HomeMy WebLinkAbout96-1033-5; Lucky Site - Drainage Study-Fortney; Lucky Site - Drainage Study; 1997-04-07PRELIMINARY DRAINAGE STUDY
FOR
LUCKY SITE
April?, 1997
J.N. 96-1033
Prepared for:
Fortney Associates, Inc.
2345 East Thomas Road
Suite 490
Phoenix, Arizona 85016
Prepared by:
O'DAY CONSULTANTS, INC.
7220 Avenida Encinas, Suite 204
Carlsbad, California 92009
(619)931-7700
INTRODUCTION AND DESCRIPTION
The purpose of this study is to analyze and quantify runoff for the Lucky site; both for the
existing development and proposed development conditions.
The site is located in La Costa, at the intersection of El Camino Real and La Costa Avenue. The
existing commercial center would be removed with the development of the proposed Lucky store
and commercial center. Runoff from the Leucadia County Water District site adjacent to the
property, is also included in this study.
Maps for both existing and proposed development are included at the end of the report.
San Diego County methodology is used in the study, with the 100-year storm analyzed.
PROPOSED CONDITIONS
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: 04/03/97
PRELIMINARY HYDROLOGY CALCULATIONS
LUCKY SITE SYSTEM 100 p£OPO$60 OOA/O/7/O/^S
APRIL 3, 1997
J.N. 961033
********* Hydrology Study Control Information **********
O'Day Consultants, San Deigo, California - S/N 10125
Rational hydrology study storm event year is 1.0
Map data precipitation entered:
6 hour, precipitation(inches) = 2.600
24 hour precipitation(inches) = 4.200
Adjusted 6 hour precipitation (inches) = 2.600
P6/P24 = 61.9%
San Diego hydrology manual 'C' values used
Runoff coefficients by rational method
Process from Point/Station 100.000 to Point/Station 101.000
**** INITIAL AREA EVALUATION ****
User specified 7TT7 value of 0.450 given for subarea
Time of concentration computed by the
natural watersheds nomograph (App X-A)
TC = [11.9*length(Mi)A3)/(elevation change)]A.385 *60(min/hr) + 10 min.
Initial subarea flow distance = 45.00(Ft.)
Highest elevation = 54.00(Ft.)
Lowest elevation = 32.00(Ft.)
Elevation difference = 22.00(Ft.)
TC=[(11.9*0.0085A3)/( 22 . 00)]A.385 = 0.19 + 10 min. = 10.19 min.
Rainfall intensity (I) = 4.327 for a 1.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.450
Subarea runoff = 0.370(CFS)
Total initial stream area = 0.190(Ac.)
Process from Point/Station 101.000 to Point/Station 102.000
**** IMPROVED CHANNEL TRAVEL TIME ****
Upstream point elevation =32.00(Ft.)
Downstream point elevation = 18.00(Ft.)
Channel length thru subarea = 110.00(Ft.)
Channel base width = 2.000(Ft.)
Slope or 'Z' of left channel bank = 1.000
Slope or 'Z' of right channel bank = 1.000
Manning's 'N' = 0.015
Maximum depth of channel = 1.000(Ft.)
Flow(q) thru subarea = 0.370(CFS)
Depth of flow = 0.043(Ft.), Average velocity = 4.223(Ft/s)
Channel flow top width = 2.086(Ft.)
Flow Velocity = 4.22(Ft/s)
Travel time = 0.43 min.
Time of concentration = 10.63 min.
Critical depth = 0.101(Ft.)
Process from Point/Station 102.000 to Point/Station 102.000
**** SUBAREA FLOW ADDITION ****
User specitied 'C'value oi 0.900 given tor subarea
Time of concentration = 10.63 mm.
Rainfall intensity = 4.212(In/Hr) for a 1.0 year storm
Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.900
Subarea runoff = 0.720(CFS) for 0.190(Ac.)
Total runoff = 1.090(CFS) Total area = 0.38(Ac.)
Process from Point/Station 102.000 to Point/Station 103.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation =18.00(Ft.)
Downstream point/station elevation = 10.00(Ft.)
Pipe length = 105.09(Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 1.090(CFS)
Given pipe size = 10.00(In.)
Calculated individual pipe flow = 1.090(CFS)
Normal flow depth in pipe = 2.64(In.)
Flow top width inside pipe = 8.82(In.)
Critical Depth = 5.57(In.)
Pipe flow velocity = 9.47(Ft/s)
Travel time through pipe = 0.18 min.
Time of concentration (TC) = 10.81 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 = 0.380(Ac.)
Runoff from this stream = 1.090(CFS)
Time of C9ncentration = 10.81 min.
Rainfall intensity = 4.166(In/Hr)
Program is now starting with Main Stream No. 2
Process from Point/Station 104.000 to Point/Station 103.000
**** INITIAL AREA EVALUATION ****
User specified 'C'value of 0.450 given tor subarea
Time of concentration computed by the
natural watersheds nomograph (App X-A)
TC = [11.9*length(Mi)A3)/(elevation change)]A.385 *60(min/hr) + 10 min.
Initial subarea flow distance = 100.00(Ft.)
Highest elevation = 30.00(Ft.)
Lowest elevation = 22.00 (Ft.)
Elevation difference = 8.00(Ft.)
TC=[ (11.9*0.0189^3)/( 8.00)]A.385= 0.72 + 10 min. = 10.72 min.
Rainfall intensity (I) = 4.190 for a 1.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.450
Subarea runoff = 0.471(CFS)
Total initial stream area = 0.250(Ac.)
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 = 0.250(Ac.)
Runoff from this stream = 0.47KCFS)
Time of concentration = 10.72 min.
Rainfall intensity = 4.190(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 1.090 10.81 4.166
2 0.471 10.72 4.190
Qmax(1) =
1.000 * 1.000 * 1.090) +
0.994 * 1.000 * 0.471) + = 1.559
Qmax(2) =
1.000 * 0.991 * 1.090) +
1.000 * 1.000 * 0.471) + = 1.552
Total of 2 main streams to confluence:
Flow rates before confluence point:
1.090 0.471
Maximum flow rates at confluence using above data:
1.559 1.552
Area of streams before confluence:
0.380 0.250
Results of confluence:
Total flow rate = 1.559(CFS)
Time of concentration = 10.812 min.
