HomeMy WebLinkAboutCUP 01-22; AVIARA COMMUNITY PARK; PRELIMINARY HYDROLOGY STUDY; 2001-10-01I
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Lisa M Leweck, P .E.
Registration Expires
PRELIMINARY
HYDROLOGY STUDY
FOR
ZONE 19 COMMUNITY PARK
CITY OF CARLSBAD, CALIFORNIA
October 1, 2001
(First Submittal)
Prepared For:
CITY OF CARLSBAD
1635 Faraday Avenue
Carlsbad, CA 92008
Prepared By:
P&D CONSULTANTS, INC.
401 West "A" Street, Suite 2500
San Diego, CA 92101
(619) 232-4466
(619) 234-3022 FAX
RECEIVED
OCT O 2 2001
CITY OF CARLSBAD
PLANNING DEPT.
RCE 54320
03/31/05
Job No.: 75508
By: NBA
Checked: LL
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TABLE OF CONTENTS
Section
I. Introduction
II. Project Description
ID. Methodology and Calculations
IV. Conclusion
APPENDICES
Appendix 'A' -Existing and DeYeloped Hydrology Calculation
Appendix 'B' -Detention Calculation
Figure 1 -Regional Map
Figure 2 -Vicinity Map
Exhibit "A'' -Existing Hydrology Map
Exhibit "B" -Proposed Hydrology Map
PIEJl 7 5 5081Doc~d/508sdrt.doc
FIGURES
MAPS
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I. INTRODUCTION
The intent of this Drainage Study is to evaluate the 100-year and 10-year storm event drainage
conditions for the Zone 19 Community Park project, existing and developed. It also refers to the
design procedures and calculations of detention facilities required to limit the 10-year, 6-hour
postdevelopment flow to equal to or less than predevelopment flow. (See Appendices A and B
for detailed hydrology and detention basin calculation.)
II. PROJECT DESCRIPTION
The City of Carlsbad Community Park encompasses approximately 24 acres of undeveloped land
in the southwest quadrant of the City of Carlsbad. The site is located north of the intersection of
Poinsettia Lane and Ambrosia Lane. The site is adjacent to residential developments on the
easterly and southerly boundaries and is bounded by open space on the westerly and northerly
boundary. There is also a Community Business Center to the north of the Park project. See
regional and vicinity maps on the ne>..'1 pages (Figures 1 and 2).
The existing drainage basins are partially draining to all sides of the site, v.ith the majority of the
site flmving to the north. The proposed developments within the Park Site consist of sport fields,
picnic area, parking lots, maintenance areas, and a community building. The proposed
development grading diverted flow from the existing drainage basins slightly. However,
detention facilities are being proposed where the postdevelopment flow exceeds the
predevelopment flow. Refer to Exhibits "A" and "B" for existing and developed drainage basins
and to the site plan for location of detention basins.
P/Eil 7550S/Docs1Hyd/508sdrt.doc
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ill. METHODOLOGY
HYDROLOGY METHODOLOGY
Detailed hydrology and detention calculations for the project have been prepared for this report
(see Appendix A and Appendix B). The following is a general description of the hydrology
methodology used.
A rational method hydrology program was utilized to determine the amounts of runoff. The
program. prepared by Bonadiman and Associates, is based on the San Diego County Flood
Control Hydrology Manual and consistent v"ith the City of San Diego's criteria. This program
has been used on past projects and approYed by the City of San Diego.
The rational hydrology method (Q = C * I* A) has the following components:
Determination of Runoff Coefficient
Runoff coefficients are dependent on the proposed land use of the basin. Coefficients for this
project will be obtained from the City of San Diego Design and Procedure :tvfanual. Soil Type D
will be assumed for this project. See Table No. 2 from the City of San Diego Drainage :rvianual
for runoff coefficients.
PIF/17550&/Docs/Hydl508sdn doc
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Determination of Time of Concentration and Intensity
Average rainfall intensity, "I", in inches per hour is determined based on a time of concentration
(Tc) of the contributing storm. The time of concentration is the time required for storm runoff to
flow from the most remote point of a drainage basin to the outlet point (lowest point) under
consideration.
Determination of Area
"A" is the drainage area, or drainage basin, and is determined based on the path the rainfall \vill
take when running downhill. The delineation benveen basins marks where the water "1ill flow in
varying directions. All the rain falling \Vithin a basin \vill typically flow to the lowest point of
the basin.
P/Eil 75508./Docs/Hydl508sdrt.doc
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IV. CONCLUSION
The rational method was used to calculate the total flow Qwo and Qi o at the downstream points
for existing and proposed basins. If the developed drainage basins were smaller (in acreage) than
the existing drainage basins, no comparison of predevelopment and postdevelopment flow were
made. Two detention facilities are proposed. Therefore, the proposed development will not haYe
any impact on the existing drainage condition.
One detention basin is located north of the project and one is located on the south of the soccer
fields. These basins limit the postdevelopment flow to equal to less than the predevelopment
flow.
Flow Base criteria per NPDES regulations are being met as shown in the inlet calculations.
P/FJl 75508/Docs/Hyd/508sdrt.doc
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I APPENDIX ''A"
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Q(l 00) Existing
File 508.sdrt
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min.
San Diego County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software, (c)l991-1999 Version 6.1
Rational method hydrology program based on
San Diego County Flood Control Division 1985 hydrology manual
Rational Hydrology Study Date: 08/01/01
Community Park Site Existing Hydrology
In The City of Carlsbad JN # 175508
File:508HXh.RSD By:NBA
********* Hydrology Study Control Information**********
P & D Consultants, San Diego, California -SIN 558
Rational hydrology study storm event year is
English (in-lb) input data Units used
English (in) rainfall data used
Map data precipitation entered:
6 hour, precipitation(inches) = 2.600
24 hour precipitation(~nches) 4.400
Adjusted 6 hour precipitation (inches) = 2.600
P6/P24 = 59.1%
San Diego hydrology nanual 'C' 7alues used
Runoff coefficients by rational method
100.0
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1.100 to Point/Station 1.200
**** ItHTIAL AREA EVALUATiotl ***""
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
[RURAL(greater than 0.5 Ac, 0.2 ha) area type]
Time of concentration computed by the
natural watersheds nomograph (App X-A)
TC = [ 11. 9*length (Hi) ,.,3) / ( elevation change (Ft.) ) ] ·". 385 + 60 (min/hr) + 10
Initial subarea flow distance 930.000(Ft.)
Highest elevation= 328.000(Ft.)
Lowest elevation= 188.000(Ft.)
Elevation difference= 140.000(Ft.)
TC=[(ll.9*0.1761~3)/(140.00)]~.385= 3.13 + 10 min. 13.13 min.
Rainfall intensity (I) = 3.676(In/Hr) for a 100.0 year storm
Effecti,,e runoff coefficient used for area (Q=KCIA) is C = O. 450
Subarea runoff= 15.053(CFS)
Total initial stream area= 9.lOO(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1.100 to Point/Station l.200
**""* SUBAREA FLO'iil ADDITION*""**
Decimal fraction soil group A= 0.000
C:\civild\508HXh.out
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Deelrttal n ac Clan sa11 g1 cap e 0.000
Decimal fraction soil group C 0.000
Decimal fraction soil group D 1.000
[RURAL(greater than 0.5 Ac, 0.2 ha) area type]
Time of concentration= 13.13 min.
Rainfall intensity 3.676(In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area, Rational method,Q=KCIA, C 0.450
Subarea runoff 0.992{CFS) for 0.600(Ac.)
Total runoff= 16.045(CFS) Total area= 9.70(Ac.}
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1.100 to Point/Station 1.200
**** SUBAREA FLOW ADDITION****
User specified 'C' value
Time of concentration=
of 0.450 given for subarea
13.13 min.
Rainfall intensity
Runoff coefficient
Subarea runoff
Total runoff=
3.676(In/Hr) for a 100.0 year storm
used for sub-area, Rational method,Q=KCIA, C
0.331(CFS) for 0.200(Ac.)
16.376(CFS) Total area= 9. 90 (Ac.)
0.450
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1.100 to Point/Station 1.200
**** SUBAREA FLOW ADDITION****
User specified 'C' value
Time of concentration=
of 0.450 given for subarea
13.13 min.
Rainfall intensity
Runoff coefficient
Subarea runoff
Total runoff=
3.676(In/Hr) for a 100.0 year storm
used for sub-area, Rational method,Q=KCIA, C
0.662(CFS) for 0.400(Ac.)
17.038{CFS) Total area= 10. 30 (Ac. l
0. 450
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1.200 to Point/Station 1.200
**** CONFLUENCE OF MAIN STREAMS****
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area= 10.300(Ac.)
Runoff from this stream 17.038(CFS)
Time of concentration= 13.13 min.
Rainfall intensity= 3.676(In/Hr)
Summary of stream data:
Stream
No.
Flow rate
(CFS)
TC
(min)
Rainfall Intensity
(In/Hr)
1 17.038
Qmax(l)
1. 000 *
13.13
1. 000 *
3. 676
17.038) + =
Total of 1 main streams to confluence:
Flow rates before confluence point:
17.038
17.038
Maximum flow rates at confluence using above data:
17. 038
Area of streams before confluence:
C:\civild\508HXh.out 2
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min.
scream Plow race
No. (CFS}
IC
(min)
~a±nfall Intensity
(In/Hr)
1
Qmax(l)
11. 603
1.000 *
13.08
1. 000 *
3.684
11.603) + =
Total of 1 main streams to confluence:
Flow rates before confluence point:
11. 603
11. 603
Maximum flow rates at confluence using above data:
11. 603
Area of streams before confluence:
7.000
Results of confluence:
Total flow rate= 11.603(CFS)
Time of concentration 13.083 min.
Effective stream area after confluence 7.000(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 3.100 to Point/Station 3.200
**** 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
[RURAL(greater than 0.5 Ac, 0.2 ha) area type)
Time of concentration computed by the
natural watersheds nomograph (App X-A)
TC= [11.9*length(Mi)~3)/(elevation change(Ft.) )]~.385 *60(min/hr) + 10
Initial subarea flow distance 720.000(Ft.)
Highest elevation= 328.000(Ft.)
Lowest elevation= 276.000(Ft.)
Elevation difference= 52.000(Ft.)
TC=[(11.9*0.1364A3)/( 52.00)]~.385= 3.41 + 10 min. 13.41 min.
Rainfall intensity (I)= 3.626{In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.450
Subarea runoff= 3.264(CFS)
Total initial stream area= 2. 000 (Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 3.200 to Point/Station 3.200
**** CONFLUENCE OF MAIN STREAMS****
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area= 2.000(Ac.)
Runoff from this stream 3.264(CFS)
Time of concentration=
Rainfall intensity=
Sununary of stream data:
Stream
No.
Flow rate
(CFS)
13.41 min.
3.626(In/Hr)
TC
(min)
Rainfall Intensity
(In/Hr)
C:\civild\508HXh.out 4
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1 3.264
Qmax(l)
1. 000 *
13.41
1. 000 *
3.626
3.264) + =
Total of 1 main streams to confluence:
Flow rates before confluence point:
3. 264
3.264
I1aximum flow rates at confluence using above data:
3.264
Area of streams before confluence:
2.000
Results of confluence:
Total flow rate= 3.264(CFS)
Time of concentration 13.405 min.
