow = 1.208(CFS) ' ' flow top width = 2.260(Ft.) ' ' velocity= 2.839(Ft/s) ' ' area = 0.426(Sq.Ft) ' ' Froude number = 1.153 Upstream point elevation = 192.300(Ft.) Downstream point elevation = 189.500(Ft.) Flow length = 63.000(Ft.) Travel time = 0.37 min. Time of concentration = 4.61 min. Depth of flow = 0.377(Ft.) Average velocity = 2.839(Ft/s) Total irregular channel flow = 1.208(CFS) Irregular channel normal depth above invert elev. = 0.377(Ft.) Average velocity of channel(s) = 2.839(Ft/s) Adding area flow to channel Calculated TC of 4.606 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 6.850(In/Hr) for a 100.0 year storm User specified 'C' value of 0.630 given for subarea 100 YR POST-DEVELOPMENT CALC (Outall B) 4-28-15 Page 6 of 7 Rainfall intensity = 6.850(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.630 CA = 0.306 Subarea runoff = 1.769(CFS) for 0.410(Ac.) Total runoff = 2.093(CFS) Total area = 0.485(Ac.) Depth of flow = 0.463(Ft.), Average velocity = 3.257(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 408.000 to Point/Station 102.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 186.500(Ft.) Downstream point/station elevation = 163.380(Ft.) Pipe length = 249.00(Ft.) Slope = 0.0929 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 2.093(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 2.093(CFS) Normal flow depth in pipe = 3.57(In.) Flow top width inside pipe = 10.97(In.) Critical Depth = 7.42(In.) Pipe flow velocity = 10.68(Ft/s) Travel time through pipe = 0.39 min. Time of concentration (TC) = 4.99 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 102.000 to Point/Station 102.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.485(Ac.) Runoff from this stream = 2.093(CFS) Time of concentration = 4.99 min. Rainfall intensity = 6.850(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 8.177 8.77 4.767 2 2.093 4.99 6.850 Qmax(1) = 1.000 * 1.000 * 8.177) + 0.696 * 1.000 * 2.093) + = 9.634 Qmax(2) = 1.000 * 0.569 * 8.177) + 1.000 * 1.000 * 2.093) + = 6.749 Total of 2 streams to confluence: Flow rates before confluence point: 8.177 2.093 Maximum flow rates at confluence using above data: 9.634 6.749 Area of streams before confluence: 2.723 0.485 Results of confluence: Total flow rate = 9.634(CFS) Time of concentration = 8.773 min. Effective stream area after confluence = 3.208(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 100 YR POST-DEVELOPMENT CALC (Outall B) 4-28-15 Page 7 of 7 Process from Point/Station 102.000 to Point/Station 103.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 163.210(Ft.) Downstream point/station elevation = 162.500(Ft.) Pipe length = 37.46(Ft.) Slope = 0.0190 Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 9.634(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 9.634(CFS) Normal flow depth in pipe = 10.73(In.) Flow top width inside pipe = 17.66(In.) Critical Depth = 14.39(In.) Pipe flow velocity = 8.76(Ft/s) Travel time through pipe = 0.07 min. Time of concentration (TC) = 8.84 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 103.000 to Point/Station 103.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ Rainfall intensity (I) = 4.742(In/Hr) for a 100.0 year storm User specified 'C' value of 0.630 given for subarea Time of concentration = 8.84 min. Rainfall intensity = 4.742(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.630 CA = 2.659 Subarea runoff = 2.973(CFS) for 1.012(Ac.) Total runoff = 12.607(CFS) Total area = 4.220(Ac.) End of computations, total study area = 4.220 (Ac.) Attachment F Storm Drain Calculations Hydraflow HGL Computation Procedure Page 1 General Procedure: Hydraflow computes the HGL using the Bernoulli energy equation. Manning's equation is used to determine energy losses due to pipe friction. In a standard step, iterative procedure, Hydraflow assumes upstream HGLs until the energy equation balances. If the energy equation cannot balance, supercritical flow exists and critical depth is temporarily assumed at the upstream end. A supercritical flow Profile is then computed using the same procedure in a downstream direction using momentum principles. Col. 1 The line number being computed. Calculations begin at Line 1 and proceed upstream. Col. 2 The line size. In the case of