Effective stream area after confluence = 0.630(Ac.)
Process from Point/Station 103.000 to Point/Station 103.000
**** SUBAREA FLOW ADDITION ****
User specified 'C'value ot 0.950 given for subarea
Time of concentration = 10.81 mm.
Rainfall intensity = 4.166(In/Hr) for a 1.0 year storm
Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.950
Subarea runoff = 0.396(CFS) for 0.100(Ac.)
Total runoff = 1.955(CFS) Total area = 0.73(Ac.)
Process from Point/Station 103.000 to Point/Station 104.000
**** PiPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation =10.00(Ft.)
Downstream point/station elevation = 7.60(Ft.)
Pipe length = 120.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 1.955(CFS)
Given pipe size = 18.00(In.)
Calculated individual pipe flow = 1.955(CFS)
Normal flow depth in pipe = 4.41(In.)
Flow top width inside pipe = 15.48(In.)
Critical Depth = 6.31(In.)
Pipe flow velocity = 5.82(Ft/s)
Travel time through pipe = 0.34 min.
Time of concentration (TC) = 11.16 min.
Process from Point/Station 104.000 to Point/Station 104.000
**** SUBAREA FLOW ADDITION ****
User specified 'C'value ot 0.950 given tor subarea
Time of concentration = 11.16 mm.
Rainfall intensity = 4.082(In/Hr) for a 1.0 year storm
Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.950
Subarea runoff = 0.776(CFS) for 0.200(Ac.)
Total runoff = 2.730(CFS) Total area = 0.93(Ac.)
Process from Point/Station 104.000 to Point/Station 104.000
**** CONFLUENCE OF MAIN STREAMS ****
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 0.930(Ac.)
Runoff from this stream = 2.730(CFS)
Time of concentration = 11.16 min.
Rainfall intensity = 4.082(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 ****
User specified TJ7 value ot 0.450 given tor subarea
Time of concentration computed by the
natural watersheds nomograph (App X-A)
TC = [11.9*length(Mi)A3)/(elevation change)]A.385 *60(min/hr) + 10 min.
Initial subarea flow distance = 170.00(Ft.)
Highest elevation = 30.00(Ft.)
Lowest elevation = 25.00(Ft.)
Elevation difference = 5.00(Ft.)
TC=[(11.9*0.0322A3)/( 5.00)]A.385= 1.58 + 10 min. = 11.58 min.
Rainfall intensity (I) = 3.984 for a 1.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.450
Subarea runoff = 1.058(CFS)
Total initial stream area = 0.590(Ac.)
Process from Point/Station 106.000 to Point/Station 104.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation =10.00(Ft.)
Downstream point/station elevation = 7.60(Ft.)
Pipe length = 65.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 1.058(CFS)
Given pipe size = 18.00(In.)
Calculated individual pipe flow = 1.058(CFS)
Normal flow depth in pipe = 2.80(In.)
Flow top width inside pipe = 13.05(In.)
Critical Depth = 4.60(In.)
Pipe flow velocity = 6.04(Ft/s)
Travel time through pipe = 0.18 min.
Time of concentration (TC) = 11.76 min.
Process from Point/Station 104.000 to Point/Station 104.000
**** CONFLUENCE OF MAIN STREAMS ****
The following data inside Main Stream is listed:
In Main Stream number: 2
Stream flow area = 0.590(Ac.)
Runoff from this stream = 1.058(CFS)
Time of concentration = 11.76 min.
Rainfall intensity = 3.945(In/Hr)
Program is now starting with Main Stream No. 3
Process from Point/Station 107.000 to Point/Station 104.000
**** INITIAL AREA EVALUATION ****
User specified 'C'value ot 0.900 given tor subarea
Initial subarea flow distance = 320.00(Ft.)
Highest elevation = 35.00(Ft.)
Lowest elevation = 13.90(Ft.)
Elevation difference = 21.10(Ft.)
Time of concentration calculated by the urban
areas overland flow method (App X-C) = 3.43 min.
TC = [1.8*(l.l-C)*distanceA.5)/(% slopeA(1/3)]
TC = [1.8*(1.1-0.9000)*(329.00A.5)/( 6.59x(l/3)]= 3.43
Setting time of concentration to 5 minutes
Rainfall intensity (I) = 6.850 for a 1.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.900
Subarea runoff = 2.774(CFS)
Total initial stream area = 0.450(Ac.)
Process from Point/Station 104.000 to Point/Station
**** CONFLUENCE OF MAIN STREAMS ****
104.000
The following data inside Main Stream is listed:
In Main Stream number: 3
Stream flow area = 0.450(Ac.)
2.774(CFS)
5.00 min.
Runoff from this stream
Time of concentration =
Rainfall intensity =
Summary of stream data:
Stream
No.
Flow rate
(CFS)
6.850(In/Hr)
TC
(min)
Rainfall Intensity
(In/Hr)
1
2
3
Qmax(1;
Qmax(2)
Qmax(3)
2.730
1.058
2.774
1.000 *
1.000 *
0.596 *-
0.966 *
1.000 *
0.576 *
1.000 *
1.000 *
1.000 *
11.16
11.76
5.00
1.000 *
0.948 *
1.000 *
1.000 *
1.000 *
1.000 *
0.448 *
0.425 *
1.000 *
4.082
3.945
6.850
2.730) +
1.058) +
2.774) +
2.730) +
1.058) +
2.774) +
2.730) +
1.058) +
2.774) +
5.387
5.294
4.448
Total of 3 main streams to confluence:
Flow rates before confluence point:
2.730 1.058 2.774
Maximum flow rates at confluence using above data:
5.387 5.294 4.448
Area of streams before confluence:
0.930 0.590 0.450
Results of confluence:
Total flow rate = 5.387(CFS)
Time of concentration = 11.155 min.
Effective stream area after confluence 1.970(Ac.)