Effective stream area after confluence 2.000(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 4.100 to Point/Station 4.200
**** INITIAL AREA EVALUATION****
User specified 'C' value of 0.500 given for subarea
Initial subarea flow distance 150.000(Ft.)
Highest elevation= 318.000(Ft.)
Lowest elevation= 294.000(Ft.)
Elevation difference= 24.000(Ft.)
Time of concentration calculated by the urban
areas overland flow method (App X-C) = 5.25 min.
TC= [l.8*(1.1-C)*distance(Ft.) ~.5)/(% slope~(l/3))
TC= [l.B*(l.1-0.5000)*( 15o.ooo~.5)/(16.ooo~(l/3)]= 5.25
Rainfall intensity (I) = 6.639(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.500
Subarea runoff= 0.332(CFS)
Total initial stream area= 0.l00(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 4.200 to Point/Station 4.200
**** CONFLUENCE OF MAIN STREAMS****
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area= 0.100(Ac.)
Runoff from this stream 0.332(CFS)
Time of concentration= 5.25 min.
Rainfall intensity= 6.639(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 0.332 5.25 6.639
Qrnax (1)
1. 000 * 1. 000 * 0.332) + = 0.332
Total of 1 main streams to confluence:
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min.
P'low races bero1e co11r1ae11ce po lilt ...
0.332
Maximum flow rates at confluence using above data:
0.332
Area of streams before confluence:
0.100
Results of confluence:
Total flow rate= 0.332(CFS)
Time of concentration 5.249 min.
Effective stream area after confluence 0 .100 (Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 5.100 to Point/Station 5.200
**** 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
[RURAL(greater than 0.5 Ac, 0.2 ha) area type]
Time of concentration computed by the
natural watersheds nomograph (App X-A)
TC= [ll.9*length(Mi)A3)/lelevation change(Ft.) )]A.385 *60(min/hr) + 10
Initial subarea flow distance 455.000(Ft.)
Highest elevation= 328.BOO(Ft.)
Lowest elevation= 292.000(Ft.)
Elevation difference= 36.BOO(Ft.)
TC=[(ll.9*0.0862A3)/( 36.BO)]A.385= 2.29 + 10 min. 12.29 min.
Rainfall intensity (I) = 3.835(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.450
Subarea runoff= 5.868(CFS)
Total initial stream area= 3.400(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 5.200 to Point/Station 5.200
**** CONFLUENCE OF HAIN STREAMS****
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area= 3.400(Ac.)
Runoff from this stream 5.868(CFS)
Time of concentration= 12.29 min.
Rainfall intensity= 3.835(In/Hr)
Summary of stream data:
Stream Flow rate TC
No. (CFS) (min)
1 5.868 12.29
Qmax(l)
l. 000 * 1.000 * 5.868)
Total of 1 main streams to confluence:
Flow rates before confluence point:
5.868
Rainfall Intensity
(In/Hr)
3.835
+ = 5.868
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Maximum flow rates at confluence using above aata:
5.868
Area of streams before confluence:
3.400
Results of confluence:
Total flow rate= 5.868(CFS)
Time of concentration 12.290 min.
Effective stream area after confluence 3.400(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 6.100 to Point/Station 6.300
**** INITIAL AREA EVALUATION****
User specified 'C' value of 0.500 given for subarea
Initial subarea flow distance 310.000(Ft.)
Highest elevation= 324.900(Ft.)
Lowest elevation= 276.000(Ft.)
Elevation difference= 48.900(Ft.)
Time of concentration calculated by the urban
areas overland flow method (App X-C) = 7.58 min.
TC= [l.8*(1.l-C)*distance(Ft.)~.5)/(% slope~(l/3))
Tc= [l.B*(l.1-0.50001*1 310.ooo~.51/(15.774~11/3JJ= 7.58
Rainfall intensity (I) = 5.237(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = C.500
Subarea runoff= l.047(CFS)
Total initial stream area= 0.400(Jl.c.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 6.100 to Point/Station 6.300
***.,.. CONFLUENCE OF MINOR STREAL'..lS ·""***
Along Hain Stream number: 1 in normal stream number 1
Stream flow area= 0.400(Ac.)
Runoff from this stream 1.047(CFS)
Time of concentration
Rainfall intensity=
7.58 min.
5.237(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 6.200 to Point/Station 6.300
**** INITIAL AREA EVALUATION****
User specified 'C' value of 0.450 •]iven for subarea
Initial subarea flow distance 480.000(Ft.)
Highest elevation= 328.S00(Ft.}
Lowest elevation= 276.000(Ft.)
Elevation difference= 52.S00(Ft.)
Time of concentration calculated by the urban
areas overland flow method (App X-C) = 11.55 min.
TC= [l.8*(1.l-C)*distance(Ft.)~.5)/(% slopeA(l/3))
Tc= [l.B*11.1-0.4500J*I 4so.ooo~.s,1110.93B~111311= 11.ss
Rainfall intensity (I) = 3.992(In/Hr) for a 100.0 year storm
Effective runoff ccefficient. used for area (Q=KCIA) is C = 0.450
Subarea runoff= 2.156(CFS)
Total initial stream area= l.200(Ac.)
C:\civildl508HXh.out 7
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++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 6.200 to Point/Station
**** CONFLUENCE OF MINOR STREAMS****
.Along Main Stream nlJ.lijber: 1 in normal stream number 2
Stream flow area= 1.200(Ac.)
Runoff from this stream 2.156(CFS)
Time of concentration=
Rainfall intensity=
Su.TIT!llary of stream data:
11.55 min.
3.992(In/Hr)
Stream
No.
1
2
Qmax(l)
Qmax(2)
Flow rate
(CFS)
1. 047
2.156
1.000 *
1. 000 *
0.762 *
1.000 ~
TC
(min)
7.58
11. 55
1. 000 *
0.657 *
1. 000 *
1. 000 ...
1. 04 7)
2.156)
1.047)
2.156)
Total of 2 streams to confluence:
Flow rates before confluence point:
1.047 2.156
Rainfall Intensity
( In/Hr)
5 .237
3.992
+
+ 2.463
+
+ 2.954
Maxi:mr:-, flow rates at confluence using abcre data:
2.463 2.954
Area of strear:is before confluence:
0.400 1.200
Results of confluence:
Total flow rate= 2.954(CFS)
Time of concentration 11. 548 min.
Effective stream area after confluence 1. 600 (Ac.)
6.300
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 6.300 to Point/Station 6.300
**** CONFLUENCE OF MAIN STREA1'1S ****
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 1. 600 (Ac.}
Runoff from this stream 2.954(CFS)
Time of concentration= 11.55 min.
Rainfall intensity= 3.992(In/Hr)
Summary of stream data:
Stream
No.
Flow rate TC
(CFS) (min)
Rainfall Intensity
(In/Hr)
1
Qmax(l)
2.954 11.55 3.992
1. 000 * 1.000 .,, 2.954) + =
Total of 1 main streams to confluence:
Flow rates before confluence point:
2. 954
2.954
Maximum flow rates at confluence using above data:
C:1civild\S08HXh.out 8
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min.
Area of streams before confluence:
1.600
Results of confluence:
Total flow rate= 2.954(CFS)
Time of concentration 11. 548 min.
Effective stream area after confluence l. 600 (Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 7.100 to Point/Station 7.200
**** 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
[RURJI..L(greater than 0.5 Ac, 0.2 ha) area type]
Time of concentration computed by the
natural watersheds ncmograph (App X-A)
TC= [ll.9*length(Mi)~3)/(elevation change(Ft.) )] '.385 +60(min/hr) + 10
Initial subarea flow distance 250.000(Ft.)
Highest elevation= 328.B00(Ft.)
Lowest elevation= 294.000(Ft.)
EleYation difference = 34. 800 (Ft.)
TC=[(ll.9•0.0473~3)/( 34.B0))A.385= 1.17 + 10 min. 11.17 min.
Rainfall intensity (I)= 4.079(In/Hr] for a 100.0 year storm
Effective runoff cosfficient used for area (Q=KCIA) is C = 0.450
Subarea runoff= 2.570(CFS)
Total initial stream area= l.400(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 7.200 to Point/Station 7.200
**** CONFLUENCE OF MAIN STREAMS****
The following data inside Main Stream is listed:
In Main Stream number: l
Stream flow area= l.400(Ac.)
Runoff from this stream 2.570(CFSJ
Time of concentration= 11.17 min.
Rainfall intensity= 4.079{In/Hr)
Summary of stream data:
Stream Flow rate TC
No. (CFS) (min)
1 2.570 11.17
Qmax(l)
1. 000 * l. 000 * 2.570)
Total of l main streams to confluence:
Flow rates before confluence point:
2.570
Rainfall Intensity
(In/Hr)
4.079
+ = 2.570
!·'.axi:i:u."Tl flow rates at confluence using ab:Y:e dats:
2.570
Area of streams before confluence:
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min.
Results of confluence:
Total flow rate= 2.570(CFS)
Time of concentration 11.171 min.
Effective stream area after confluence 1. ,100 (Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 8.100 to Point/Station 8.200
**** 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
[RURAL(greater than 0.5 Ac, 0.2 ha) area type]
Time of concentration computed by the
natural watersheds nomograph (App X-A)
TC= [ll.9*length(Mi) "3)/(elevation change(Ft.) )]A.385 *60(min/hr) + 10
Initial subarea flow distance 280.000(Ft.)
Highest elevation= 328.800(Ft.)
Lowest elevation= 302.000(Ft.)
Elevation difference= 26.B00(Ft.)
TC=[(ll.9*0.0530"3)/( 26.80)] ·.385= 1.48 + 10 min. 11.48 min.
Rainfall intensity (IJ = 4.0Ci8(In!Hr) for a 100.0 :r·ear storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.450
Subarea runoff= l.443(CFSJ
Total initial stream area= 0. 800 (Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 8.200 to Point/Station 8.200
~*** CONFLUElJCE OF :-1AI:t1 STREAMS *+**
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area= 0.B00(Ac.)
Runoff from this stream l.443(CFS)
Time of concentration= 11.48 min.
Rainfall intensity= ,1.00B(In/Hr)
Summary of stream data:
Stream Flow rate TC
No. (CFS) (min)
1 1.443 11. 48
Qmax(l)
1. 000 * 1.000 * 1.443)
Total of 1 main streams to confluence:
Flow rates before confluence point:
1. 443
Rainfall Intensity
(In/Hr)
4.008
+ = 1.443
Maximum flow rates at confluence using abo\·e data:
1.443
J:..rea of streams before confluence:
0.800
C:\civild\508HXh.out 10
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min.
Results of confluence:
Total flow rate= l.443(CFS)
Time of concentration 11.476 min.
