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HomeMy WebLinkAboutCT 04-05; VISTA LA COSTA CONDOMINIUMS; HYDROLOGY, HYDRAULICS, AND DETENTION STUDY FOR GILBRALTAR STREET CONDOS; 2004-01-22•.,ter.40• HYDROLOGY, HYDRAULICS, AND DETENTION STUDY FOR Gibraltar Street Condos Job No. 03-1060-5 Date:January 22, 2004 S O'Day Consultants, Inc. 2710 Loker Ave West, Suite 100 Carlsbad, CA 92008-7317 Tel: (760)931-7700 Fax: (760) 931 -8680 ooFES STR06.•9.414 Id. Z3 (6Z' Ca No. C551:!yExp.6/30/06 4.„* \tr4)..=a_." dift \fpf CAt.Os John . tA? Strohminger, RCE C55 87 Date Expires 6-30-2006 Prepared by: PEF/TTC G:\ACCTS\031060\drainage intro.doc DESCRIPTION SECTION •NARRATIVE 1 -INTRODUCTION -DESCRIPTION OF RATIONAL METHOD PROGRAM -DETENTION BASIN DESIGN PROCEDURE -CONCLUSIONS •RATIONAL ANALYSES 2 -100 YEAR EXISTING CONDITION -100 YEAR PROPOSED CONDITION •DETENTION BASIN SIZING CALCULATIONS 3 -PROPOSED CONDITION RUNOFF HYDROGRAPH 144 -INFLOW / OUTFLOW / STORAGE DATA -STAGE-STORAGE GRAPH •APPENDIX 4 -VICINITY MAP -RUNOFF COEFFICIENT TABLE 4 -ISOPLUVIAL MAPS -100 YR,6 HR -100 YR, 24 HR -SOIL GROUP MAP -MANNING'S ROUGHNESS COEFFICIENT TABLE •MAP POCKET -DRAINAGE MAP (100 YEAR EXISTING)„„. -DRAINAGE MAP (100 YEAR PROPOSED) G:\Accrs\031 060\drainage intro.doc gol* -111111111111111111111111111111 a . SECTION 1 j Li 1 1 INTRODUCTION The project site is located on Gibraltar Street, approximately 1.5 miles east of El Camino Real. The site consists of two previously graded residential lots that front the La Costa Resort & Spa Golf Course. Together, the two lots total approximately 0.9 acres. The site drains northeast and connects to an existing 48" RCP drainage pipe which runs along the easterly boundary ofthe property, this pipe then releases water to a channel on the La Costa Resort and Spa golf course. Two multi-family buildings, with a total of 15 units, are proposed for this project.All runoff from the site will be stored in the underground detention basin at the northeast end before discharging into the drainage pipe. The site consists entirely oftype D soils. RATIONAL METHOD DESCRIPTION The rational method,as described in the 2003 San Diego County Hydrology Manual, was hi used to generate surface runoff flows, which were then used to size the drainage facilities. The basic equation: Q =CIA C =runoff coefficient (varies with surface) I =intensity (varies with time of concentration) A =Area in acres The design storm for this project is the 100-year event; the corresponding 6-hour rainfall amount is 2.8 inches.A computer program developed by CivilCADD/Civildesign Engineering Software, ©1993 Version 3.2, is used to determine the times of concentration and corresponding intensities and flows for the various hydrological processes performed in this model.This program can also determine the street flow and pipeflow characteristics for a given segment. The rational method program is a computer aided design program where the user ..1 develops a node link model of the watershed. The node link model is created by developing independent node link models of each interior watershed and linking these sub-models together at confluence points. .)The program has the capability of performing calculations for eleven different hydrologic and hydraulic processes.These processes are assigned and printed in the output.They are as follows: 1 GAACCTS \ 03 I 060 \ drainage intro.doc 1 1.Initial sub-area input, top of stream 2.Street flow through sub-area. Includes sub-area runoff 3.Addition of runoff from sub-area to stream 4.Street inlet and parallel street and pipeflow and area 5.Pipeflow travel time (program estimated pipe size) 6.Pipeflow travel time (user specified pipe size) 7.Improved channel time —Area add option 1 8.Irregular channel travel time —Area add option 9.User specified entry ofdata at a point 10.Confluence at downstream point in current stream A 11.Confluence ofmain streams DETENTION BASIN DESIGN PROCEDURE 1'4 Using the data obtained from the rational analyses for the proposed condition, a runoff hydrograph was developed to model the 100-year storm. The hydrograph was constructed using Hi the Qp and to from the rational method, and the Q/Qp and t/tp ratios from the San Diego County, I Hydrology Manual. Using CivilCADD Flood Hydrograph Routing, Universal Method version 6.2, the hydrograph was routed into the detention basin. The program calculates outflow from the basin at different times based on the input hydrograph, the storage capacity of the basin, and the outlet works from the basin. The basin for this site was designed to keep the peak Q in the proposed condition below the peak Q in the existing condition. Using a 6" PVC outlet pipe at 7.6% slope, the peak Q is held to 1.84 cfs, and the maximum required storage of the basin is.0.012 Ac-ft (523 ft3). As shown in the stage-storage curve in section 3, the capacity of the basin re on the site plan is 754 ft3. i... ..4 .... G:\ACCTS\031060\drainage intro.doc ._..