Process from Point/Station 104.000 to Point/Station 108.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation =
Downstream point/station elevation =
7.60(Ft.)
7.25(Ft.)
Pipe length = 50.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 5.387(CFS)
Nearest computed pipe diameter = 15.00(In.)
Calculated individual pipe flow = 5.387(CFS)
Normal flow depth in pipe = 12.26(In.)
Flow top width inside pipe = 11.60(In.)
Critical Depth = 11.29(In.)
Pipe flow velocity = 5.02(Ft/s)
Travel time through pipe = 0.17 min.
Time of concentration (TC) = 11.32 min.
Process from Point/Station 108.000 to Point/Station 108.000
**** SUBAREA FLOW ADDITION ****
User specified 'C'value ot 0.800 given tor subarea
Time of concentration = 11.32 min.
Rainfall intensity = 4.044(In/Hr) for a 1.0 year storm
Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.800
Subarea runoff = 1.003(CFS) for 0.310(Ac.)
Total runoff = 6.390(CFS) Total area = 2.28(Ac.)
Process from Point/Station 108.000 to Point/Station 109.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation =7.25(Ft.)
Downstream point/station elevation = 6.47(Ft.)
Pipe length = 195.09(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 6.390(CFS)
Nearest computed pipe diameter = 18.00(In.)
Calculated individual pipe flow = 6.390(CFS)
Normal flow depth in pipe = 14.18(In.)
Flow top width inside pipe = 14.72(In.)
Critical Depth = 11.73(In.)
Pipe flow velocity = 4.28(Ft/s)
Travel time through pipe = 0.76 min.
Time of concentration (TC) = 12.08 min.
Process from Point/Station 109.000 to Point/Station 109.000
**** SUBAREA FLOW ADDITION ****
User specified TT7 value o£ 0.980 given for subarea
Time of concentration = 12.08 mm.
Rainfall intensity = 3.878(In/Hr) for a 1.0 year storm
Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.980
Subarea runoff = 2.926(CFS) for 0.770(Ac.)
Total runoff = 9.316(CFS) Total area = 3.05(Ac.)
Process from Point/Station 109.000 to Point/Station 110.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation =6.47(Ft.)
Downstream point/station elevation = 5.83(Ft.)
Pipe length = 160.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 9.316(CFS)
Nearest computed pipe diameter = 21.00(In.)
Calculated individual pipe flow = 9.316(CFS)
Normal flow depth in pipe = 16.03(In.)
Flow top width inside pipe = 17.85(In.)
Critical Depth = 13.63(In.)
Pipe flow velocity = 4.73(Ft/s)
Travel time through pipe = 0.56 min.
Time of concentration (TC) = 12.64 min.
Process from Point/Station 110.000 to Point/Station 110.000
**** SUBAREA FLOW ADDITION ****
User specitied 'C'value ot 0.980 given tor subarea
Time of concentration = 12.64 mm.
Rainfall intensity = 3.766(In/Hr) for a 1.0 year storm
Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.980
Subarea runoff = 0.812(CFS) for 0.220(Ac.)
Total runoff = 10.128(CFS) Total area = 3.27(Ac.)
Process from Point/Station 110.000 to Point/Station 111.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation =5.83(Ft.)
Downstream point/station elevation = 5.35(Ft.)
Pipe length = 120.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 10.128(CFS)
Nearest computed pipe diameter = 21.00(In.)
Calculated individual pipe flow = 10.128(CFS)
Normal flow depth in pipe = 17.44(In.)
Flow top width inside pipe = 15.76(In.)
Critical Depth = 14.22(In.)
Pipe flow velocity = 4.75(Ft/s)
Travel time through pipe = 0.42 rain.
Time of concentration (TC) = 13.07 min.
Process from Point/Station 111.000 to Point/Station 111.000
**** SUBAREA FLOW ADDITION ****
User specified 'C'value of 0.950 given tor subarea
Time of concentration = 13.07 mm.
Rainfall intensity = 3.687(In/Hr) for a 1.0 year storm
Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.950
Subarea runoff = 2.487(CFS) for 0.710(Ac.)
Total runoff = 12.615(CFS) Total area = 3.98(Ac.)
Process from Point/Station 111.000 to Point/Station 112.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation =5.35(Ft.)
Downstream point/station elevation = 4.79(Ft.)
Pipe length = 140.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 12.615(CFS)
Nearest computed pipe diameter = 24.00(In.)
Calculated individual pipe flow = 12.615(CFS)
Normal flow depth in pipe = 17.51(In.)
Flow top width inside pipe = 21.32(In.)
Critical Depth = 15.32(In.)
Pipe flow velocity = 5.14(Ft/s)
Travel time through pipe = 0.45 min.
Time of concentration (TC) = 13.52 min.
End of computations, total study area = 3.98 (Ac.
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: 04/03/97
PRELIMINARY HYDROLOGY CALCULATIONS
LUCKY SITE SYSTEM 200 WOM&a COM/WHS
APRIL 3, 1997
J.N. 961033
— — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — _._ _________ — — — — — -. — — — ___ — _ — -._-_____
********* 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) = 2.600
24 hour precipitation(inches) = 4.200
Adjusted 6 hour precipitation (inches) = 2.600
P6/P24 = 61.9%
San Diego hydrology manual 'C' values used
Runoff coefficients by rational method
Process from Point/Station 200.000 to Point/Station 201.000
**** INITIAL AREA EVALUATION ****
User specified 'C'value ot 0.900 given for subarea
Initial subarea flow distance = 260.00(Ft.)
Highest elevation = 17.00(Ft.)
Lowest elevation = 14.00(Ft.)
Elevation difference = 3.00(Ft.)
Time of concentration calculated by the urban
areas overland flow method (App X-C) = 5.53 min.
TC = [1.8*(l.l-C)*distanceA.5)/(% slope*(1/3)]
TC = [1.8* (1.1-9.9000)* (260.00^.5)/( 1.15A(1/3)]= 5.53
Rainfall intensity (I) = 6.416 for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.900
Subarea runoff = 14.436(CFS)
Total initial stream area = 2.500(Ac.)