Effective stream area after confluence 0. 800 (Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 9.100 to Point/Station 9.200
**** INITIAL AREA EVALUATION****
Decimal fraction soil group A
Decimal fraction soil group B
Decimal fraction soil group C
0.000
0.000
0.000
Decimal fraction soil group D 1.000
[RURAL(greater than 0.5 Ac, 0.2 ha) area type]
Time of concentration computed by the
natural watersheds nomograph (App X-A)
TC= [ll.9---length(Hi)"3)/(elevation change(Ft.))]'·.385 ---60(:r.1in/hr) + 10
Initial subarea flow distance 320.000(Ft.)
Highest elevation= 328.200(Ft.)
Lowest elevation= 315.000(Ft.)
Elevation difference= 13.200(Ft.)
TC=[(ll.9*0.0606'3)/( 13.20)]~.385= 2.26 + 10 min.
Rainfall intensity (Il = 3.841(In/Hr) for a
~ffective runoff coefficient used for area (Q=KCIA)
12.26 nin.
100.0 year storm
is C = 0.450
Subarea runoff= l.210(CFSJ
Total initial strea~ area= 0.700(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 9.100 to Point/Station 9.200
**** SUBAREA FLOW ADDITIOll ***+
User specified 'C' value of 0.450 given for subarea
Time of concentration= 12.26 min.
Rainfall intensity 3.84l(In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area, Rational method,Q=KCIA, C 0.450
Subarea runoff 0.346(CFS) for 0.200(Ac.)
Total runoff= l.555(CFS) Total area= 0.90(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 9.200 to Point/Station 9.200
*** ... COlffLUENCE OF I-lAIN STREAMS ****
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 0. 900 (Ac.)
Runoff from this stream l.555(CFS)
Time of concentration= 12.26 min.
Rainfall intensity= 3.84l(In/Hr)
Summary of stream data:
Stream
No.
1
Qmax ( 1)
Flow rate TC
(CFS) (min)
1.555 12.26
Rainfall Intensity
(In/Hr)
3.841
C:\civild\508HXh.out 11
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File: 508sdrt
Q(l 00) Proposed
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San Diego County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software, (c)1991-1999 Version 6.1
Rational method hydrology program based on
San Diego County Flood Control Division 1985 hydrology manual
Rational Hydrology Study Date: 09/25/01
Community Park Site Proposed Hydrology
In The City of Carlsbad JN # 175508
File:508HPH.RSD By:NBA
********* Hydrology Study Control Information**********
P & D Consultants, San Diego, California -S/N 558
Rational hydrology study storm event year is
English (in-lb) input data Units used
English (in) rainfall data used
Map data precipitation entered:
6 hour, precipitation(inches) = 2.600
24 hour precipitation(inches) 4.400
Adjusted 6 hour precipitation (inches) = 2.600
P6/P24 = 59.1%
San Diego hydrology manual 'C' values used
Runoff coefficients by rational method
100.0
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1.000 to Point/Station 1.100
**** INITIAL AREA EVALUATION****
User specified 'C' value of 0.900 given for subarea
Initial subarea flow distance 500.000(Ft.)
Highest elevation= 323.000(Ft.)
Lowest elevation= 306.000(Ft.)
Elevation difference= 17.000(Ft.)
Time of concentration calculated by the urban
areas overland flow method (App X-C) = 5.35 min.
TC= [1.8*(1.1-C)*distance(Ft.)A.5)/(% slopeA(l/3)]
TC= [l.8*(1.1-0.9000)*( 500.000A.5)/( 3.400A(l/3)]= 5.35
Rainfall intensity (I) = 6.555(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.900
Subarea runoff= 18.879(CFS)
Total initial stream area= 3. 200 (Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1.100 to Point/Station 1.200
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation= 306.000(Ft.)
Downstream point/station elevation 302.000(Ft.)
Pipe length 460.00(Ft.) Manning's N = 0.013
No. of pipes= 1 Required pipe flow 18.879(CFS)
Nearest computed pipe diameter 24.00{In.)
Calculated individual pipe flow 18.879(CFS)
C:\civild\508hph.out
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Normal flow depth in pipe
Flow top width inside pipe=
Critical Depth= 18.77(In.)
17. 72 (In.)
21.lO(In.)
Pipe flow velocity= 7.59(Ft/s)
Travel time through pipe= 1.01 min.
Time of concentration (TC)= 6.36 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1.100 to Point/Station 1.200
**** CONFLUENCE OF MINOR STREAMS****
Along Main Stream number: 1 in normal stream number 1
Stream flow area= 3.200{Ac.)
Runoff from this stream 18.879(CFS)
Time of concentration 6.36 min.
Rainfall intensity= 5.864(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1.300 to Point/Station 1.200
**** INITIAL AREA EVALUATION****
User specified 'C' value of 0.500 given for subarea
Initial subarea flow distance 480.000(Ft.)
Highest elevation= 318.000(Ft.)
Lowest elevation= 302.000(Ft.)
Ele7ation difference= 16.000(Ft.)
Time of concentration calculated by the urban
areas overland flow method {App X-C) = 15.84 min.
TC= [1.8*(1.l-C)*distance(Ft.)A.5)/(% slope~(l/3)]
TC= [l.8*(1.1-0.5000)*( 480.000A.5)/( 3.333A(l/3)]= 15.84
Rainfall intensity (I}= 3.256(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.500
Subarea runoff= 4.559(CFS)
Total initial stream area= 2. 800 (Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1.300 to Point/Station 1.200
**** CONFLUENCE OF MINOR STREAMS****
Along Main Stream number: 1 in normal stream number 2
Stream flow area= 2.800(Ac.}
Runoff from this stream 4.559(CFS)
Time of concentration= 15.84 min.
Rainfall intensity= 3.256(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 18.879 6.36 5.864
2 4.559 15.84 3.256
Qmax(l)
1.000 * 1.000 * 18.879) +
1.000 * 0.402 * 4. 559) + 20.710
Qmax{2}
0.555 * 1.000 * 18.879) +
1.000 * 1.000 * 4. 559) + 15.042
C:\civild\508hph.out 2
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Total of 2 streams to confluence:
Flow rates before confluence point:
18.879 4.559
Maximum flow rates at confluence using above data:
20.710 15.042
Area of streams before confluence:
3.200 2.800
Results of confluence:
Total flow rate= 20.710(CFS)
Time of concentration 6.363 min.
Effective stream area after confluence 6.000(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1.200 to Point/Station 1.400
**** PIPEFLOW TRAVEL TIME (Program estimated size} ****
Upstream point/station elevation= 302.000(Ft.}
Downstream point/station elevation 188.000(Ft.)
Pipe length 350.00(Ft.) Manning's N = 0.013
No. of pipes= 1 Required pipe flow 20.710(CFS)
Nearest computed pipe diameter 15.00(In.)
Calculated individual pipe flow 20.710(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= 30.91(Ft/s)
Travel time through pipe 0.19 min.
Time of concentration (TC)= 6.55 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1.400 to Point/Station 3.200
**** CONFLUENCE OF MAIN STREAMS****
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area= 6.000(Ac.)
Runoff from this stream 20.710(CFS)
Time of concentration= 6.55 min.
Rainfall intensity= 5.754(In/Hr)
Program is now starting with Main Stream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 2.000 to Point/Station 2.100
**** INITIAL AREA EVALUATION****
User specified 'C' value of 0.900 given for subarea
Initial subarea flow distance 488.000(Ft.)
Highest elevation= 304.000(Ft.)
Lowest elevation= 298.000(Ft.)
Elevation difference= 6.000(Ft.)
Time of concentration calculated by the urban
areas overland flow method (App X-C) = 7.42 min.
TC= [1.8*(1.1-C)*distance(Ft.)A.5)/(% slopeA(l/3)]
TC= [1.8*(1.1-0.9000)*( 488.000A.5)/( 1.230A(l/3)]= 7.42
Rainfall intensity (I) = 5.309(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.900
Subarea runoff= 7.645(CFS)
C:\civild\508hph.out 3
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Total initial stream area 1. 600 (Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 2.100 to Point/Station 2.200
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation= 298.000{Ft.)
Downstream point/station elevation 291.000(Ft.)
Pipe length 600.00(Ft.) Manning's N = 0.013
No. of pipes= 1 Required pipe flow 7.645(CFS)
Nearest computed pipe diameter 18.00(In.)
Calculated individual pipe flow 7.645(CFS)
Normal flow depth in pipe= 10.82(In.)
Flow top width inside pipe= 17.63(In.)
Critical Depth= 12.85(In.)
Pipe flow velocity= 6.89(Ft/s)
Travel time through pipe= 1.45 min.
Time of concentration (TC) = 8.87 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 2.100 to Point/Station 2.200
**** CONFLUENCE OF MINOR STREAMS****
Along Main Stream number: 2 in normal stream number 1
Stream flow area= 1.600(Ac.)
Runoff from this stream 7.645(CFS)
Time of concentration 8.87 min.
Rainfall intensity= 4.731(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 2.300 to Point/Station 2.200
**** INITIAL AREA EVALUATION****
User specified 'C' value of 0.500 given for subarea
Initial subarea flow distance 960.000(Ft.)
Highest elevation= 309.000(Ft.)
Lowest elevation= 291.000(Ft.)
Elevation difference= 18.000(Ft.)
Time of concentration calculated by the urban
areas overland flow method (App X-C) = 27.14 min.
TC= [l.8*(1.l-C)*distance(Ft.)A.5)/(% slopeA(l/3)]
TC= [1.8*(1.1-0.5000)*( 960.000A.5)/( 1.875A(l/3)]= 27.14
Rainfall intensity (I) = 2.301(In/Hr) for a 100.0 year storm
E£fective runoff coefficient used for area (Q=KCIA) is C = 0.500
Subarea runoff= 2.186{CFS)
Total initial stream area= 1. 900 (Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 2.250 to Point/Station 2.200
**** SUBAREA FLOW ADDITION****
User specified 'C' value
Time of concentration=
of 0.500 given for subarea
27 .14 min.
Rainfall intensity
Runoff coef£icient
Subarea runoff
Total runoff=
2.301(In/Hr) for a 100.0 year storm
used for sub-area, Rational method,Q=KCIA, C
0.575{CFS) for 0.500(Ac.)
2.76l(CFS) Total area= 2.40 (Ac.)
C:\civild\508hph.out
0.500
4
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++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
I Process from Point/Station 2.300 to Point/Station 2.200
**** CONFLUENCE OF MINOR STREAMS****
I Along Main Stream number: 2 in normal stream number 2
Stream flow area= 2.400{Ac.)
Runoff from this stream 2.761(CFS)
Time of concentration= 27.14 min.
I Rainfall intensity= 2.301{In/Hr)
Summary of stream data:
I Stream Flow rate TC Rainfall Intensity
No. {CFS) (min) (In/Hr)
I 1 7.645 8.87 4.731
2 2.761 27.14 2.301
Qmax (1)
1. 000 * 1.000 * 7. 64 5) +
I 1. 000 * 0.327 * 2.761) + 8.548
Qmax(2}
0.486 * 1.000 * 7.645) +
I 1.000 * 1.000 * 2. 761) + 6.479
Total of 2 streams to confluence:
Flow rates before confluence point:
I 7.645 2.761
Maximum flow rates at confluence using above data:
8.548 6.479
Area of streams before confluence: I 1.600 2.400
Results of confluence:
Total flow rate= 8.548{CFS)
I Time of concentration 8.875 min.