•..w4 .at4MA.414....4..•.+1..Y CONCLUSIONS In the existing condition all runoff from the site flows north and enters a concrete drainage channel on the La Costa Golf Course.At node 104,Qpeak=1.84 cfs and tc=10.95 minutes. ,.JI In the proposed condition, all runoff still flows to the drainage channel after first entering 1 the detention basin and an existing 48" RCP drainage pipe.A peak Q of 3.35 cfs enters the ,..1 detention basin at a t,of 7.02 minutes.The peak Q leaving the basin is 1.84 cfs, occurring at mi4 10.02 minutes. iiii Irm J rem UM TA I ..„J ,.. - 3 .... 41E.T R.M 41;10; 40W Pq..1 4#41 GAACCTS\031060\drainage intro.doc .4 SECTION 2 - San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c)1993 Version 3.2 Rational method hydrology program based on San Diego County Flood Control Division 1985 hydrology manual Rational Hydrology Study Date:01/15/04 Gibraltar Street Condos 031060 Exist.rational method G:accts/031060/0360ex *********Hydrology Study Control Information ********** rl O'Day Consultants,San Diego,California -S/N 10125 0 Rational hydrology study storm event year is 100.0 11 Map data precipitation entered: 6 hour,precipitation(inches)=2.800 24 hour precipitation(inches)=5.000 a Adjusted 6 hour precipitation (inches)=2.800 P6/P24 =56.0% San Diego hydrology manual 'C'values used Runoff coefficients by rational method- 1 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 100.000 to Point/Station 102.000 ****INITIAL AREA EVALUATION **** User specified 'C'value of 0.450 given for subarea Initial subarea flow distance =167.00(Ft.) Highest elevation =61.50(Ft.) Lowest elevation =55.00(Ft.) Elevation difference =6.50(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C)=9.61 min. TC =[1.8*(1.1 -C)*distance^.5)/(%slope^(1/3)] TC =(1.8*(1.1 -0.4500)*(167.00^.5)/(3.89^(1/3)]=9.61 Rainfall intensity (I)=4.840 for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA)is C =0.450 Subarea runoff =0.697(CFS) Total initial stream area =0.320(Ac.) 000 1 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 102.000 to Point/Station 104.000 4111 ****IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation =55.00(Ft.) Downstream point elevation =42.00(Ft.) Channel length thru subarea =126.00(Ft.) Channel base width =20.000(Ft.) Slope or 'Z'of left channel bank =100.000 Slope or 'Z'of right channel bank =100.000 Estimated mean flow rate at midpoint of channel =1.318(CFS) Manning's 'N'=0.030 Maximum depth of channel =0.100(Ft.) Flow(q)thru subarea =1.318(CFS) Depth of flow ----0.036(Ft.),Average velocity =1.569(Ft/s) Channel flow top width =27.129(Ft.) Flow Velocity -1.57(Ft/s) Travel time =1.34 min. Time of concentration =10.95 min. Critical depth =0.047(Ft.) Adding area flow to channel User specified 'C'value of 0.450 given for subarea Rainfall intensity =4.449(In/Hr)for a 100.0 year storm r Runoff coefficient used for sub-area,Rational method,Q=KCIA,C =0.450 Subarea runoff =1.141(CFS)for 0.570(Ac.) 1,'Total runoff =1.838(CFS)Total area =0.89(Ac.) End of computations,total study area =0.89 (Ac.) 01; m .,i ) ,.., 1 0,1 40, 1 1 44 4. ,... ,.; San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c)1993 Version 3.2 Rational method hydrology program based on San Diego County Flood Control Division 1985 hydrology manual Rational Hydrology Study Date:01/16/04 Gibraltar Street Condos 031060 Proposed rational method G:/accts/031060/0360pr *********Hydrology Study Control Information ********** O'Day Consultants,San Deigo,California -S/N 10125 Rational hydrology study storm event year is 100.0 Map data precipitation entered: 6 hour,precipitation(inches)=2.800 24 hour precipitation(inches)=5.000 Adjusted 6 hour precipitation (inches)=2.800 P6/P24 =56.0% San Diego hydrology manual 'C'values used Runoff coefficients by rational method ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 107.000 to Point/Station 109.000 ****INITIAL AREA EVALUATION **** User specified 'C'value of 0.550 given for subarea Initial subarea flow distance =50.00(Ft.) Highest elevation =60.50(Ft.) Lowest elevation =60.00(Ft.) Elevation difference =0.50(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C)=7.00 min. TC =[1.8*(1.1 -C)*distanceA.5)/(%slopeA(1/3)) TC =[1.8*(1.1 -0.5500)*(50.00A.5)/(1.00"(1/3)]=7.00 Rainfall intensity (I)=5.938 