Process from Point/Station 201.000 to Point/Station 201.000
**** SUBAREA FLOW ADDITION ****
User specified 7TT! value of 0.900 given for subarea
Time of concentration = 5.53 mm.
Rainfall intensity = 6.416(In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.900
Subarea runoff = 1.097(CFS) for 0.190(Ac.)
Total runoff = 15.533(CFS) Total area = 2.69(Ac.)
Process from Point/Station 201.000 to Point/Station 201.000
**** SUBAREA FLOW ADDITION ****
User specified 'C'value ot 0.950 given tor subarea
Time of concentration = 5.53 mm.
Rainfall intensity = 6.416(In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.950
Subarea runoff = 3.962(CFS) for 0.650(Ac.)
Total runoff = 19.495(CFS) Total area = 3.34(Ac.)
Process from Point/Station 201.000 to Point/Station 202.000
**** piPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation =8.20(Ft.)
Downstream point/station elevation = 7.35(Ft.)
Pipe length = 170.09(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 19.495(CFS)
Nearest computed pipe diameter = 27.00(In.)
Calculated individual pipe flow = 19.495(CFS)
Normal flow depth in pipe = 19.83(In.)
Flow top width inside pipe = 23.85(In.)
Critical Depth = 18.54(In.)
Pipe flow velocity = 6.22(Ft/s)
Travel time through pipe = 0.46 min.
Time of concentration (TC) = 5.99 min.
Process from Point/Station 202.000 to Point/Station 202.000
**** SUBAREA FLOW ADDITION ****
User specified 'C'value ot 0.900 given tor subarea
Time of concentration = 5.99 mm.
Rainfall intensity = 6.097(In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.900
Subarea runoff = 1.756(CFS) for 0.320(Ac.)
Total runoff = 21.25KCFS) Total area = 3.66 (Ac.)
Process from Point/Station 202.000 to Point/Station 202.000
**** SUBAREA FLOW ADDITION ****
User specified 'C'value ot 0.900 given tor subarea
Time of concentration = 5.99 mm.
Rainfall intensity = 6.097(In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.900
Subarea runoff = 4.774(CFS) for 0.870(Ac.)
Total runoff = 26.025(CFS) Total area = 4.53(Ac.)
Process from Point/Station 202.000 to Point/Station 203.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation =7.35(Ft.)
Downstream point/station elevation = 6.80(Ft.)
Pipe length = 110.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 26.025(CFS)
Nearest computed pipe diameter = 30.00(In.)
Calculated individual pipe flow = 26.025(CFS)
Normal flow depth in pipe = 22.20(In.)
Flow top width inside pipe = 26.32(In.)
Critical Depth = 20.88(In.)
Pipe flow velocity = 6.68(Ft/s)
Travel time through pipe = 0.27 min.
Time of concentration (TC) = 6.26 min.
Process from Point/Station 203.000 to Point/Station 203.000
**** CONFLUENCE OF MAIN STREAMS ****
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 4.530(Ac.)
Runoff from this stream = 26.025(CFS)
Time of concentration = 6.26 min.
Rainfall intensity = 5.923(In/Hr)
Program is now starting with Main Stream No. 2
Process from Point/Station 204.000 to Point/Station
**** INITIAL AREA EVALUATION ****
205.000
User specified 'C' value or 0.900 given tor subarea
Initial subarea flow distance = 180.00(Ft.)
Highest elevation = 17.90(Ft.)
Lowest elevation = 14.90(Ft.)
Elevation difference = 3.00(Ft.)
Time of concentration calculated by the urban
areas overland flow method (App X-C) = 4.07 min.
TC = [1.8*(l.l-C)*distancex.5)/(% slope*(1/3)]TC = [1.8*(1.1-0.9000)*(180.00A.5)/( 1.67^(1/3)]= 4.07
Setting time of concentration to 5 minutes
Rainfall intensity (I) = 6.850 for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.900
Subarea runoff = 3.206(CFS)
Total initial stream area = 0.520(Ac.)
Process from Point/Station 205.000 to Point/Station 203.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation =8.00(Ft.)
Downstream point/station elevation = 6.80(Ft.)
Pipe length = 90.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 3.206(CFS)
Nearest computed pipe diameter = .12.00(In.)
Calculated individual pipe flow = 3.206(CFS)
Normal flow depth in pipe = 7.97(In.)
Flow top width inside pipe = 11.34(In.)
Critical Depth = 9.20(In.)
Pipe flow velocity = 5.79(Ft/s)
Travel time through pipe = 0.26 min.
Time of concentration (TC) = 5.26 min.
Process from Point/Station 203.000 to Point/Station
**** CONFLUENCE OF MAIN STREAMS ****
203.000
The following data inside Main Stream is listed:
In Main Stream number: 2
0.520(Ac.)
3.206(CFS)
5.26 min.
6.631(In/Hr)
Stream flow area =
Runoff from this stream
Time of concentration =
Rainfall intensity =
Summary of stream data:
Stream
No.
Flow rate
(CFS)
TC
(min)
Rainfall Intensity
(In/Hr)
1
2
Qmax(1)
26.025
3.206
Qmax(2) =
1.000 *
0.893 *
1.000
1.000
6.26
5.26
1.000
1.000
0.840 *
1.000 *
5.923
6.631
26.025) +
3.206) +
26.025) +
3.206) +
28.889
25.055
Total of 2 main streams to confluence:
Flow rates before confluence point:
26.025 3.206
Maximum flow rates at confluence using above data:
28.889 25.055
Area of streams before confluence:
4.530 0.520
Results of confluence:
Total flow rate = 28.889(CFS)
Time of concentration = 6.264 min.
Effective stream area after confluence = 5.050(Ac.)
Process from Point/Station 203.000 to Point/Station 203.000
**** SUBAREA FLOW ADDITION ****
User specified. TT value of 0.900 given tor subarea
Time of concentration = 6.26 mm.
Rainfall intensity = 5.923(In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.900
Subarea runoff = 1.599(CFS) for 0.300(Ac.)