Effective stream area after confluence 4. 000 (Ac.)
I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 2.200 to Point/Station 2.400
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
I Upstream point/station elevation= 291.000(Ft.)
Downstream point/station elevation 188.000(Ft.)
Pipe length 300.00{Ft.) Manning's N = 0.013
I No. of pipes= 1 Required pipe flow 8.548(CFS)
Nearest computed pipe diameter 9.00(In.)
Calculated individual pipe flow 8.548(CFS)
I Normal flow depth in pipe= 6.56(In.)
Flow top width inside pipe= 8.00{In.)
Critical depth could not be calculated.
Pipe flow velocity= 24.76(Ft/s)
I Travel time through pipe 0.20 min.
Time of concentration (TC) = 9.08 min.
I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 2.400 to Point/Station 3.200
**** CONFLUENCE OF MAIN STREAMS****
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C:\civild\508hph.out 5
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The following data inside Main Stream is listed:
In Main Stream number: 2
Stream flow area= 4.000(Ac.)
Runoff from this stream 8.548(CFS)
Time of concentration= 9.08 min.
Rainfall intensity= 4.663(In/Hr)
Program is now starting with Main Stream No. 3
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 3.000 to Point/Station 3.100
**** INITIAL AREA EVALUATION****
User specified 'C' value of 0.500 given for subarea
Initial subarea flow distance 110.000(Ft.)
Highest elevation= 304.000{Ft.)
Lowest elevation= 250.000(Ft.)
Elevation difference= 54.000(Ft.)
Time of concentration calculated by the urban
areas overland flow method (App X-C) = 3.09 min.
TC= [l.8*(1.1-C)*distance(Ft. )A.5)/(% slopeA(l/3)]
TC= [l.8*(1.1-0.5000)*( 110.000A.5)/( 49.091A(l/3)]=
Setting time of concentration to 5 minutes
3.09
Rainfall intensity (I) = 6.850(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.500
Subarea runoff= 5.138(CFS)
Total initial stream area= l. 500 (Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 3.100 to Point/Station 3.200
**** IMPROVED CHANNEL TRAVEL TIME****
Covered channel
Upstream point elevation 250.000(Ft.)
Downstream point elevation 188.000(Ft.)
Channel length thru subarea 400.000(Ft.)
Channel base width 1.500(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 7.535(CFS)
Manning's 'N' = 0.005
Maximum depth of channel 0.l00{Ft.}
Flow(q) thru subarea = 7.535(CFS}
Pressure flow condition in covered channel:
Wetted perimeter= 3.85(Ft.) Flow area 0.17(Sq.Ft}
Hydraulic grade line required at box inlet= 27314.957(Ft.)
Friction loss= 27331.194(Ft.)
Minor Friction loss= 45.763(Ft.) K-Factor = 1.500
Flow Velocity= 44.33(Ft/s)
Travel time 0.15 min.
Time of concentration= 5.15 min.
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
[RURAL(greater than 0.5 Ac, 0.2 ha) area type]
Rainfall intensity 6.72l(In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area, Rational method,Q=KCIA, C 0.450
Subarea runoff= 4.234(CFS) for 1.400(Ac.J
C:\civild\508hph.out 6
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Total runoff 9.372(CFS) Total area 2. 90 (Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 3.100 to Point/Station 3.200
**** 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
[RURAL(greater than 0.5 Ac, 0.2 ha) area type]
Time of concentration= 5.15 min.
Rainfall intensity 6.72l(In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area, Rational method,Q=KCIA, C 0.450
Subarea runoff 1.815(CFS) for 0.600(Ac.)
Total runoff= 11.186(CFS) Total area= 3.50(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 3.100 to Point/Station 3.200
**** SUBAREA FLOW ADDITION****
User specified 'C' value
Tirre of concentration=
of 0.450 given for subarea
5.15 min.
Rainfall intensity
Runoff coefficient
Subarea runoff
Total runoff=
6.721(In/Hr) for a 100.0 year storm
used for sub-area, Rational method,Q=KCIA, C
1.210(CFS) for 0.400(Ac.)
12.396(CFS) Total area= 3.90(Ac.)
0.450
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 3.100 to Point/Station 3.200
**** CONFLUENCE OF MAIN STREAMS****
The following data inside Main Stream is listed:
In Main Stream number: 3
Stream flow area= 3.900(Ac.)
Runoff from this stream 12.396(CFS}
Time of concentration= 5.15 min.
Rainfall intensity= 6.721(In/Hr)
Summary of stream data:
Stream Flow rate
No. (CFS)
TC
{min)
Rainfall Intensity
(In/Hr)
1 20.710
2 8.548
3 12. 396
Qmax (1)
1. 000 *
1. 000 *
0.856 *
Qmax(2)
0. 810 *
1.000 *
0.694 *
Qmax(3)
1. 000 *
1.000 *
C:\civild\508hph.out
6.55
9.08
5.15
1. 000 *
0.722 *
1. 000 *
1. 000 *
1. 000 *
1. 000 *
0.786 *
0. 567 *
5. 754
4.663
6.721
20.710) +
8.548) +
12.396) +
20. 710) +
8.548) +
12. 396) +
20. 710) +
8.548) +
37. 4 94
33.931
7
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min.
1.000 * 1. 000 * 12.396) + 33.527
Total of 3 main streams to confluence:
Flow rates before confluence point:
20.710 8.548 12.396
Maximum flow rates at confluence using above data:
37.494 33.931 33.527
Area of streams before confluence:
6.000 4.000 3.900
Results of confluence:
Total flow rate= 37.494(CFS)
Time of concentration 6.552 min.
Effective stream area after confluence 13.900(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 5.000 to Point/Station 5.100
**** 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
[RURAL(greater than 0.5 Ac, 0.2 ha) area type)
Time of concentration computed by the
natural watersheds nomograph {App X-A)
TC= [11.9*length(Mi)~3)/(elevation change(Ft.) )] ~.385 *60(min/hr) + 10
Initial subarea flow distance 750.000(Ft.)
Highest elevation= 324.000(Ft.)
Lowest elevation= 190.000(Ft.)
Elevation difference= 134.000(Ft.)
TC=[(ll.9*0.1420A3)/(134.00)]A.385= 2.48 + 10 min. 12.48 min.
Rainfall intensity (I) = 3.798(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.450
Subarea runoff= 3.418(CFS)
Total initial stream area= 2.000(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 5.200 to Point/Station 5.100
**** SUBAREA FLOW ADDITION****
User specified 'C' value
Time of concentration=
of 0.500 given for subarea
12.48 min.
Rainfall intensity
Runoff coefficient
Subarea runoff
Total runoff
3.798(In/Hr) for a 100.0 year storm
used for sub-area, Rational method,Q=KCIA, C
1.709(CFS) for 0.900(Ac.)
5.127(CFS) Total area= 2. 90 (Ac.)
0.500
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 5.000 to Point/Station 5.100
**** 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
C:\civild\508hph.out 8
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[RURAL(greater than 0.5
Time of concentration=
Ac, 0.2 ha) area type]
12.48 min.
Rainfall intensity
Runoff coefficient
Subarea runoff
Total runoff=
3.798(In/Hr) for a 100.0 year storm
used for sub-area, Rational method,Q=KCIA, C
4.614(CFS) for 2.700(Ac.)
9.74l(CFS} Total area= 5. 60 (Ac. l
0.450
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 6.000 to Point/Station 6.100
**** INITIAL AREA EVALUATION****
User specified 'C' value of 0.500 given for subarea
Initial subarea flow distance 14.000(Ft.)
Highest elevation= 300.000(Ft.)
Lowest elevation= 293.000(Ft.}
Elevation difference= 7.000(Ft.)
Time of concentration calculated by the urban
areas overland flow method (App X-C) = 1.10 min.
TC= [l.B*(l.1-C)*distance(Ft.}~.5)/(% slopeA(l/3)]
TC= [1.8*(1.1-0.5000)*( 14.000h.5)/( 50.000A(l/3))=
Setting time of concentration to 5 minutes
1.10
Rainfall intensity (I) = 6.850(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.500
Subarea runoff= 1.028(CFS)
Total initial stream area= 0.300(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 6.100 to Point/Station 6.200
**** IMPROVED CHANNEL TRAVEL TIME****
Upstream point elevation= 293.000(Ft.)
Downstream point elevation 280.000(Ft.)
Channel length thru subarea 450.000(Ft.)
Channel base width 0.500(Ft.)
Slope or 'Z' of left channel bank= 1.000
Slope or 'Z' of right channel bank= 1.000
Estimated mean flow rate at midpoint of channel 1.370(CFS)
Manning's 'N' = 0.005
Maximum depth of channel 1.000(Ft.)
Flow(q) thru subarea = 1.370{CFS}
Depth of flow= 0.170(Ft.), Average velocity 12.025(Ft/s)
Channel flow top width= 0.840(Ft.)
Flow Velocity= 12.02(Ft/s)
Travel time 0.62 min.
Time of concentration= 5.62 min.
Critical depth= 0.453(Ft.)
Adding area flow to channel
User specified 'C' value of 0.500 given for subarea
Rainfall intensity 6.350(In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area, Rational method,Q=KCIA, C 0.500
Subarea runoff 0.635(CFS) for 0.200(Ac.}
Total runoff= 1.663(CFS) Total area= 0.50(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 4.000 to Point/Station 4.100
**** INITIAL AREA EVALUATION****
User specified 'C' value of 0.500 given for subarea
C:\civild\508hph.out 9
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Initial subarea flow distance 200.000(Ft.)
Highest elevation= 313.000(Ft.)
Lowest elevation= 309.000(Ft.)
Elevation difference= 4.000(Ft.)
Time of concentration calculated by the urban
areas overland flow method (App X-C} = 12.12 min.
TC= [1.8*(1.1-C)*distance(Ft.)A.5)/{% slopeA(l/3)]
TC= [1.8*(1.1-0.5000)*( 200.000A.5)/( 2.000A(l/3)]= 12.12
Rainfall intensity {I)= 3.869(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.500
Subarea runoff= 4.256(CFS)
Total initial stream area= 2.200(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 4.100 to Point/Station 4.300
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation= 309.000(Ft.)
Downstream point/station elevation 294.000(Ft.)
Pipe length 400.00(Ft.) Manning's N = 0.013
No. of pipes= 1 Required pipe flow 4.256(CFS)
Nearest computed pipe diameter 12.00(In.)
Calculated individual pipe flow 4.256(CFS)
Normal flow depth in pipe= 6.82(In.)
Flow top width inside pipe= 11.89(In.)
Critical Depth= 10.42(In.)
Pipe flow velocity= 9.24(Ft/s)
Travel time through pipe= 0.72 min.
Time of concentration (TC) = 12.84 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 4.100 to Point/Station 4.300
**** CONFLUENCE OF MINOR STREAMS****
Along Main Stream number: 1 in normal stream number 1
Stream flow area= 2.200(Ac.)
Runoff from this stream 4.256(CFS)
Time of concentration 12.84 min.