for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA)is C =0.550 Subarea runoff =0.065(CFS) 1 Total initial stream area =0.020(Ac.) Ak ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 109.000 to Point/Station 105.000 fl ****IMPROVED CHANNEL TRAVEL TIME **** A Upstream point elevation =60.00(Ft.) Downstream point elevation =56.20(Ft.) Channel length thru subarea =105.00(Ft.) Channel base width =0.100(Ft.) 14 ..2.14—ni..tn.nN-Moo m.n,on Slope or 'Z'of left channel bank =0.000 Slope or 'Z'of right channel bank =12.000 Estimated mean flow rate at midpoint of channel =0.245(CFS) Manning's 'N'=0.015 Maximum depth of channel =0.125(Ft.) Flow(q)thru subarea =0.245(CFS) Depth of flow =0.114(Ft.),Average velocity =2.762(Ft/s) Channel flow top width =1.462(Ft.) Flow Velocity =2.76(Ft/s) Travel time =0.63 min. Time of concentration =7.63 min. Critical depth =0.148(Ft.) Adding area flow to channel User specified 'C'value of 0.850 given for subarea Rainfall intensity =5.615(In/Hr)for a 100.0 year storm Runoff coefficient used for sub-area,Rational method,Q=KCIA,C =0.850 Subarea runoff =0.525(CFS)for 0.110(Ac.) 714% Total runoff =0.590(CFS)Total area =0.13(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 105.000 to Point/Station 103.000 ****STREET FLOW TRAVEL TIME +SUBAREA FLOW ADDITION **** Top of street segment elevation =56.200(Ft.) End of street segment elevation =50.800(Ft.) Length of street segment =60.000(Ft.) Height of curb above gutter flowline =6.0(In.) Width of half street (curb to crown)=12.000(Ft.) Distance from crown to crossfall grade break =10.500(Ft.) Slope from gutter to grade break (v/hz)=0.083 Slope from grade break to crown (v/hz)=0.020 Street flow is on [2 ]side(s)of the street uk 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 =1.510(In.) Manning's N in gutter =0.0150 f7 Manning's N from gutter to grade break =0.0150 Manning's N from grade break to crown =0.0150Estimatedmeanflowrateatmidpointofstreet=0.840(CFS) 144.Depth of flow =0.126(Ft.),Average velocity =4.437(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width =1.510(Ft.) rw Flow velocity =4.44(Ft/s) 1 Travel time =0.23 min.TC =7.86 min.Adding area flow to street User specified 'C'value of 0.850 given for subarea.Rainfall intensity =5.511(In/Hr)for a 100.0 year storm 1 Runoff coefficient used for sub-area,Rational method,Q=KCIA,C =0.850 Subarea runoff =0.515(CFS)for 0.110(Ac.) a.Total runoff =1.106(CFS)Total area =0.24(Ac.) Street flow at end of street =1.106(CFS) Half street flow at end of street =0.553(CFS) Depth of flow =0.146(Ft.),Average velocity =4.069(Ft/s) Flow width (from curb towards crown)=2.529(Ft.) -4 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 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 =0.240(Ac.) Runoff from this stream =1.106(CFS) Time of concentration =7.86 min.1*Rainfall intensity =5.511(In/Hr) 1110 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 101.000 to Point/Station 103.000 ****INITIAL AREA EVALUATION **** User specified 'C'value of 0.950 given for subarea c4 Initial subarea flow distance =90.00(Ft.) Highest elevation =70.00(Ft.) Lowest elevation =69.10(Ft.) Elevation difference =0.90(Ft.) Time of concentration calculated by the urban areas overland flow method (App X -C)=2.56 min. TC =[1.8*(1.1 -C)*distance^.5)/(%slope^(1/3)] 74 TC =[1.8*(1.1 -0.9500)*(90.00^.5)/(1.00^(1/3)1 =2.56 Setting time of concentration to 5 minutes Rainfall intensity (I)=7.377 for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA)is C =0.950 .1 Subarea runoff =0.421(CFS) Total initial stream area =0.060(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 103.000 to Point/Station 103.000 ****CONFLUENCE OF MINOR STREAMS **** r'Along Main Stream number:1 in normal stream number 2 Stream flow area =0.060(Ac.) Runoff from this stream =0.421(CFS) fi Time of concentration =5.00 min. Rainfall intensity =7.377(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No.(CFS)(min)(In/Hr) 1 1.106 7.86 5.511 .row 2 0.421 5.00 7.377 Qmax(1)= 1.000 *1.000 *1.106)+ 0.747 *1.000 *0.421)+=1.420 ime•Qmax(2)= -1 1.000 *0.636 *1.106)+ 1.000 *1.000 *0.421)+=1.124 &al Total of 2 streams to confluence: ,4I .. Flow rates before confluence point: 1.106 0.421 Maximum flow rates at confluence using above data: 1 1.420 1.124 Area of streams before confluence: 0.240 0.060 Results of confluence: Total flow rate =1.420(CFS) 4§Time of concentration =7.859 min. 11 Effective stream area after confluence =0.300(Ac.) .14 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 103.000 to Point/Station 102.000 .11 ****IMPROVED CHANNEL TRAVEL TIME **** Aim Upstream point elevation =50.80(Ft.) Downstream point elevation =50.50(Ft.) Channel length thru subarea =35.00(Ft.) Channel base width =0.100(Ft.) Slope or 'Z'of left channel bank =12.000 g;Slope or 'Z'of right channel bank =12.000 Manning's 'N'=0.015 Maximum depth of channel =0.250(Ft.) Flow(q)thru subarea =1.420(CFS) Depth of flow =0.229(Ft.),Average velocity =2.182(Ft/s) Channel flow top width =5.590(Ft.)4k Flow Velocity =2.18(Ft/s) _a Travel time =0.27 min. Time of concentration =8.13 min. Critical depth =0.240(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ AVM 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 =0.300(Ac.) Runoff from this stream =1.420(CFS) Time of concentration =8.13 min. Rainfall intensity =5.393(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 100.000 to Point/Station 102.000 ****INITIAL AREA EVALUATION **** User specified 'C'value of 0.950 given for subarea Initial subarea flow distance =85.00(Ft.) Highest elevation =70.00(Ft.) Lowest elevation =69.10(Ft.) rigehi Elevation difference =0.90(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C)=2.44 min. TC =[1.8*(1.1 -C)*distance^.5)/(%slope^(1/3)] TC =[1.8*(1.1 -0.9500)*(85.00^.5)/(1.06^(1/3)]=2.44 Setting time of concentration to 5 minutes Rainfall intensity (I)=7.377 for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA)is C =0.950 Subarea runoff =0.421(CFS) Total initial stream area =0.060(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 2 i.Stream flow area =0.060(Ac.) Runoff from this stream =0.421(CFS) 4 Time of concentration =5.00 min. Rainfall intensity =7.377(In/Hr) Summary of stream data: 9J Stream Flow rate TC Rainfall Intensity ,a No.(CFS)(min)(In/Hr) 1 1.420 8.13 5.393420.421 5.00 7.377 Qmax(1) 1.000 *1.000 *1.420)+ 0.731 *1.000 *0.421)+=1.727.0 Qmax(2)= 1.000 *0.615 *1.420)+ 1.000 *1.000 *0.421)+=1.294 Total of 2 streams to confluence: J1 Flow rates before confluence point: 1.420 0.421 Maximum flow rates at confluence using above data: 1.727 1.294 1 Area of streams before confluence: 0.300 0.060 Results of confluence: ri Total flow rate =1. 727 (CFS) Time of concentration =8.127 min. Effective stream area after confluence =0.360(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++4M Process from Point/Station 102.000 to Point/Station 108.000 ****IMPROVED CHANNEL TRAVEL TIME **** M.Upstream point elevation =50.50(Ft.) Downstream point elevation =46.00(Ft.) Channel length thru subarea =55.00(Ft.) Channel base width =0.100(Ft.) Slope or 'Z'of left channel bank =0.000 Slope or 'Z'of right channel bank =12.000 Manning's 'N'=0.015 Maximum depth of channel =0.500(Ft.) Flow(q)thru subarea =1.727(CFS) 1 Depth of flow =0.209(Ft.),Average velocity =6.109(Ft/s) Channel flow top width =2.607(Ft.) Flow Velocity =6.11(Ft/s) Travel time =0.15 min. Time of concentration =8.28 min. Critical depth =0.340(Ft.) 1 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 108.000 to Point/Station 108.000 CONFLUENCE OF MAIN STREAMS **** 4 The following data inside Main Stream is listed: In Main Stream number:1 Stream flow area =0.360(Ac.) Runoff from this stream =1.727(CFS) Time of concentration =8.28 min. Rainfall intensity =5.330(In/Hr) Program is now starting with Main Stream No.2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 112.000 to Point/Station 110.000,,4 ****INITIAL AREA EVALUATION **** 115' User specified 'C'value of 0.950 given for subarea Initial subarea flow distance =60.00(Ft.) Highest elevation =70.00(Ft.) Lowest elevation =69.10(Ft.) Elevation difference =0.90(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C)=1.83 min. TC =[1.8*(1.1 -C)*distance^.5)/(%slope^(1/3)] TC =[1.8*(1.1-0.9500)*(60.00".5)/(1.50^(1/3)]=1.83 Setting time of concentration to 5 minutesfRainfallintensity(I)=7.377 for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA)is C =0.950 wir Subarea runoff =0.280(CFS) Total initial stream area =0.040(Ac.) Process from Point/Station 110.000 to Point/Station 113.000 ****IMPROVED CHANNEL TRAVEL TIME **** Ao4 Upstream point elevation =69.10(Ft.) Downstream point elevation =68.90(Ft.) Channel length thru subarea =20.00(Ft.) Channel base width =20.000(Ft.) Slope or 'Z'of left channel bank =100.000 Slope or 'Z'of right channel bank =100.000 Estimated mean flow rate at midpoint of channel =0.596(CFS) Manning's 'N'=0.018 Maximum depth of channel =0.100(Ft.) Flow(q)thru subarea =0.596(CFS) 2$$Depth of flow =0.033(Ft.),Average velocity =0.777(Ft/s) Channel flow top width =26.586(Ft.) Flow Velocity =0.78(Ft/s) Travel time =0.43 min. Time of concentration =5.43 min. Critical depth =0.029(Ft.) Adding area flow to channel User specified 'C'value of 0.700 given for