Total runoff = 30.488(CFS) Total area = 5.35(Ac.)
Process from Point/Station 203.000 to Point/Station 206.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation =6.80(Ft.)
Downstream point/station elevation = 5.85(Ft.)
Pipe length = 190.09(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 30.488(CFS)
Nearest computed pipe diameter = 30.00(In.)
Calculated individual pipe flow = 30.488(CFS)
Normal flow depth in pipe = 26.25(In.)
Flow top width inside pipe = 19.84(In.)
Critical Depth = 22.57(In.)
Pipe flow velocity = 6.69(Ft/s)
Travel time through pipe = 0.47 min.
Time of concentration (TC) = 6.74 min.
Process from Point/Station 206.000 to Point/Station 206.000
**** SUBAREA FLOW ADDITION ****
User specified r~C7 value of 0.900 given tor subarea
Time of concentration = 6.74 mm.
Rainfall intensity = 5.652(In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.900
Subarea runoff = 1.272(CFS) for 0.250(Ac.)
Total runoff = 31.760(CFS) Total area = 5.60(Ac.)
Process from Point/Station 206.000 to Point/Station 206.000
**** SUBAREA FLOW ADDITION ****
User specified 'C'value of 0.950 given tor subarea~
Time of concentration = 6.74 mm.
Rainfall intensity = 5.652(In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.950
Subarea runoff = 3.597(CFS) for 0.670(Ac.)
Total runoff = 35.357(CFS) Total area = 6.27(Ac.)
Process from Point/Station 206.000 to Point/Station 207.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation =5.85(Ft.)
Downstream point/station elevation = 5.25(Ft.)
Pipe length = 120.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 35.357(CFS)
Nearest computed pipe diameter = 33.00(In.)
Calculated individual pipe flow = 35.357(CFS)
Normal flow depth in pipe = 25.55(In.)
Flow top width inside pipe = 27.60(In.)
Critical Depth = 23.74(In.)
Pipe flow velocity = 7.16(Ft/s)
Travel time through pipe = 0.28 min.
Time of concentration (TC) = 7.02 min.
End of computations, total study area = 6.27 (Ac.)
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: 04/04/97
PRELIMINARY HYDROLOGY CALCULATIONS
LUCKY SITE SYSTEM 300 P#OflO$£Q Coti&jTtOAIS
APRIL 3, 1997
J.N. 961033
********* 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) = 2.600
24 hour precipitation(inches) = 4.200
Adjusted 6 hour precipitation (inches) = 2.600
P6/P24 = 61.9%
San Diego hydrology manual 'C' values used
Runoff coefficients by rational method
Process from Point/Station 300.000 to Point/Station 301.000
**** INITIAL AREA EVALUATION ****
User specified rC"7value of 0.500 given for subarea
Initial subarea flow distance = 60.00(Ft.)
Highest elevation = 19.00(Ft.)
Lowest elevation = 18.40(Ft.)
Elevation difference = 0.60(Ft.)
Time of concentration calculated by the urban
areas overland flow method (App X-C) = 8.37 min.
TC = [1.8*(l.l-C)*distanceA.5)/(% slopeA(l/3)]
TC = [1.8*(1.1-9.5000)*( 60.00^.5)/( 1.00^(1/3)3= 8.37
Rainfall intensity (I) = 4.915 for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.500
Subarea runoff = 0.147(CFS)
Total initial stream area = 0.060(Ac.)
Process from Point/Station 301.000 to Point/Station 301.000
**** SUBAREA FLOW ADDITION ****
User specified 'C'value ot0.500 given for subarea
Time of concentration = 8.37 mzn.
Rainfall intensity = 4.915(In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.500
Subarea runoff = 0.590(CFS) for 0.240(Ac.)
Total runoff = 0.737(CFS) Total area = 0.30(Ac.)
Process from Point/Station 301.000 to Point/Station 301.000
**** SUBAREA FLOW ADDITION ****
User specified 'C'value ot 0.980 given tor subarea
Time of concentration = 8.37 mm.
Rainfall intensity = 4.915(In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.980
Subarea runoff = 0.77KCFS) for 0.160 (Ac.)
Total runoff = 1.508(CFS) Total area = 0.46(Ac.)
Process from Point/Station 301.000 to Point/Station 302.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation =16.00(Ft.)
Downstream point/station elevation = 13.20(Ft.)
Pipe length = 230.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 1.508(CFS)
Nearest computed pipe diameter = 9.00(In.)
Calculated individual pipe flow = 1.508(CFS)
Normal flow depth in pipe = 6.23(In.)
Flow top width inside pipe = 8.30(In.)
Critical Depth = 6.79(In.)
Pipe flow velocity = 4.62(Ft/s)
Travel time through pipe = 0.83 min.
Time of concentration (TC) = 9.20 min.
End of computations, total study area = 0.46 (Ac.)
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: 04/04/97
PRELIMINARY HYDROLOGY CALCULATIONS
LUCKY SITE PROPOSED CONDITIONS SYSTEM 400
APRIL 3, 1997
J.N. 961033
********* 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) = 2.600
24 hour precipitation(inches) = 4.200
Adjusted 6 hour precipitation (inches) = 2.600
P6/P24 = 61.9%
San Diego hydrology manual 'C' values used
Runoff coefficients by rational method
Process from Point/Station 401.000 to Point/Station 402.000
**** INITIAL AREA EVALUATION ****
User specified 'C'value of 0.650 given for subarea
Initial subarea flow distance = 170.00(Ft.)
Highest elevation = 13.30(Ft.)
Lowest elevation = 9.50(Ft.)
Elevation difference = 3.80(Ft.)
Time of concentration calculated by the urban
areas overland flow method (App X-C) = 8.08 min.
TC = [1.8*(1.1-C)*distanceA.5)/(% slopeA(l/3)]
TC = [1.8*(1.1-0.6500)* (170.00A.5)/( 2.24A(l/3)]= 8.08
Rainfall intensity (I) = 5.028 for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.650
Subarea runoff = 2.549(CFS)
Total initial stream area = 0.780(Ac.)