Rainfall intensity 3.728(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 4.100 to Point/Station 4.300
**** INITIAL AREA EVALUATION****
User specified 'C' value of 0.700 given for subarea
Initial subarea flow distance 200.000(Ft.)
Highest elevation= 306.000(Ft.)
Lowest elevation= 294.000(Ft.)
Elevation difference= 12.000(Ft.)
Time of concentration calculated by the urban
areas overland flow method (App X-C) = 5.60 min.
TC= [l.8*(1.l-C)*distance(Ft.)A.5)/(% slopeA(l/3)]
TC= [1.8*(1.1-0.7000)*( 200.000A.5)/( 6.000A(l/3)]= 5.60
Rainfall intensity (I) = 6.365(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.700
Subarea runoff= 1.337(CFS)
Total initial stream area= 0. 300 (Ac.}
C:\civild\508hph.out 10
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++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 4.100 to Point/Station 4.300
**** CONFLUENCE OF MINOR STREAMS****
~..long Main Stream number: 1 in normal stream nurr~er 2
Stream flow area= 0.300(Ac.)
Runoff from this stream l.337{CFS)
Time of concentration
Rainfall intensity=
5.60 min.
6.365(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 4.200 to Point/Station 4.300
**** INITIAL AREA EVALUATION****
User specified 'C' value of 0.900 given for subarea
Initial subarea flow distance 100.000(Ft.)
Highest elevation= 306.000(Ft.)
Lowest elevation= 294.000(Ft.)
Elevation difference= 12.000(Ft.)
Tirae of concentration calculated by the urban
areas overland flow method (App X-C) = 1.57 min.
TC= [l.B*(l.l-C)*distance(Ft.)~.5)/(% slope~(l/3)]
TC= [1.B*(l.1-0.9000)*( 100.000A.5)/( 12.000~(1/3)]=
Setting tirae of concentration to 5 minutes
1. 57
Rainfall intensity (I) = 6.850(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.900
Subarea runoff= 1.B50(CFS)
Total initial stream area= 0.300(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 4.200 to Point/Station 4.300
**** CONFLUENCE OF MINOR STREAMS****
Along Main Stream number: 1 in normal stream nurr~er 3
Stream flow area= 0.300(Ac.)
Runoff from this stream 1.B50{CFS)
Time of concentration= 5.00 min.
Rainfall intensity= 6.850(In/Hr)
Summary of stream data:
Stream
No.
1
2
3
Qmax(l)
Qmax(2)
Qmax(3)
C:\civild\508hph.out
Flow rate
(CFS)
4.256
1.337
1. 850
1. 000 *
0.5B6 *
0.544 *
1. 000 ...
1. 000 *
0.929 ~
1. 000 *
1. 000 *
TC
(min)
12.84
5.60
5.00
1. 000 *
1.000 *
1.000 *
0.436 *
1. 000 *
1.000 *
0.389 *
O.B92 *
4.256)
1. 337)
1.850)
4.256)
1. 337)
1. 850)
4.256)
1. 337)
Rainfall Intensity
(In/Hr)
3. 728
6.365
6.850
+
+
+ 6.045
+
+
+ 4.912
+
+
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1.000 * 1. 000 * 1.850) + 4.699
Total of 3 streams to confluence:
Flow rates before confluence point:
4.256 1.337 1.850
Maximum flow rates at confluence using above data:
6.045 4.912 4.699
Area of streams before confluence:
2.200 0.300 0.300
Results of confluence:
Total flow rate= 6.045(CFS)
Time of concentration 12.844 min.
Effective stream area after confluence 2.800(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 4.300 to Point/Station 4.500
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation= 294.000(Ft.)
Downstream point/station elevation 276.000{Ft.)
Pipe length 420.00{Ft.) Manning's N = 0.013
No. of pipes= 1 Required pipe flow 6.045(CFSJ
Nearest computed pipe diameter 12.00(In.)
Calculated individual pipe flow 6.045(CFS)
Normal flow depth in pipe= B.26(In.)
Flow top width inside pipe= 11.ll{In.)
Critical depth could not be calculated.
Pipe flow velocity= 10.48(Ft/s)
Travel time through pipe 0.67 min.
Time of concentration (TC) = 13.51 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 4.300 to Point/Station 4.500
**** CONFLUENCE OF MAIN STREAMS****
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area= 2.800(Ac.)
Runoff from this stream 6.045(CFS)
Time of concentration= 13.51 min.
Rainfall intensity= 3.608(In/Hr)
Program is now starting with Main Stream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 4.000 to Point/Station 4.400
**** INITIAL AREA EVALUATION****
User specified 'C' value of 0.500 given for subarea
Initial subarea flow distance 200.000{Ft.)
Highest elevation= 313.000(Ft.)
Lowest elevation= 309.000{Ft.)
Elevation difference= 4.000(Ft.)
Time of concentration calculated by the urban
areas overland flow method {App X-C) = 12.12 min.
TC= [1.8*(1.l-C)*distance(Ft.)~.5)/(% slope~(l/3)]
TC= [l.8*(1.1-0.5000)*( 200.000~.5)/( 2.000~(1/3)]= 12.12
Rainfall intensity {I) = 3.869(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.500
C: \civild\508hph .out 12
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Subarea runoff= 4.450(CFS)
Total initial stream area= 2.300(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 4.400 to Point/Station 4.500
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation= 309.000(Ft.)
Downstream point/station elevation 276.000(Ft.)
Pipe length 400.00(Ft.) Manning's N = 0.013
No. of pipes= 1 Required pipe flow 4.450(CFS)
Nearest computed pipe diameter 9.00(In.)
Calculated individual pipe flow 4.450(CFS)
Normal flow depth in pipe= 6.91(In.)
Flow top width inside pipe= 7.60{In.)
Critical depth could not be calculated.
Pipe flow velocity= 12.23(Ft/s)
Travel time through pipe 0.55 min.
Time of concentration (TC) = 12.67 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process frcm Point/Station 4.400 to Point/Station 4.500
**** CONFLUENCE OF MJI.IN STREAMS****
The following data inside Main Strea.rn is listed:
In Main Stream nurober: 2
Stream flow area= 2.300(Ac.)
Runoff from this stream 4.450(CFS)
Time of concentration= 12.67 min.
Rainfall intensity= 3.761(In/Hr)
Program is now starting with Main Stream Uo. 3
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 4.600 to Point/Station 4.500
**** INITIAL AREA EVALUATION****
User specified 'C' value of 0.500 given for subarea
Initial subarea flow distance 100.000(Ft.)
Highest elevation= 312.000(Ft.)
Lowest elevation= 276.000(Ft.)
Elevation difference= 36.000{Ft.)
Time of concentration calculated by the urban
areas overland flow method (App X-C) = 3.27 min.
TC= Il.8*(1.1-C)*distance(Ft.)~.5)/(% slopeA(l/3)]
TC= [l.8*(1.1-0.5000)*{ 100.000A.5)/( 36.000A(l/3)]=
Setting time of concentration to 5 minutes
3.27
Rainfall intensity (I) = 6.850(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area {Q=KCIA} is C = 0.500
Subarea runoff= 0.343(CFS)
Total initial stream area= 0 .100 (Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 4.600 to Point/Station 4.500
**** STREET FLOW TRAVEL TIEE + SUBP..REA FLOW ADDITIOll ~~**
Top of street segment elevation
End of street segment elevation
C :\civild\508hph.out
2 8 9. 0 0 0 (Ft. )
276.000(Ft.)
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Length of street segment 300.000(Ft.)
Height of curb above gutter flowline 6.0(In.)
Width of half street (curb to crown) 20.000(Ft.)
Distance from crown to crossfall grade break 18.500(Ft.)
Slope from gutter to grade break (v/hz) = 0.050
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 Nin gutter= 0.0240
Manning's N from gutter to grade break 0.0240
Manning's N from grade break to crown= 0.0240
Estimated mean flow rate at midpoint of street=
Depth of flow= 0.210(Ft.), Average velocity=
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width= 5.746(Ft.)
Flow velocity= 2.13(Ft/s)
Travel time= 2.34 min. TC 7.34 min.
Adding area flow to street
User specified 'C' value of 0.500 given for subarea
0.856(CFS)
2.133(Ft/s)
Rainfall intensity 5.346(In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area, Rational method,Q=KCIA, C
Subarea runoff 0.802(CFS) for 0.300(Ac.)
Total runoff= 1.144(CFS) Total area= 0.40(Ac.)
Street flow at end of street= 1.144(CFS)
Half street flow at end of street 1.144(CFS)
Depth of flow= 0.227(Ft.), Average velocity= 2.271(Ft/s)
Flow width (from curb towards crown)= 6.577(Ft.)
0.500
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 4.600 to Point/Station 4.500
**** SUBAREA FLOW ADDITION****
User specified 'C' value
Time of concentration=
of 0.500 given for subarea
7.34 min.
Rainfall intensity
Runoff coefficient
Subarea runoff
Total runoff=
5.346(In/Hr) for a 100.0 year storm
used for sub-area, Rational method,Q=KCIA, C
1.604(CFS) for 0.600(Ac.)
2.748(CFS) Total area= 1.00(Ac.)
0.500
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 4.600 to Point/Station 4.500
**** CONFLUENCE OF MAIN STREAMS****
The following data inside Main Stream is listed:
In Main Stream nurr~er: 3
Stream flow area= 1.000(Ac.)
Runoff from this stream 2.748(CFS)
Time of concentration=
Rainfall intensity=
Summary of stream data:
7. 34 min.
5.346(In/Hr)
Stream
No.
Flow rate TC
(CFS) (min)
1 6.045 13.51
C: \civild\508hph .out
Rainfall Intensity
( In/Hr)
3.608
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2 4.450 12.67 3. 761
3 2.748 7.34 5. 346
Qrnax(l)
1.000 * 1.000 * 6.045) +
0.959 * 1.000 * 4.450) +
0.675 * 1.000 * 2.748) + 12.168
Qrnax(2)
1.000 * 0.938 * 6.045) +
1.000 * 1.000 * 4.450) +
0.704 * 1.000 * 2.748) + 12.051
Qrnax(3)
1.000 * 0.544 * 6. 045) +
1. 000 * 0.580 * 4.450) +
1.000 * 1.000 * 2.748) + 8.614
Total of 3 main streams to confluence:
Flow rates before confluence point:
6.045 4.450 2.748
Maximum flow rates at confluence using above data:
12.168 12.051 8.614
Area of streams before confluence:
2.800 2.300 1.000
Results of confluence:
Total flow rate= 12.168(CFS)
Time of concentration= 13.512 min.
Effective stream area after confluence
End of computations, total study area=
C:\civild\508hph.out
6.l00{Ac.)
26.100 (Ac.)
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I Q(l 0) Existing
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min.