subarea Rainfall intensity =6.996(In/Hr)for a 100.0 year storm Runoff coefficient used for sub-area,Rational method,Q=KCIA,C =0.700 Subarea runoff =0.441(CFS)for 0.090(Ac.) Total runoff =0.721(CFS)Total area =0.13(Ac.) 4 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 113.000 to Point/Station 108.000 .41 ****IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation =47.50(Ft.) Downstream point elevation =46.00(Ft.) Channel length thru subarea =25.00(Ft.) ,a Channel base width =1.500(Ft.) Slope or 'Z'of left channel bank =0.000 Slope or 'Z'of right channel bank =0.000 Manning's 'N'=0.0154Maximumdepthofchannel =1.000(Ft.) Flow(q)thru subarea =0.721(CFS) Depth of flow =0.100(Ft.),Average velocity =4.809(Ft/s) Channel flow top width =1.500(Ft.) Flow Velocity =4.81(Ft/s) .1 Travel time =0.09 min. Time of concentration =5.52 min. Critical depth =0.193(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 108.000 to Point/Station 108.000 ****CONFLUENCE OF MAIN STREAMS **** Wig*The following data inside Main Stream is listed: In Main Stream number:2 111 Stream flow area =0.130(Ac.) Runoff from this stream 0.721(CFS) Time of concentration =5.52 min. Rainfall intensity =6.925(In/Hr) Program is now starting with Main Stream No.3 4*. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 104.000 to Point/Station 106.000 ****INITIAL AREA EVALUATION **** User specified 'C'value of 0.550 given for subarea Initial subarea flow distance =200.00(Ft.) bar Highest elevation =60.50(Ft.) Lowest elevation =54.00(Ft.) Elevation difference =6.50(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C)=9.45 min. I.. TC =[1.8*(1.1 -C)*distance'.5)/(%slope^(1/3)] TC =[1.8*(1.1 -0.5500)*(200.00^.5)/(3.25A(1/3)]=9.45 Rainfall intensity (I)=4.892 for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA)is C =0.550 Subarea runoff =0.269(CFS) Total initial stream area =0.100(Ac.) A ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 106.000 to Point/Station 108.000 -4 ****PIPEFLOW TRAVEL TIME (Program estimated size)**** Iva Upstream point/station elevation =54.00(Ft.) Downstream point/station elevation =46.00(Ft.) Pipe length =30.00(Ft.)Manning's N =0.013 No.of pipes =1 Required pipe flow =0.269(CFS) Nearest computed pipe diameter =3.00(In.) 11;Calculated individual pipe flow =0.269(CFS) Normal flow depth in pipe =1.66(In.) Flow top width inside pipe =2.98(In.) IC Critical depth could not be calculated. Pipe flow velocity =9.68(Ft/s) Travel time through pipe =0.05 min. Time of concentration (TC)=9.50 min. im ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 108.000 to Point/Station 108.000 ****CONFLUENCE OF MAIN STREAMS **** iik*s*The following data inside Main Stream is listed: In Main Stream number:3 Stream flow area =0.100(Ac.) Runoff from this stream =0.269(CFS) Time of concentration =9.50 min. Rainfall intensity =4.875(In/Hr) Program is now starting with Main Stream No.4 rg ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 114.000 to Point/Station 116.000 ****INITIAL AREA EVALUATION **** User specified 'C'value of 0.450 given for subarea Initial subarea flow distance =85.00(Ft.) Highest elevation =56.00(Ft.) Lowest elevation =51.00(Ft.) Elevation difference =5.00(Ft.) deo Time of concentration calculated by the urban areas overland flow method (App X-C)=5.98 min. TC =[1.8*(1.1 -C)*distance^.5)/(%slope^(1/3)) 4444 TC =[1.8*(1.1 -0.4500)*(85.00".5)/(5.88A(1/3)]=5.98 Rainfall intensity (I)=6.576 for a 100.0 year storm-4 Effective runoff coefficient used for area (Q=KCIA)is C =0.450 Subarea runoff =0.266(CFS) °r'"Total initial stream area =0.090(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 116.000 to Point/Station 108.000 ****PIPEFLOW TRAVEL TIME (Program estimated size)**** Upstream point/station elevation =51.00(Ft.) Downstream point/station elevation =46.00(Ft.) Pipe length =10.00(Ft.)Manning's N =0.013 No.of pipes =1 Required pipe flow =0.266(CFS) Nearest computed pipe diameter =3.00(In.) “1 Calculated individual pipe flow =0.266(CFS) Normal flow depth in pipe =1.37(In.) iwr Flow top width inside pipe =2.99(In.) Critical depth could not be calculated. Pipe flow velocity =12.23(Ft/s) Travel time through pipe =0.01 min. Time of concentration (TC)=5.99 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ta Process from Point/Station ****CONFLUENCE OF MAIN STREAMS 108.0004. to Point Station 108.000 his The following data inside Main Stream is listed: r- In Main Stream number:4 Stream flow area =0.090(Ac.) 4111 Runoff from this stream =0.266(CFS) Time of concentration =5.99 min. Rainfall intensity =6.566(In/Hr) Program is now starting with Main Stream No.5 rl ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 118.000 to Point/Station 119.000 ****INITIAL AREA EVALUATION **** rj User specified 'C'value of 0.550 given for subarea Initial subarea flow distance =110.00(Ft.) Highest elevation =56.00(Ft.) F." Lowest elevation =53.30(Ft.) Elevation difference =2.70(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C)=7.70 min. TC =[1.8*(1.1 -C)*distance^.5)/(%slope^(1/3)] TC =[1.8*(1.1 -0.5500)*(110.00^.5)/(2.45"(1/3)]=7.70 Rainfall intensity (I)=5.585 for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA)is C =0.550 Subarea runoff =0.154(CFS) Total initial stream area =0.050(Ac.) 1 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 119.000 to Point/Station 119.000 ****CONFLUENCE OF MINOR STREAMS **** Along Main Stream number:5 in normal stream number 1 Stream flow area =0.050(Ac.) i•vvd 1 1 i Runoff from this stream =0.154(CFS) ....Time of concentration =7.70 min. Rainfall intensity =5.585(In/Hr) i NAP ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ mwel Process from Point/Station 115.000 to Point/Station 119.000 1 ****INITIAL AREA EVALUATION **** User specified 'C'value of 0.550 given for subarea-.I Initial subarea flow distance =100.00(Ft.) Highest elevation =56.00(Ft.)so Lowest elevation =53.30(Ft.) Elevation difference =2.70(Ft.)...Time of concentration calculated by the urban .0 areas overland flow method (App X-C)=7.11 min. TC =[1.8*(1.1 -C)*distance^.5)/(%slopeA(1/3)] 39 TC =[1.8*(1.1 -0.5500)*(100.00^.5)/(2.70^(1/3)]=7.11 Rainfall intensity (I)=5.879 for a 100.0 year storm...Effective runoff coefficient used for area (Q=KCIA)is C =0.550 Subarea runoff =0.097(CFS) GM Total initial stream area =0.030(Ac.) OR. ;..4 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 119.000 to Point/Station 119.000 ****CONFLUENCE OF MINOR STREAMS **** Along Main Stream number:5 in normal stream number 2 Stream flow area =0.030(Ac.) Runoff from this stream =0.097(CFS) Time of concentration =7.11 min. Rainfall intensity =5.879(In/Hr) Summary of stream data: n Stream Flow rate TC Rainfall Intensity No.(CFS)(min)(In/Hr) 7 1 0.154 7.70 5.585 2 0.097 7.11 5.879 Qmax(1)= ci 1.000 *1.000 *0.154)+ 0.950 *1.000 *0.097)+=0.246 ....Qmax(2)= 1.000 *0.924 *0.154)+-,t 1.000 *1.000 *0.097)+=0.239 Adidl Total of 2 streams to confluence: Flow rates before confluence point: 0.154 0.097 ....Maximum flow rates at confluence using above data: 0.246 0.239-"i Area of streams before confluence: 1 0.050 0.030 Results of confluence: Total flow rate =0.246(CFS) i i I Time of concentration =7.697 min. Effective stream area after confluence =0.080(Ac.) 1.111 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 119.000 to Point/Station 108.000 ****IMPROVED CHANNEL TRAVEL TIME **** i illl Upstream point elevation =53.30(Ft.) Downstream point elevation =46.00(Ft.) ...Channel length thru subarea =140.00(Ft.) Channel base width -..0.100(Ft.)Nas Slope or 'Z'of left channel bank =12.000 'II Slope or 'Z'of right channel bank =0.000 Estimated mean flow rate at midpoint of channel =0.384(CFS) All Manning's 'N'=0.015 Maximum depth of channel =0.500(Ft.) IP Flow(q)thru subarea =0.384(CFS) Depth of flow =0.126(Ft.),Average velocity =3.544(Ft/s) 411 Channel flow top width =1.616(Ft.) i4 Flow Velocity =3.54(Ft/s) Travel time =0.66 min. Ill Time of concentration =8.36 min. Critical depth =0.184(Ft.) Adding area flow to channel User specified 'C'value of 0.850 given for subarea...Rainfall intensity =5.297(In/Hr)for a 100.0 year storm Runoff coefficient used for sub -area,Rational method,Q=KCIA,C =0.850 Subarea runoff -0.405(CFS)for 0.090(Ac.) Total runoff =0.651(CFS)Total area =0.17(Ac.)..... 1 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 108.000 to Point/Station 108.000 ****CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number:5 OR Stream flow area =0.170(Ac.) Runoff from this stream =0.651(CFS) low Time of concentration =8.36 min. Rainfall intensity =5.297(In/Hr) .1 Summary of stream data: 4io Stream Flow rate TC Rainfall Intensity No.