Process from Point/Station 402.000 to Point/Station 403.000
**** IMPROVED CHANNEL TRAVEL TIME ****
Upstream point elevation =9.50(Ft.)
Downstream point elevation = 5.90(Ft.)
Channel length thru subarea = 180.00(Ft.)
Channel base width = 3.000(Ft.)
Slope or 'Z' of left channel bank = 3.000
Slope or 'Z' of right channel bank =
3.000
Estimated mean flow rate at midpoint of channel = 4.542(CFS)
Manning's 'N' = 0.015
Maximum depth of channel = 0.500(Ft.)
Flow(q) thru subarea = 4.542(CFS)
Depth of flow = 0.249(Ft.), Average velocity = 4.859(Ft/s)
Channel flow top width = 4.497(Ft.)
Flow Vel9city = 4.86(Ft/s)
Travel time = 0.62 min.
Time of concentration = 8.69 min.
Critical depth = 0.363(Ft.)
Adding area flow to channel
User specified 'C' value of 0.950 given for subarea
Rainfall intensity = 4.794(In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.950
Subarea runoff = 5.557(CFS) for 1.220(Ac.)
Total runoff = 8.106(CFS) Total area = 2.00(Ac.)
Process from Point/Station 403.000 to Point/Station 403.000
**** SUBAREA FLOW ADDITION ****
User specified7U7value of0.550 given for subarea
Time of concentration = 8.69 mm.
Rainfall intensity = 4.794(In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.550
Subarea runoff = 2.373(CFS) for 0.900(Ac.)
Total runoff = 10.479(CFS) Total area = 2.90(Ac.)
End of computations, total study area = 2.90 (Ac.)
EXISTING CONDITIONS
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: 04/04/97
PRELIMINARY HYDROLOGY CALCULATIONS
LUCKY SITE EXISTING CONDITIONS 5U<T£M IQO
APRIL 3, 1997 T
J.N. 961033— — — — — — — — _ — __ _ _ ____________ — — ___ — ________________„,„ — — ________.
********* 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) = 2.600
24 hour precipitation(inches) = 4.200
Adjusted 6 hour precipitation (inches) = 2.600
P6/P24 = 61.9%
San Diego hydrology manual 'C' values used
Runoff coefficients by rational method
Process from Point/Station 102.000 to Point/Station 103.000
**** INITIAL AREA EVALUATION ****
User specified 'C'value ot 0.800 given tor subarea
Initial subarea flow distance = 270.00(Ft.)
Highest elevation = 20.00(Ft.)
Lowest elevation = 14.00(Ft.)
Elevation difference = 6.00(Ft.)
Time of concentration calculated by the urban
areas overland flow method (App X-C) = 6.80 min.
TC = [1.8*(1.1-C)*distancex.5)/(% slopeA(l/3)]
TC = [1.8*(1.1-0.8000)*(270.00A.5)/( 2.22A(l/3)]= 6.80
Rainfall intensity (I) = 5.618 for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.800
Subarea runoff = 3.01KCFS)
Total initial stream area = 0.670(Ac.)
Process from Point/Station 103.000 to Point/Station 104.000
**** piPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation =9.50(Ft.)
Downstream point/station elevation = 7.80(Ft.)
Pipe length = 180.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 3.011(CFS)
Given pipe size = 12.00(In.)
Cal
culated individual pipe flow = 3.011(CFS)
Normal flow depth in pipe = 8.65(In.)
Flow top width inside pipe = 10.77(In.)
Critical Depth = 8.93(In.)
Pipe flow velocity = 4.97(Ft/s)
Travel time through pipe = 0.60 min.
Time of concentration (TC) = 7.40 min.
Process from Point/Station 104.000 to Point/Station 104.000
**** SUBAREA FLOW ADDITION ****
User specified TT7 value of 0.750 given for subarea
Time of concentration = 7.40 mm.
Rainfall intensity = 5.318(In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.750
Subarea runoff = 6.46KCFS) for 1.620 (Ac.)
Total runoff = 9.473(CFS) Total area = 2.29(Ac.)
End of computations, total study area = 2.29 (Ac.)
Process from Point/Station 100.000 to Point/Station 101.000
**** INITIAL AREA EVALUATION ****
User specified 'C'value of0.900 given tor subarea
Initial subarea flow distance = 240.00(Ft.)
Highest elevation = 18.00(Ft.)
Lowest elevation = 13.00(Ft.)
Elevation difference = 5.00(Ft.)
Time of concentration calculated by the urban
areas overland flow method (App X-C) = 4.37 min.
TC = [1.8*(1.1-C)*distance^.5)/(% slopeA(l/3)]
TC = [1.8*(1.1-0.9000)*(240.00x.5)/( 2.08A(l/3)]= 4.37
Setting time of concentration to 5 minutes
Rainfall intensity (I) = 6.850 for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.900
Subarea runoff = 3.638(CFS)
Total initial stream area = 0.590(Ac.)
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: 04/04/97
********* 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) = 2.600
24 hour precipitation(inches) = 4.200
Adjusted 6 hour precipitation (inches) = 2.600
P6/P24 = 61.9%
San Diego hydrology manual 'C' values used
Runoff coefficients by rational method
Process from Point/Station 105.000 to Point/Station 106.000
**** INITIAL AREA EVALUATION ****
User specified 7~C7 value of 0.800 given for subarea
Initial subarea flow distance = 180.00(Ft.)
Highest elevation = 14.70(Ft.)
Lowest elevation = 13.00(Ft.)
Elevation difference = 1.70(Ft.)
Time of concentration calculated by the urban
areas overland flow method (App X-C) = 7.38 min.
TC = [1.8*(1.1-C)*distanceA.5)/(% slopeA(l/3)]
TC = [1.8*(1.1-0.8000)* (180.00A.5)/( 0.94A(l/3)]= 7.38
Rainfall intensity (I) = 5.327 for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.800
Subarea runoff = 4.944(CFS)
Total initial stream area = 1.160(Ac.)