San Diego County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software, (c)1991-1999 Version 6.1
Rational method hydrology program based on
San Diego County Flood Control Division 1985 hydrology manual
Rational Hydrology Study Date: 08/01/01
Cornmunit Park Site Existing Hydrology
In The City of Carlsbad JN 175508
File:508HXt.RSD By:NBA
********* Hydrology Study Control Information**********
P & D Consultants, San Diego, California -S/N 558
Rational hydrology study storm event year is
English (in-lb) input data Units used
English (in) rainfall data used
Map data precipitation entered:
6 hour, precipitation(inches) = 1.700
24 hour precipitation(inches) 2.900
Adjusted 6 hour precipitation (inches) = 1.700
P6/P24 = 58.6%
San Diego hydrology manual 'C' values used
Runoff coefficients by rational method
10.0
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1.100 to Point/Station 1.200
**** 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
[RURAL(greater than 0.5 Ac, 0.2 ha) area type]
Time of concentration computed by the
natural watersheds nomograph (App X-A)
TC= [11.9*length(Mi)A3)/(elevation change(Ft.))]A.385 *60(min/hr) + 10
Initial subarea flow distance 930.000(Ft.)
Highest elevation= 328.000(Ft.)
Lowest elevation= 188.000(Ft.)
Elevation difference= 140.000(Ft.)
TC=[(ll.9*0.1761A3)/(140.00)]A.385= 3.13 + 10 min. 13.13 min.
Rainfall intensity (I) = 2.403(In/Hr) for a 10.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.450
Subarea runoff= 9.842(CFS)
Total initial stream area= 9.100 (Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1.100 to Point/Station 1.200
**** SUBAREA FLOW ADDITION****
Decimal fraction soil group A= 0.000
C:\civild\508HXT.out
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Decimal fraction soil group B 0.000
Decimal fraction soil group C 0.000
Decimal fraction soil group D l.OOG
[RUP~..L(greater than 0.5 Ac, 0.2 ha) area type]
Time of concentration= 13.13 min.
Rainfall intensit~' 2.403(In/Hr) for a 10.0 year storm
Runoff coefficient used for sub-area, Rationo.l method,Q=KCIA, C 0.450
Subarea runoff 0.649(CFS} for 0.600(Ac.)
Total runoff= 10.49l(CFS) Total area= 9.70(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1.100 to Point/Station 1.200
**"'* SUBAREA FLOW ADDITION****
User specified 'C' value
Time of concentration=
of 0.450 given for subarea
13.13 min.
Rainfall intensity
Rurn>ff coefficient
Subarea runoff
Total runoff=
2.403(In/Hr) for a 10.0 year storm
usE:d for sub-area, Rational method,Q=KCIA, C
0.216(CFS) for 0.200(Ac.)
10.707(CFS) Total area= 9. 90 (Ac.)
0.450
++++++++++++++++~+++++++++++++++++~+++++++++++++++++++++++++++++++++++
Process from Point/Station
SUBAREA FLOW .hDDITION ***"'
1.100 to Point/Station
User specified 'C' 7alue of 0.450 gi7en for subarea
Time of concentration= 13.13 min.
Rainfall intensity 2.J03(In/Hr) for a 10.0 year storm
Runoff coefficient used for sub-area, Rational method,Q=KCIA, C
Subarea runoff 0.433(CFS} for 0.400(Ac.}
1.201)
0.450
Total runoff= ll.140(CFS} Total area= 10.30{Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1.200 to Point/Station 1.200
**** COlffLUElJCE OF !~In STREAMS ****
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area= 10.300(Ac.)
Runoff from this stream ll.140(CFS)
Time of concentration= 13.13 min.
Rainfall intensity= 2.403(In/Hr)
Summary of stream data:
Stream
No.
Flow rate TC
(CFS) (min)
Rainfall Intensity
{In/Hr)
1
Qmax{l)
11.140 13.13
1. 000 * 1. 000 *
2. 403
11.140) + =
Total of 1 main streams to confluence:
Flow rates before confluence point:
11.140
11. 14 0
!t,.aximum flow rates at confluence using above data:
11.140
Area of strearns before confluence:
C :\civild\508HXT .out 2
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min.
10.300
Results of confluence:
Total flow rate= 11.140(CFS)
Time of concentration 13.126 min.
Effective stream area after confluence 10. 300 (F .. c.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 2.100 to Point/Station 2.200
**** 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
[RURAL(greater than 0.5 Ac, 0.2 ha) area type)
Time of concentration computed by the
natural watersheds nomograph (App X-A)
TC= [ll.9*length(I-li),,_3)/(ele,ration change(Ft.)))".385 *60(m.in/hr) + 10
Initial subarea flow distance 915.000(Ft.)
Highest elevation= 328.200(Ft.)
Lowest eleva~ion = 190.000(Ft.)
Elevation difference= 132.200(Ft.)
TC=[(ll.9Y0.1733"3)/(138.20)] '.385= 3.08 + 10 min.
Rainfall intensity (I) = 2.~09(In/Hr) for a
Effective runoff coefficient used for area (Q=KCIA)
Subarea runoff= 4.660(CFS)
Total initial stream area= 4.300(Ac.)
13.08 nun.
10. 0 yE-ar storrr·.
is c = o.~:,O
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 2.100 to Point/Station 2.200
**** SUBF .. REA 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
[RURAL(greater than 0.5 Ac, 0.2 ha) area type)
Time of concentration= 13.08 min.
Rainfall intensity 2.409(In/Hr) for a 10.0 year storm
Runoff coefficient used for sub-area, Rational method,Q=KCIA, C 0.450
Subarea runoff 2.926(CFS) for 2.700(Ac.)
Total runoff= 7.587(CFS) Total area= 7.00(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 2.200 to Point/Station 2.200
**** CONFLUENCE OF MAIN STREAMS****
The following data inside Main Stream is listed:
In Main Stream nu.'Tlber: 1
Stream flow area= 7.000(Ac.)
Runoff from this stream 7.587(CFS)
Time of concentration= 13.08 min.
Rainfall intensity= 2.409(In/Hr)
Summary of stream data;
C:\civild\508HXT.out 3
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min.
Stream Flow rate TC
No. (CFS) (min)
1 7.587 13.08
Qmax(l)
1.000 + 1.000 * 7.587)
Total of 1 main streams to confluence:
Flow rates before confluence point:
7.587
Rainfall Intensity
(In/Hr)
2.409
+ = 7.587
t•laximum flow rates at confluence using above data:
7.587
Area of streams before confluence:
7.000
Results of confluence:
Total flow rate= 7.587(CFS)
Time of concentration 13.083 min.
Effective stream area after confluence 7.000(Ac.J
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process fron Point/Station 3.100 to Point/Station 3.200
**** INITIAL AREA E7A:..,UA-:.'ION ***..-
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
IRUPAL(greater than 0.5 Ac, 0.2 ha) area type]
Time of concentration computed by the
natural watersheds nomograph (App X-A)
TC= [ll.9*length(Mi)~3)/(elevation change{Ft.))JA.385 *60(min/hr) + 10
Initial subarea flow distance 720.000(Ft.)
Highest elevation= 328.000(Ft.)
Lowest elevation= 276.000(Ft.)
Elevation difference= 52.000(Ft.)
TC=[(ll.9*0.1364A3)/{ 52.00)]A.385= 3.41 + 10 min.
Rainfall intensity (I) = 2.37l(In/Hr) for a
Effective runoff coefficient used for area (Q=KCIA)
Subarea runoff= 2.134(CFS)
Total initial stream area= 2. 000 (Ac.)
13.41 min.
10.0 year storm
is C = 0.450
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 3.200 to Point/Station 3.200
**** CONFLUENCE OF MAIN STREAMS****
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area= 2.000(Ac.)
Runoff frora this streain 2.134 (CFS)
Time of concentration= 13.41 min.
Rainfall intensity= 2.371(In/Hr)
Summary of stream data:
Stream
No.
Flow rate
(CFS)
TC
(min)
Rainfall Intensity
(In/Hr)
C:\civild\508HXT.out 4
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1
Qmax(l)
2 .134
1.000 *
13. 41
1. 000 *
2.371
2.134) + =
Total of l main streams to confluence:
Flow rates before confluence point:
2.134
2.134
Maximum flow rates at confluence using above data:
2.134
Area of streams before confluence:
2.000
Results of confluence:
Total flow rate= 2.134(CFS)
Time of concentration 13.405 min.
Effective stream area after confluence 2.000(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 4.100 to Point/Station 4.200
*.,..** INITIAL AREA EVALUATION****
User specified 'C' value of 0.500 given for subarea
Initial subarea flow distance 150.000(Ft.)
Highest elevation= 318.000(Ft.)
Lowest elevation= 294.000(Ft.)
Elevation difference= 24.000(Ft.)
Time of concentration calculated by the urban
areas overland flow method {App X-C) = 5.25 min.
TC= [1.8*(1.l-C)*distance(Ft.)A.5)/(% slopeA(l/3)]
TC= [l.8*(1.1-0.5000)*( 150.000A.5)/(16.000A(l/3)]= 5.25
Rainfall intensity (I) = 4.341(In/Hr) for a 10.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.500
Subarea runoff= 0.217{CFS)
Total initial stream area= 0 .100 (Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 4.200 to Point/Station 4.200
**** CONFLUENCE OF MAIN STREAMS****
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area= 0.l00(Ac.)
Runoff from this stream 0.217(CFS)
Time of concentration=
Rainfall intensity=
Summary of stream data:
Stream Flow rate
No. (CFS)
5.25 min.
4.341(In/Hr)
TC
(min)
1 0.217 5.25
Qmax(l)
1.000 * 1. 000 * 0.217)
Total of 1 main streams to confluence:
C:\civild\508HXT.out
Rainfall Intensity
(In/Hr)
4.341
+ = 0.217
5
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min.
Flow rates before confluence point:
0.217
Maximu."'n flow rates at confluence using above data:
0.217
Area of streams before confluence:
0.100
Results of confluence:
Total flow rate= 0.217(CFS)
Time of concentration 5.249 min.
Effective stream area after confluence 0.100 (Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 5.100 to Point/Station 5.200
**** INITI~..L 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
[RURAL(greater than 0.5 Ac, 0.2 ha) area type]
Time of concentration computed by the
natural watersheds nomograph (App X-A)
TC= [ll.9*length(Mi)~3)/(elevation change(Ft.))} ~.385 *60(min/hr) + 10
Initial subarea flow distance 455.000(Ft.)
Highest elevation= 328.800(Ft.)
Lowest elevation= 292.000(Ft.)
Elevation difference= 36.800(Ft.)
TC=[(ll.9*0.0862~3}/( 36.80)JA.385= 2.29 + 10 min. 12.29 min.
Rainfall intensity (I) = 2.508(In/Hr) for a 10.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.450
Subarea runoff= 3.837(CFS)
Total initial stream area= 3.400 (Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 5.200 to Point/Station 5.200
**** CONFLUENCE OF MAIN STREAMS****
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area= 3.400(Ac.)
Runoff from this stream 3.837(CFS)
Time of concentration= 12.29 min.
Rainfall intensity= 2.508(In/Hr)
Summary of stream data:
Stream
No.
Flow rate
(CFS)
TC
(min)
Rainfall Intensity
(In/Hr)
1 3.837
Qmax(l) =
1. 000 *
12.29
1. 000 *
2.508
3.837) + =
Total of 1 main streams to confluence:
Flow rates before confluence point:
3.837
3.837
C:\civild\508HXT.out 6
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Maximum flow rates at confluence using above data:
3.837
Area of streams before confluence:
3.400
Results of confluence:
Total flow rate= 3.837(CFS)
Time of concentration 12.290 min.