(CFS)(min)(In/Hr) 0.1 1 1.727 8.28 5.330 - 1 2 0.721 5.52 6.925 3 0.269 9.50 4.875 ....4 0.266 5.99 6.566 5 0.651 8.36 5.297 ikW1R Qmax(1)= 1.000 *1.000 *1.727)+ 0.770 *1.000 *0.721)+ 1.000 *0.871 *0.269)+ , 1 0.812 *1.000 *0.266)+ 1.000 *0.991 *0.651)+=3.377 Qmax(2)= 1.000 *0.666 *1.727)+ 1.000 *1.000 *0.721)+ 1.000 *0.580 *0.269)+ 1 1.000 *0.921 *0.266)+ 1.000 *0.660 *0.651)+=2.703 11 Qmax(3)= 0.915 *1.000 *1.727)+ 0.704 *1.000 *0.721)+ A 1.000 *1.000 *0.269)+ 0.742 *1.000 *0.266)+ ,4 0.920 *1.000 *0.651)+=3.153 1 Qmax(4)= .14 1.000 *0.724 *1.727)+ 0.948 *1.000 *0.721)+ 1 1.000 *0.630 *0.269)+ i 1.000 *1.000 *0.266)+ mis 1.000 *0.717 *0.651)+=2.836 IQ Qmax(5)= 0.994 *1.000 *1.727)+ WO 0.765 *1.000 *0.721)+ 1.000 *0.879 *0.269)+ •,,,ii 0.807 *1.000 *0.266)+ 1.000 *1.000 *0.651)+=3.371 Total of 5 main streams to confluence:..1 Flow rates before confluence point: 1.727 0.721 0.269 0.266 0.651.,„. Maximum flow rates at confluence using above data: ,3 3.377 2.703 3.153 2.836 3.371 Area of streams before confluence: .....0.360 0.130 0.100 0.090 0.170 )Results of confluence: Total flow rate =3.377(CFS) P51 Time of concentration =8.277 min. 1 Effective stream area after confluence =0.850(Ac.) .J ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 108.000 to Point/Station 122.000 we.****PIPEFLOW TRAVEL TIME (Program estimated size)**** Upstream point/station elevation =46.00(Ft.) Downstream point/station elevation =40.50(Ft.)....Pipe length =100.00(Ft.)Manning's N =0.013 -4 No.of pipes =1 Required pipe flow =3.377(CFS) Nearest computed pipe diameter =9.00(In.) 4.0.Calculated individual pipe flow =3.377(CFS) Normal flow depth in pipe =6.49(In.) ""Flow top width inside pipe =8.07(In.) Critical depth could not be calculated. Pipe flow velocity =9.89(Ft/s) Travel time through pipe =0.17 min. Time of concentration (TC)=8.45 min. 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I 1 FLOOD HYDROGRAPH ROUTING PROGRAM 1 Copyright (c)CIVILCADD/CIVILDESIGN,1989 -2001 Study date:01/22/04 I AA Gibraltar Street Condos AA )Proposed detention calc G:/accts/031060/0360detention JIM1 O'Day Consultants,Carlsbad,California -S/N 768 me *********************HYDROGRAPH INFORMATION ********************** From study/file name:0360detention.rte iii **********************Hydrograph Information ************************ Li From manual input hydrograph ****************************HyDR0GRApH DATA****************************As Number of intervals =30 :....i Time interval =1.0 (Min.) Maximum/Peak flow rate =3.350 (CFS) 4.1 Total volume =0.035 (Ac.Ft) Status of hydrographs being held in storage Peak (CFS) Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 0.000 0.000 0.000 0.000 0.000 MAO Vol (Ac.Ft)0.000 0.000 0.000 0.000 0.000 P.-1 *********************************************************************** 040. ow ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 0.000 to Point/Station 0.000 .....****PRINT CURRENT HYDROGRAPH **** /11 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ I PRINT OF STORM aom Runoff Hydrograph Hydrograph in 1 Minute intervals (CFS) .., ,..1 Time(h+m)Volume(Ac.Ft)Q(CFS)0 0.8 1.7 2.5 3.4.0+1 0.0000 0.00 Q I I I I ,w1 0+2 0.0004 0.29 V Q 1 I i I 0+3 0.0016 0.89 IV Q I I 0+4 0.0042 1.85 1 V 1 I Q I IAir0+5 0.0081 2.85 I VI I I Q I )0+6 0.0127 3.34 I I V I I 41 0+7 0.0173 3.35 I I V I Q ,—0+8 0.0214 3.00 I I I V 1 Q I J 0+9 0.0249 2.49 I I I VQI I QIN i I I.0+10 0.0274 1.82 I I IQ V I0+11 0.0292 1.31 I I Q I V I0+12 0.0305 0.98 1 IQ I V I I 1 0+13 0.0316 0.75 I Q I I V I 1 0+14 0.0323 0.56 I Q I I V I,0+15 0.0329 0.42 I Q I I V I0+16 0.0334 0.32 I Q I I V I0+17 0.0337 0.24 I Q V I0+18 0.0339 0.17 I Q I I VI 0+19 0.0341 0.13 IQ I I VI-I 0+20 0.0342 0.09 IQ VI0+21 0.0343 0.07 Q VIlin0+22 0.0344 0.05 Q VI mml 0+23 0.0344 0.04 Q VI I 0+24 0.0345 0.03 Q I I VI0+25 0.0345 0.03 Q I I VImo0+26 0.0346 0.02 Q I I VIq0+27 0.0346 0.01 Q I I VI0+28 0.0346 0.01 Q I I VImi0+29 0.0346 0.00 Q I I VI0+30 0.0346 0.00 Q I I VI i ****************************HyDRoGRApH DATA****************************ms Number of intervals =30 ..J ro Time interval =1.0 (Min.) Maximum/Peak flow rate =3.350 (CFS) 611111 Total volume =0.035 (Ac.Ft) Status of hydrographs being held in storage IN1 Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS)0.000 0.000 0.000 0.000 0.000 .m.b.Vol (Ac.Ft)0.000 0.000 0.000 0.000 0.000 :I *********************************************************************** VIIi ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++..Process from Point/Station 0.000 to Point/Station 0.000****RETARDING BASIN ROUTING **** vibi.Program computation of outflow v.deptha ... CALCULATED OUTFLOW DATA AT DEPTH =1.00(Ft.)) .,,.Pipe length =23.00(Ft.)Elevation difference =1.76(Ft.) I Manning's N =0.011 No.of pipes =1-Given pipe size =6.00(In.) NOTE:Assuming outlet depth at soffit of outlet...NOTE:Normal flow is pressure flow.I The total friction loss through the pipe is 2.260(Ft.) Pipe friction loss =1.048(Ft.)