Process from Point/Station 106.000 to Point/Station 106.000
**** SUBAREA FLOW ADDITION ****
User specitied 'C'value o£0.500 given for subarea
Time of concentration = 7.38 mm.
Rainfall intensity = 5.327(In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.500
Subarea runoff = 0.986(CFS) for 0.370(Ac.)
Total runoff = 5.929(CFS) Total area = 1.53(Ac.)
End of computations, total study area = 1.53 (Ac.)
San Diego County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software, (c) 1993 Version 3.2
Rational method hydrology program based on
Flood Control Division 198E
Hydrology Study Date: 04/04/97
San Diego County Flood Control Division 1985 hydrology manual
Rational
PRELIMINARY HYDROLOGY CALCULATIONS
LUCKY SITE EXISTING CONDITIONS SYSTEM 200
APRIL 3, 1997
J.N. 961033
********* 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) = 2.600
24 hour precipitation(inches) = 4.200
Adjusted 6 hour precipitation (inches) = 2.600
P6/P24 = 61.9%
San Diego hydrology manual 'C' values used
Runoff coefficients by rational method
Process from Point/Station 200.000 to Point/Station 201.000
**** INITIAL AREA EVALUATION ****
User specified TTT' value of 0.450 given for subarea
Time of concentration computed by the
natural watersheds nomograph (App X-A)
TC = [11.9*length(Mi)A3)/(elevation change)]A.385 *60(min/hr) + 10 min.
Initial subarea flow distance = 170.00(Ft.)
Highest elevation = 30.00(Ft.)
Lowest elevation = 25.00 (Ft.)
Elevation difference = 5.00(Ft.)
TC=[(11.9*0.0322*3)/( 5.00)]^.385= 1.58 + 10 min. = 11.58 min.
Rainfall intensity (I) = 3.984 for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.450
Subarea runoff = 1.058(CFS)
Total initial stream area = 0.590(Ac.)
Process from Point/Station 201.000 to Point/Station 202.000
**** pipEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation =10.00(Ft.)
Downstream point/station elevation = 7.60(Ft.)
Pipe length = 65.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 1.058(CFS)
Given pipe siz
e = 18.00(In.)
Calculated individual pipe flow = 1.058(CFS)
Normal flow depth in pipe = 2.80(In.)
Flow top width inside pipe = 13.05(In.)
Critical Depth = 4.60(In.)
Pipe flow velocity = 6.04(Ft/s)
Travel time through pipe = 0.18 min.
Time of concentration (TC) = 11.76 min.
Process from Point/Station 202.000 to Point/Station 202.000
**** SUBAREA FLOW ADDITION ****
User specified TT7 value of 0.900 given for subarea"
Time of concentration = 11.76 mm.
Rainfall intensity = 3.945(In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.900
Subarea runoff = 3.23KCFS) for 0.910 (Ac.)
Total runoff = 4.289(CFS) Total area = 1.50(Ac.)
Process from Point/Station 202.000 to Point/Station 202.000
**** SUBAREA FLOW ADDITION ****
User specitied 'C'value of 0.450 given tor subarea
Time of concentration = 11.76 mm.
Rainfall intensity = 3.945(In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.450
Subarea runoff = 0.78KCFS) for 0.440 (Ac.)
Total runoff = 5.070(CFS) Total area = 1.94(Ac.)
Process from Point/Station 202.000 to Point/Station 203.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation =7.60(Ft.)
Downstream point/station elevation = 6.00(Ft.)
Pipe length = 130.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 5.070(CFS)
Given pipe size = 24.00
(In.)
Calculated individual pipe flow = 5.070(CFS)
Normal flow depth in pipe = 7.32(In.)
Flow top width inside pipe = 22.10(In.)
Critical Depth = 9.51(In.)
Pipe flow velocity = 6.26(Ft/s)
Travel time through pipe = 0.35 min.
Time of concentration (TC) = 12.11 min.
Process from Point/Station 203.000 to Point/Station 203.000
**** SUBAREA FLOW ADDITION ****
User specified 'C'value of 0.800 given tor subarea
Time of concentration = 12.11 mm.
Rainfall intensity = 3.872(In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.800
Subarea runoff = 5.483(CFS) for 1.770(Ac.)
Total runoff = 10.553(CFS) Total area = 3.71(Ac.)
Process from Point/Station 203.000 to Point/Station 204.000
**** piPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation =6.00(Ft.)
Downstream point/station elevation = 4.70(Ft.)
Pipe length = 120.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 10.553(CFS)
Given pipe size = 24.00(In.)
Calculated individual pipe flow = 10.553(CFS)
Normal flow depth in pipe = 11.26(In.)
Flow top width inside pipe = 23.95(In.)
Critical Depth = 13.97(In.)
Pipe flow velocity = 7.29(Ft/s)
Travel time through pipe = 0.27 min.
Time of concentration (TC) = 12.38 min.
Process from Point/Station 204.000 to Point/Station 204.000
**** SUBAREA FLOW ADDITION ****
User specified 7TT7 value ot 0.850 given tor subarea
Time of concentration = 12.38 mm.
Rainfall intensity = 3.816(In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.850
Subarea runoff = 3.017(CFS) for 0.930(Ac.)
Total runoff = 13.570(CFS) Total area = 4.64(Ac.)
Process from Point/Station 204.000 to Point/Station 205.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation =4.70(Ft.)
Downstream point/station elevation = 4.20(Ft.)
Pipe length = 125.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 13.570(CFS)
Given pipe size = 24.00(In.)
Calculated individual pipe flow = 13.570(CFS)
Normal flow depth in pipe = 18.66(In.)
Flow top width inside pipe = 19.97(In.)
Critical Depth = 15.92(In.)
Pipe flow velocity = 5.18(Ft/s)
Travel time through pipe = 0.40 min.
Time of concentration (TC) = 12.79 min.
Process from Point/Station 205.000 to Point/Station 205.000
**** CONFLUENCE OF MAIN STREAMS ****
The following data inside Main Stream ±s listed:
In Main Stream number: 1
Stream flow area = 4.640(Ac.)