Effective stream area after confluence 3.400 (Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 6.100 to Point/Station 6.300
***"' INITIAL AREA EVl>.LUATION ++•-*
User specified 'C' value of 0.500 given for subarea
Initial subarea flow distance 310.000(Ft.)
Highest elevation= 324.900(Ft.)
Lowest elevation= 276.000(Ft.)
Elevation difference= 48.900(Ft.)
Time of concentration calculated by thE: urban
areas overland flow method (App X-C) = 7.58 min.
TC= [l.8*(1.1-C)*distance(Ft.)~.5)/(~ slope~(l/3)]
Tc= r1.s•,1.1-o.soooi•, 310.000~.s, /(15.774~1113JJ= 7.58
Rainfall intensit~ (Il = 3.424(In/Hr) for a 10.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.500
Subarea runoff= 0.685(CFS)
Total initial stream area= 0. 400 (Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 6.100 to Point/Station 6.300
**** CONFLUENCE OF MINOR STREAMS*"'**
Along Hain Stream number: 1 in normal stream number 1
Stream flow area= 0.400(l1.c.)
Runoff from this stream 0.685(CFS)
Time of concentration
Rainfall intensity=
7.58 min.
3.424(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 6.200 to Point/Station 6.300
**** INITIAL AREA EVALUATION****
User specified 'C' value of 0.450 given for subarea
Initial subarea flow distance 480.000(Ft.)
Highest elevation= 328.500(Ft.)
Lowest elevation= 276.000(Ft.)
Elevation difference= 52.S00(Ft.)
Time of concentration calculated by the urban
areas overland flow method (App X-C) = 11. 55 min.
TC= [l.8*(1.l-C)*distance(Ft.)A.5)/(% slope~(l/3)]
Tc= r1.s+11.1-D.4500J*( 4so.ooo~.s)/(10.938~{1/3)J= 11.ss
Rainfall intensity (I)= 2.610(In/Hr) for a 10.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.450
Subarea runoff= 1.410(CFS)
To~al initial stream area= 1. 200 (Ac.)
C:\civild\508HXT.out 7
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++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 6.200 to Point/Station 6.300
* * * * CONFLUEt~CE OF MINOR STREAMS * * ~ *
Along Main Stream m.i.71.ber: 1 in norr.tal stream number 2
Stream flow area = 1. 200 (Ac.)
Runoff from this stream 1.410(CFS)
Time of concentration= 11.55 min.
Rainfall intensity= 2.610(In/Hr)
Summary of stream data:
Stream
No.
Flow rate
(CFS)
TC
(min)
Rainfall Intensity
(In/Hr)
1 0.685 7.58 3.424
2 1. 410 11. 55 2.610
Qmax(l)
1. 000 * 1.000 * 0.685) +
1.000 * 0.657 * 1.410) + 1. 610
Qmax(2)
0. 762 * 1. 000 * 0.685) +
1. 000 * 1. 000 * 1.410) + 1.932
Total of 2 streams to confluence:
Flow rates before confluence point:
0.685 1.410
Maximum flow rates at confluence using abo7E: dsta:
1.610 1.932
Area of streams before confluence:
0.400 1.200
Results of confluence:
Total flow rate= 1.932(CFS)
Time of concentration 11.548 min.
Effective stream area after confluence 1. 600 (Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 6.300 to Point/Station 6.300
**** CONFLUENCE OF HAIN STREAMS****
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area= 1.600(Ac.)
Runoff from this stream 1.932(CFS)
Time of concentration= 11.55 min.
Rainfall intensity= 2.610(In/Hr)
Summary of stream data:
Stream Flow rate TC
No. (CFS) (min)
1 1.932 11.55
Qmax(ll
1.000 * 1.000 * 1. 932)
Total of 1 main streams to confluence:
Flow rates before confluence point:
1.932
Rainfall Intensity
( In/Hr)
2.610
+ = 1.932
Maximum flow rates at confluence using above data:
C:\civild\5081-IXT.out 8
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min.
1.932
Area of streaffis before confluence:
1. 600
Results of confluence:
Total flow rate= l.932(CFS)
Time of concentration 11.548 min.
Effective stream area after confluence 1. 600 {Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 7.100 to Point/Station 7.200
**** 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
[RURAL(greater than 0.5 Ac, 0.2 ha) area type)
Time of concentration computed by the
natural watersheds nomograph (App X-A)
TC= [11.9*1ength(Mi) "3)/(elevation change(Ft.))]~.385 *60(min/hr) + 10
Initial subarea flow distance 250.000(Ft.)
Highest elevation= 328.800(Ft.)
Lowest elevation= 294.000(Ft.)
Elevation difference= 34.BOO(Ft.)
TC=[(ll.9*0.0473r3)/( 34.80))~.385= 1.17 + 10 min. 11.17 min.
Rainfall intensity (I) = 2.667(In/Hr) for a 10.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.450
Subarea runoff= l.680(CFS)
Total initial stream area= 1. 400 (Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 7.200 to Point/Station 7.200
**** CONFLUENCE OF J:-"..AIN STREAMS ****
The following data inside t-!ain Stream is listed:
In Main Stream number: 1
Stream flow area = 1. 4 00 (Ac. )
Runoff from this stream 1.680(CFS)
Time of concentration= 11.17 min.
Rainfall intensity= 2.667(In/Hr)
Summary of stream data:
Stream
No.
Flow rate TC
(CFS) (min)
Rainfall Intensity
( In/Hr)
1
Qmax(l)
1.680 11.17
1. 000 * 1. 000 *
2.667
1.680) + =
Total of 1 main streams to confluence:
Flow rates before confluence point:
1. 680
1. 680
Maximum flow rates at confluence using abo,,e data:
1. 680
Area of streams before confluence:
C:\civild\508HXT.out 9
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min.
1. 400
Results of confluence:
Total flow rate= l.680(CFS)
Time of concentration 11.171 min.
Effective stream area after confluence 1. 400 (Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 8.100 to Point/Station 8.200
**** nnTIAL 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
[RURAL(greater than 0.5 Ac, 0.2 ha) area type]
Time of concentration computed by the
natural watersheds nomograph (J>.pp X-A)
TC= [11.9~length(Mi) "3)/(elevation change(Ft.) )] ".385 -60(min/hr) + 10
Initial subarea flow distance 280.000(Ft.)
Highest elevation= 328.BOO(FL.)
Lowest elevatio~ = 302.000(Ft.)
Elevation difference= 26.800(FL.)
TC=[ (ll.9*0.0530~3)/( 26.80)]~.385= 1.48 + 10 min.
Rainfall lDLensity (II = 2.6211IniHr) for a
Effective runoff coefficient used for area (Q=KCIA)
Subarea runoff= 0.944(CFS)
Total initial stream area= 0.BOO(Ac.)
11.48 min.
10.0 year SLOrm
is C = 0.450
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 8.200 to Point/Station 8.200
** ... * CONFLUEUCE OF MAIN STREAMS ... ***
The following data inside Main Stream is listed:
In Main Stream nurnber: 1
Stream flow area= O.BOO(Ac.)
Runoff from this stream 0.944(CFS)
Time of concentration= 11.48 min.
Rainfall intensity= 2.621(In/Hr)
Summary of stream data:
Stream
No.
Flow rate
{CFS)
TC
(min)
Rainfall Intensity
(In/Hr)
1
Qmax(l)
0.944
1. 000 *
11.48
1.000 *
2. 621
0.944) + =
Total of 1 main streams to confluence:
Flow rates before confluence point:
0.944
0.944
I~aximurn flow raLeS at confluence using abo,.re data:
0.944
Area of streams before confluence:
0.800
C:\civild\508HXT.out 10
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min.
Results of confluence:
Total flow rate= 0.944(CFS)
Time of concentration 11.476 min.
Effective stream area after confluence 0. 800 (Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 9.100 to Point/Station 9.200
**** 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
[RURAL(greater than 0.5 Ac, 0.2 ha) area type]
Time of concentration computed by the
natural watersheds nomograph (App X-A)
TC= [ll.9*length(Mi) ~3)/(elevation change(Ft.) )J~.385 *60(min/hr) + 10
Initial subarea flow distance 320.000{Ft.)
Highest elevation= 328.200(Ft.)
Lowest elevation= 315.000(Ft.)
Elevation difference= 13.200(Ft.)
TC=[(ll.9*0.0606A3) /( 13.20)]A.385= 2.26 + 10 min.
Rainfall intensity (I) = 2.5ll(In/Hr) for a
Effective runoff coefficient used for area IQ=KCIA)
12.26 min.
10.0 year storm
is C = 0.450
Subarea runoff= 0.79l(CFS)
Total initial stream area= 0. 700 (Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 9.100 to Point/Station 9.200
**** SUBAREA FLOW ADDITION****
User specified 'C' value
Time of concentration=
of 0.450 given for subarea
12.26 min.
Rainfall intensity
Runoff coefficient
Subarea runoff
Total runoff=
2.5ll{In/Hr) for a 10.0 year storm
used for sub-area, Rational method,Q=KCIA, C
0.226{CFS) for 0.200(Ac.)
1.017(CFS) Total area= 0. 90 (Ac.)
0.450
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 9.200 to Point/Station 9.200
**** CONFLUENCE OF MAIN STREAMS****
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area= 0.900(Ac.)
Runoff from this stream l.017(CFS)
Time of concentration= 12.26 min.
Rainfall intensity= 2.5ll(In/Hr)
Summary of stream data:
Stream
No.
l
Qmax(l)
Flow rate TC
{CFS) (min)
1.017 12.26
Rainfall Intensity
{In/Hr)
2. 511
C:\civild\508HXT.out 11
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1.000 * 1.000 * 1.017) +
Total of 1 main streams to confluence:
Flo~ rates before confluence point:
1.017
1.017
Maximum flow rates at confluence using above data:
1.017
Area of streams before confluence:
0.900
Results of confluence:
Total flow rate= l.017(CFS)
Time of concentration= 12.263 min.
Effective stream area after confluence
End of computations, total study area=
C:\civild\508HXT.out
0. 900 (Ac.)
27.500 (Ac.) .,/
12
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I Q(l 0) Proposed
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San Diego County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software, (c)1991-1999 Version 6.1
Rational method hydrology program based on
San Diego County Flood Control Division 1985 hydrology manual
Rational Hydrology Study Date: 09/25/01
Community Park Site Proposed Hydrology
In The City of Carlsbad JN # 175508
File:508HPT.RSD By:NBA
********* Hydrology Study Control Information**********
P & D Consultants, San Diego, California -SIN 558
Rational hydrology study storm event year is
English (in-lb) input data Units used
English (in) rainfall data used
Map data precipitation entered:
6 hour, precipitation(inches) = 1.700
24 hour precipitation(inches) 2.900
Adjusted 6 hour precipitation (inches) = 1.700
P6/P24 = 58.6%
San Diego hydrology manual 'C' values used
Runoff coefficients by rational method
10.0
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1.000 to Point/Station 1.100
**** INITIAL AREA EVALUATION***"
User specified 'C' value of 0.900 given for subarea
Initial subarea flow distance 500.000{Ft.)