..Minor friction loss =1.211(Ft.)K-factor =1.50Calculatedflowratethroughpipe(s)=1.416(CFS) I. Total outflow at this depth =1.42(CFS) CALCULATED OUTFLOW DATA AT DEPTH =2.00(Ft.)) Pipe length =23.00(Ft.)Elevation difference =1.76(Ft.)Manning's N =0.011 No.of pipes =1 Given pipe size =6.00(In.) NOTE:Assuming outlet depth at soffit of outlet. NOTE:Normal flow is pressure flow. The total friction loss through the pipe is 3.260(Ft.)Pipe friction loss =1.512(Ft.) 4 Minor friction loss =1.747(Ft.)K-factor =1.50Calculatedflowratethroughpipe(s)=1.700(CFS) .111 Total outflow at this depth =1.70(CFS) El CALCULATED OUTFLOW DATA AT DEPTH =3.00(Ft.)) Am Pipe length =23.00(Ft.)Elevation difference =1.76(Ft.) r/1 Manning's N =0.011 No.of pipes =1Givenpipesize=6.00(In.) NOTE:Assuming outlet depth at soffit of outlet. NOTE:Normal flow is pressure flow. The total friction loss through the pipe is 4.260(Ft.)woo Pipe friction loss =1.976(Ft.) Minor friction loss =2.283(Ft.)K-factor =1.50Calculatedflowratethroughpipe(s)=1.944(CFS)-1 Total outflow at this depth =1.94(CFS) CALCULATED OUTFLOW DATA AT DEPTH =4.00(Ft.))Pipe length =23.00(Ft.)Elevation difference =1.76(Ft.)Manning's N =0.011 No.of pipes =1Givenpipesize=6.00(In.) NOTE:Assuming outlet depth at soffit of outlet. NOTE:Normal flow is pressure flow. The total friction loss through the pipe is 5.260(Ft.)Pipe friction loss =2.440(Ft.) Minor friction loss =2.818(Ft.)K-factor =1.50Calculatedflowratethroughpipe(s)=2.160(CFS) 7.1 Total outflow at this depth =2.16(CFS) Amb Total number of inflow hydrograph intervals =30Hydrographtimeunit=1.000 (Min.) Initial depth in storage basin =0.00(Ft.) Initial basin depth =0.00 (Ft.) Initial basin storage =0.00 (Ac.Ft) J.Initial basin outflow =0.00 (CFS) Depth vs.Storage and Depth vs.Discharge data: 1 I Basin Depth Storage Outflow (S-0*dt/2)(S+O*dt/2) (Ft.)(Ac.Ft)(CFS)(Ac.Ft)(Ac.Ft) 1 0.000 0.000 0.000 0.000 0.000 1.000 0.003 1.416 0.002 0.004 ,m.2.000 0.009 1.700 0.008 0.010 "1 4.000 0.0172.160 3.0000.014 1.944 0.013 0.016 0.015 0.018 mo Hydrograph Detention Basin Routing .Graph values:'I'=unit inflow;10'=outflow at time shown mi Time Inflow Outflow Storage Depth .rn (Hours)(CFS)(CFS)(Ac.Ft).0 0.8 1.68 2.51 3.35 (Ft.) 0.017 0.00 0.00 0.000 0 I I 0.00 CI 0.033 0.29 0.07 0.000 0 I I 1 0.05 1 0.050 0.89 0.33 0.001 0 I I 0.23 me 0.067 1.85 0.84 0.002 0 II 0.59 0.083 2.85 1.44 0.003 I 0 I I 1.07 /74 0.100 3.34 1.54 0.006 i 0 I I 1.44 '0.117 3.35 1.66 0.008 I 01 I 1.84,rn 0.133 3.00 1.75 0.010 I 0 I 2.22 'F4 0.150 2.49 1.82 0.011 I 10 I 2.48 i 0.167 1.82 1.84 0.012 i 10 2.57 ale 0.183 1.31 1.82 0.011 I I 10 2.50 0.200 0.98 1.78 0.011 II 0 2.32 1 0.217 0.75 1.72 0.009 II 0 2.08 0.233 0.56 1.65 0.008 I I 01 1.83 0.250 0.42 1.58 0.006 I I 01 1.57 0.267 0.32 1.50 0.005 I I 0 I 1.30 0.283 0.24 1.42 0.003 I I 0 I 1.03 0.300 0.17 0.88 0.002 I O I 0.62 0.317 0.13 0.52 0.001 I 0 I I 0.37 A 0.333 0.09 0.32 0.001 I 0 I I 0.23 i 0.350 0.07 0.20 0.000 10 I I 0.14 -0.367 0.05 0.13 0.000 I0 I I 0.09 0.383 0.04 0.09 0.000 0 I I 0.06 fl 0.400 0.03 0.06 0.000 0 I I 0.04 0.417 0.03 0.05 0.000 0 I I 0.03-0.433 0.02 0.04 0.000 0 I I 0.03 TA 0.450 0.01 0.03 0.000 0 I I 0.02 0.467 0.01 0.02 0.000 0 I I 0.01 0.483 0.00 0.01 0.000 0 I I 0.01 0.500 0.00 0.01 0.000 0 I I 0.00 0.517 0.00 0.00 0.000 0 I I 0.00 ,..,4 ****************************HyDRoGRApH DATA******+********************* 1 Number of intervals =31 Time interval =1.0 (Min.) Maximum/Peak flow rate =1.840 (CFS)....,Total volume =0.035 (Ac.Ft) 1,,Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 -Peak (CFS)0.000 0.000 0.000 0.000 0.000 I Vol (Ac.Ft)0.000 0.000 0.000 0.000 0.000 ........._...,,,...,, 1 1 1 *********************************************************************** .4 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ .1 Process from Point/Station 0.000 ..;,),*!oint/Station 0.000 ****STORE OR DELETE CURRENT HYDROG Current stream hydrograph saved in file tempttc.rte ...I ****************************HyDRoGRAFT DATA**************************** Number of intervals =0daTimeinterval=0.0 (Min.) Maximum/Peak flow rate =0.000 (CFS) Total volume =0.000 (Ac.Ft) di Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS)0.000 0.000 0.000 0.000 0.0001Vol(Ac.Ft)0.000 0.000 0.000 0.000 0.000 AO *********************************************************************** AP i 1. 1 - ) i.... LI Al ... ..., . .1,.. -..I' I ......... -.,,•12:..-'•-t..42.„.40n7..*:114'5. '.' F.7..M.C;:, . .. .....i ;;:!.11.7...i :.....i ..3 . 3 ,.l't.-;... '-';'ff...a'2Z.:?4a•':;•,,..fil,:;•;t:'...',.•',.;:..:,;...•z..'''.'?,.'•'..:::i:.i'..1.:!::.-,i..:.; --..?.:--44.:::!fir-,.,-.-,?.......,ich.;!:.z; •'-- '.5..41.:t ..,,.•..,,p;.,,,....,.,,,.., e.......:..........:y .- ..:.:.4.......--:.-....:.......z a......1.-'.*:•-... -&..a4..'.iti....00 :9...ts--;-:, -i...- :.t4!....;,...::,.': -..:-.--.1....:-.!:.,;•..-:!.!::.. 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