Runoff from this stream = 13.570(CFS)
Time of concentration = 12.79 min.
Rainfall intensity = 3.739(In/Hr)
Program is now starting with Main Stream No. 2
Process from Point/Station 206.000 to Point/Station 207.000
**** INITIAL AREA EVALUATION ****
User specified 'C'value of 0.650 given tor subarea
Initial subarea flow distance = 220.00(Ft.)
Highest elevation = 13.40(Ft.)
Lowest elevation = 9.50(Ft.)
Elevation difference = 3.90(Ft.)
Time of concentration calculated by the urban
areas overland flow method (App X-C) = 9.93 min.
TC = [1.8*(l.l-C)*distanceA.5)/(% slope*(1/3)]
TC = [1.8*(1.1-0.6500)* (220.OOx.5)/( 1.77*(l/3)]= 9.93
Rainfall intensity (I) = 4.401 for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.650
Subarea runoff = 2.66KCFS)
Total initial stream area = 0.930(Ac.)
Process from Point/Station 207.000 to Point/Station 208.000
**** IMPROVED CHANNEL TRAVEL TIME ****
Upstream point elevation =9.50(Ft.)
Downstream point elevation = 5.90(Ft.)
Channel length thru subarea = 180.00(Ft.)
Channel base width = 3.000(Ft.)
Slope or 'Z' of left channel bank = 3.000
Slope or 'Z' of right channel bank = 3.000
Estimated mean flow rate at midpoint of channel = 4.306(CFS)
Manning's 'N' = 0.015
Maximum depth of channel = 0.500(Ft.)
Flow(q) thru subarea = 4.306(CFS)
Depth of flow = 0.242(Ft.), Average velocity = 4.776(Ft/s)
Channel flow top width = 4.452(Ft.)
Flow Velocity = 4.78(Ft/s)
Travel time = 0.63 min.
Time of concentration = 10.56 min.
Critical depth = 0.352(Ft.)
Adding area flow to channel
User specified 'C' value of 0.900 given for subarea
Rainfall intensity = 4.231(In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.900
Subarea runoff = 4.379(CFS) for 1.150(Ac.)
Total runoff = 7.039(CFS) Total area = 2.08(Ac.)
Process from Point/Station 208.000 to Point/Station 208.000
**** SUBAREA FLOW ADDITION ****
User specified 'C'value of 0.650 given tor subarea
Time of concentration = 10.56 min.
Rainfall intensity = 4.231(In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.650
Subarea runoff = 2.172(CFS) for 0.790(Ac.)
Total runoff = 9.212(CFS) Total area = 2.87(Ac.)
Process from Point/Station 208.000 to Point/Station
**** SUBAREA FLOW ADDITION ****
208.000
user speciriea 'C' value or 0.550 given tor subarea
Time of concentration = 10.56 mm.
Rainfall intensity = 4.231(In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.550
Subarea runoff = 2.094(CFS) for 0.900(Ac.)
Total runoff = 11.306(CFS) Total area = 3.77(Ac.)
Process from Point/Station 208.000 to Point/Station 205.000
**** piPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation =6.20(Ft.)
Downstream point/station elevation = 4.20(Ft.)
Pipe length = 215.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 11.306(CFS)
Nearest computed pipe diameter = 21.00(In.)
Calculated individual pipe flow = 11.306(CFS)
Normal flow depth in pipe = 13.44(In.)
Flow top width inside pipe = 20.16(In.)
Critical Depth = 15.04(In.)
Pipe flow velocity = 6.95(Ft/s)
Travel time through pipe = 0.52 min.
Time of concentration (TC) = 11.07 min.
Process from Point/Station 205.000 to Point/Station
**** CONFLUENCE OF MAIN STREAMS ****
205.000
The following data inside Main Stream is listed:
In Main Stream number: 2
3.770(Ac.)
11.306(CFS)
11.07 min.
4.103(In/Hr)
Stream flow area =
Runoff from this stream
Time of concentration =
Rainfall intensity =
Summary of stream data:
Stream
No.
Flow rate
(CFS)
TC
(min)
Rainfall Intensity
(In/Hr)
13.570
11.306
Qmax ( 1 ) =
Qmax ( 2 ) =
1.000 *
0.911 *
1.000 *
1.000 *
12.79
11.07
1.000 *
1.000 *
0.866 *
1.000 *
3 .739
4.103
13.570;
11.306!
13.570) +
11.306) +
23.873
23.055
Total of 2 main streams to confluence:
Flow rates before confluence point:
13.570 11.306
Maximum flow rates at confluence using above data:
23.873 23.055
Area of streams before confluence:
4.640 3.770
Results of confluence:
Total flow rate = 23.873(CFS)
Time of concentration = 12.786 min.
Effective stream area after confluence 8.410(Ac.)
End of computations, total study area = 8.41 (Ac.)
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: 04/04/97
PRELIMINARY HYDROLOGY CALCULATIONS
LUCKY SITE EXISTING CONDITIONS SYSTEM 300
APRIL 3, 1997
J.N. 961033
********* 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) = 2.600
24 hour precipitation(inches) = 4.200
Adjusted 6 hour precipitation (inches) = 2.600
P6/P24 = 61.9%
San Diego hydrology manual 'C' values used
Runoff coefficients by rational method
Process from Point/Station 300.000 to Point/Station 301.000
**** INITIAL AREA EVALUATION ****
User specified 'C'value of 0.800 given tor subarea
Initial subarea flow distance = 310.00(Ft.)
Highest elevation = 15.40(Ft.)
Lowest elevation = 11.00(Ft.)
Elevation difference = 4.40(Ft.)
Time of concentration calculated by the urban
areas overland flow method (App X-C) = 8.46 min.
TC = [1.8*(l.l-C)*distanceA.5)/(% slope*(1/3)]TC = [1.8* (1.1-0.8000)*(310.00A.5)/( 1.42A (1/3)]= 8.46
Rainfall intensity (I) = 4.880 for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.800
Subarea runoff = 7.300(CFS)
Total initial stream area = 1.870(Ac.)
End of computations, total study area = 1.87 (Ac.)