non-circular pipes, the line rise is printed above the span. Col. 3 Total flow rate in the line. Col. 4 The elevation of the downstream invert. Col. 5 Elevation of the hydraulic grade line at the downstream end. This is computed as the upstream HGL + Minor loss of this line's downstream line. Col. 6 The downstream depth of flow inside the pipe (HGL - Invert elevation) but not greater than the line size. Col. 7 Cross-sectional area of the flow at the downstream end. Col. 8 The velocity of the flow at the downstream end, (Col. 3 / Col. 7). Col. 9 Velocity head (Velocity squared / 2g). Col. 10 The elevation of the energy grade line at the downstream end, HGL + Velocity head, (Col. 5 + Col. 9). Col. 11 The friction slope at the downstream end (the S or Slope term in Manning's equation). Col. 12 The line length. Col. 13 The elevation of the upstream invert. Col. 14 Elevation of the hydraulic grade line at the upstream end. Col. 15 The upstream depth of flow inside the pipe (HGL - Invert elevation) but not greater than the line size. Col. 16 Cross-sectional area of the flow at the upstream end. Col. 17 The velocity of the flow at the upstream end, (Col. 3 / Col. 16). Col. 18 Velocity head (Velocity squared / 2g). Col. 19 The elevation of the energy grade line at the upstream end, HGL + Velocity head, (Col. 14 + Col. 18) . Col. 20 The friction slope at the upstream end (the S or Slope term in Manning's equation). Col. 21 The average of the downstream and upstream friction slopes. Col. 22 Energy loss. Average Sf/100 x Line Length (Col. 21/100 x Col. 12). Equals (EGL upstream - EGL downstream) +/- tolerance. Col. 23 The junction loss coefficient (K). Col. 24 Minor loss. (Col. 23 x Col. 18). Is added to upstream HGL and used as the starting HGL for the next upstream line(s). Hydraflow HGL Computation Procedure Page 1 General Procedure: Hydraflow computes the HGL using the Bernoulli energy equation. Manning's equation is used to determine energy losses due to pipe friction. In a standard step, iterative procedure, Hydraflow assumes upstream HGLs until the energy equation balances. If the energy equation cannot balance, supercritical flow exists and critical depth is temporarily assumed at the upstream end. A supercritical flow Profile is then computed using the same procedure in a downstream direction using momentum principles. Col. 1 The line number being computed. Calculations begin at Line 1 and proceed upstream. Col. 2 The line size. In the case of non-circular pipes, the line rise is printed above the span. Col. 3 Total flow rate in the line. Col. 4 The elevation of the downstream invert. Col. 5 Elevation of the hydraulic grade line at the downstream end. This is computed as the upstream HGL + Minor loss of this line's downstream line. Col. 6 The downstream depth of flow inside the pipe (HGL - Invert elevation) but not greater than the line size. Col. 7 Cross-sectional area of the flow at the downstream end. Col. 8 The velocity of the flow at the downstream end, (Col. 3 / Col. 7). Col. 9 Velocity head (Velocity squared / 2g). Col. 10 The elevation of the energy grade line at the downstream end, HGL + Velocity head, (Col. 5 + Col. 9). Col. 11 The friction slope at the downstream end (the S or Slope term in Manning's equation). Col. 12 The line length. Col. 13 The elevation of the upstream invert. Col. 14 Elevation of the hydraulic grade line at the upstream end. Col. 15 The upstream depth of flow inside the pipe (HGL - Invert elevation) but not greater than the line size. Col. 16 Cross-sectional area of the flow at the upstream end. Col. 17 The velocity of the flow at the upstream end, (Col. 3 / Col. 16). Col. 18 Velocity head (Velocity squared / 2g). Col. 19 The elevation of the energy grade line at the upstream end, HGL + Velocity head, (Col. 14 + Col. 18) . Col. 20 The friction slope at the upstream end (the S or Slope term in Manning's equation). Col. 21 The average of the downstream and upstream friction slopes. Col. 22 Energy loss. Average Sf/100 x Line Length (Col. 21/100 x Col. 12). Equals (EGL upstream - EGL downstream) +/- tolerance. Col. 23 The junction loss coefficient (K). Col. 24 Minor loss. (Col. 23 x Col. 18). Is added to upstream HGL and used as the starting HGL for the next upstream line(s).