Highest elevation= 323.000(Ft.)
Lowest elevation= 306.000(Ft.)
Elevation difference= 17.000(Ft.)
Time of concentration calculated by the urban
areas overland flow method (App X-C} = 5.35 min.
TC= [1.8*(1.1-C}*distance(Ft.)A.5)/(% slopeA(l/3)]
TC= [l.8*(1.1-0.9000)*( 500.000A.5)/( 3.400A(l/3)]= 5.35
Rainfall intensity (I) = 4.286(In/Hr) for a 10.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.900
Subarea runoff= 12.344(CFS)
Total initial stream area= 3.200 (Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1.100 to Point/Station 1.200
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation= 306.000(Ft.)
Downstream point/station elevation 302.000(Ft.)
Pipe length 460.00(Ft.) Manning's N = 0.013
No. of pipes= 1 Required pipe flow 12.344(CFS)
Nearest computed pipe diameter 21.00(In.)
Calculated individual pipe flow 12.344(CFS)
C:\civild\508hpt.out
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Normal flow depth in pipe
Flow top width inside pipe=
Critical Depth= 15.70(In.)
14. 67 (In.)
19. 27 (In.)
Pipe flow velocity= 6.88(Ft/s}
Travel time through pipe= 1.12 min.
Time of concentration (TC) = 6.47 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process .from Point/Station 1.100 to Point/Station 1.200
**** CONFLUENCE OF MINOR STREAMS****
Along Main Stream number: 1 in normal stream number 1
Stream flow area= 3.200(Ac.)
Runoff from this stream 12.344(CFS)
Time of concentration
Rainfall intensity=
6.47 min.
3. 794 (In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1.300 to Point/Station 1.200
**** INITIAL AREA EVALUATION****
User specified 'C' value of 0.500 given for subarea
Initial subarea flow distance 480.000(Ft.)
Highest elevation= 318.000(Ft.)
Lowest elevation= 302.000(Ft.)
Elevation difference= 16.000(Ft.)
Time of concentration calculated by the urban
areas overland flow method (App X-C) = 15.84 min.
TC= [l.8*(1.l-C)*distance{Ft.)A.5)/(% slopeA(l/3)]
TC= [l.8*(1.1-0.5000)*{ 480.000A.5)/( 3.333A(l/3)]= 15.84
Rainfall intensity (I) = 2.129(In/Hr) for a 10.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.500
Subarea runoff= 2.98l(CFS)
Total initial stream area= 2. 800 (Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1.300 to Point/Station 1.200
**** CONFLUENCE OF MINOR STREAMS****
Along Main Stream number: 1 in normal stream number 2
Stream flow area= 2.800{Ac.)
Runoff from this stream 2.98l(CFS)
Time of concentration= 15.84 min.
Rainfall intensity= 2.129(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 12.344 6.47 3. 794
2 2.981 15.84 2.129
Qmax(l)
1.000 * 1.000 * 12.344) +
1. 000 * 0.408 * 2.981) + = 13. 561
Qmax(2)
0.561 * 1.000 * 12.344) +
1. 000 * 1. 000 * 2.981) + 9.908
C :\civild\508hpt.out 2
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Total of 2 streams to confluence:
Flow rates before confluence point:
12.344 2.981
Maximum flow rates at confluence using above data:
13.561 9.908
Area of streams before confluence:
3.200 2.800
Results of confluence:
Total flow rate= 13.561(CFS)
Time of concentration 6.468 min.
Effective stream area after confluence 6. 000 (Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1.200 to Point/Station 1.400
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation= 302.000{Ft.)
Downstream point/station elevation 188.000(Ft.)
Pipe length 350.00(Ft.) Manning's N = 0.013
No. of pipes= 1 Required pipe flow 13.56l(CFS)
Nearest computed pipe diameter 12.00(In.)
Calculated individual pipe flow 13.56l(CFS)
Normal flow depth in pipe= 7.17(In.)
Flow top width inside pipe= ll.77(In.)
Critical depth could not be calculated.
Pipe flow velocity= 27.72{Ft/s)
Travel time through pipe 0.21 min.
Time of concentration (TC) = 6.68 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1.400 to Point/Station 3.200
**** CONFLUENCE OF MAIN STREAMS****
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area= 6.000(Ac.)
Runoff from this stream 13.56l(CFS)
Time of concentration= 6.68 min.
Rainfall intensity= 3.716(In/Hr)
Program is now starting with Main Stream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 2.000 to Point/Station 2.100
**** INITIAL AREA EVALUATION****
User specified 'C' value of 0.900 given for subarea
Initial subarea flow distance 488.000{Ft.)
Highest elevation= 304.000(Ft.)
Lowest elevation= 298.000(Ft.)
Elevation difference= 6.000(Ft.)
Time of concentration calculated by the urban
areas overland flow method (App X-C) = 7.42 min.
TC= [1.8*(1.l-C)*distance(Ft.)A.5)/(% slopeA(l/3)]
TC= [1.8*(1.1-0.9000)*( 488.000A.5)/( 1.230A(l/3)]= 7.42
Rainfall intensity (I}= 3.471{In/Hr) for a 10.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.900
Subarea runoff= 4.999(CFS)
C:\civild\508hpt.out 3
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Total initial streaw area l. 600 (Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 2.100 to Point/Station 2.200
**** PIPEFLOW TRAVEL TIME (Program estimated size) **""*
Upstream point/station elevation= 298.000(Ft.)
Downstream point/station elevation 291.000{Ft.)
Pipe length 600.00 (Ft.) Manning's N = 0.013
No. of pipes= 1 Required pipe flow 4.999{CFS)
Nearest computed pipe diameter 15. 00 (In.)
Calculated individual pipe flow 4.999(CFS)
Normal flow depth in pipe= 9.40(In.)
Flow top width inside pipe = 14. 51 (In.)
Critical Depth= 10.89(In.)
Pipe flow velocity= 6.lB{Ft/s)
Travel time through pipe= 1.62 min.
Time of concentration (TC) = 9.04 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process fror., Point/Station 2 .100 to Poin"'.: /Station 2. 200
**** CONFLUElJCE OF MINOR STREAMS ****
Along Main Stream nurr~er: 2 in normal strean nu..'Tlber 1
Stream flow area = 1. 600 (Ac.)
Runoff from this stream 4.999(CFS)
Time of concentration
Rainfall intensity=
9.04 min.
3.057(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 2.300 to Point/Station 2.200
**** INITIAL AREA EVALUATION****
User specified 'C' value of 0.500 given for subarea
Initial subarea flow distance 960.000{Ft.)
Highest elevation= 309.000{Ft.)
Lowest elevation= 291.000(Ft.)
Elevation difference= 18.000(Ft.)
Time of concentration calculated by the urban
areas overland flow method {App X-C) = 27.14 min.
TC= [1.8*{1.l-C)*distance{Ft.)A.5)/(% slopeA(l/3))
TC= [1.8*(1.1-0.5000)*{ 960.000A.5)/{ 1.875A{l/3)]= 27.14
Rainfall intensity (I) = 1.504 {In/Hr) for a 10.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.500
Subarea runoff= 1.429{CFS)
Total initial stream area= 1. 900 (Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 2.250 to Point/Station 2.200
**** SUBAREA FLOW ADDITION****
User specified 'C' value
Time of concentration=
of 0.500 giYen for subarea
27 .14 min.
Rainfall intensity
Runoff coefficient
Subarea runoff
Total runoff=
1.504(In/Hr) for a 10.0 year storm
used for sub-area, Rational method,Q=KCIA, C
0.376(CFS) for 0.500(Ac.)
1.805(CFS) Total area= 2. 40 (Ac.)
C:\civild\508hpt.out
0.500
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++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 2.300 to Point/Station 2.200
**** CONFLUENCE OF MINOR STREAMS****
Along Main Stream number: 2 in normal stream number 2
Stream flow area= 2.400(Ac.)
Runoff from this stream l.805(CFS)
Time of concentration= 27.14 min.
Rainfall intensity= l.504(In/Hr)
Summary of stream data:
Stream
No.
1
2
Qrnax(l)
Qmax(2)
Flow rate
(CFS)
4.999
1. 805
1.000 *
1. 000 *
0. 4 92 *
1.000 *
TC
(min)
9.04
27 .14
1.000 *
0.333 *
1. 000 ...
1.000 ...
4. 999)
1.805)
4. 999)
1. 805)
Total of 2 streams to confluence:
Flow rates before confluence point:
4.999 1.805
Rainfall Intensity
{In/Hr)
3.057
1.504
+
+ 5.600
+
+ 4.265
Haximum flow rates at confluence using above data:
5.600 4.265
Area of streams before confluence:
1.600 2.400
Results of confluence:
Total flow rate= 5.600(CFS)
Time of concentration 9.041 min.
Effective stream area after confluence 4. 000 (Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 2.200 to Point/Station 2.400
*+** PIPEFLOW TRAVEL TIME (Program estimated size) **+*
Upstream point/station elevation= 291.000(Ft.)
Downstream point/station elevation 188.000(Ft.)
Pipe length 300.00(Ft.) Manning's N = 0.013
No. of pipes= 1 Required pipe flow 5.600(CFS)
Nearest computed pipe diameter 9.00(In.)
Calculated individual pipe flow 5.600(CFS)
Normal flow depth in pipe= 4.9l(In.)
Flow top width inside pipe= 8.96{In.)
Critical depth could not be calculated.
Pipe flow velocity= 22.73(Ft/s)
Travel time through pipe 0.22 min.
Time of con.:::entration (TC) = 9.26 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 2.400 to Point/Station 3.200
**** CONFLUENCE OF MAIN STREAMS****
C:\civild\508hpt.out 5
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The following data inside Main Stream is listed:
In Main Stream number: 2
Stream flow area= 4.000(Ac.)
Runoff from this stream 5.600(CFS)
Time of concentration= 9.26 min.
Rainfall intensity= 3.0l0(In/Hr)
Program is now starting with Main Stream No. 3
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 3.000 to Point/Station 3.100
**** INITIAL AREA EVALUATION****
User specified 'C' value of 0.500 given for subarea
Initial subarea flow distance 110.000(Ft.)
Highest elevation= 304.000(Ft.)
Lowest elevation= 250.000(Ft.)
Elevation difference= 54.000(Ft.)
Time of concentration calculated by the urban
areas overland flow method (App X-C) = 3.09 min.
TC= [l.8*(1.1-C)*distance(Ft.)A.5)/(% slopeA(l/3)]
TC= [1.8*(1.1-0.5000)*( 110.000A.5)/( 49.091A(l/3)]=
Setting time of concentration to 5 minutes
3.09
Rainfall intensity (I) = 4.479(In/Hr) for a 10.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.500
Subarea runoff= 3.359(CFS)
Total initial stream area= 1.500(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 3.100 to Point/Station 3.200
**** IMPROVED CHANNEL TRAVEL TIME****
Covered channel
Upstream point elevation 250.000(Ft.)
Downstream point elevation 188.000(Ft.)
Channel length thru subarea 400.000(Ft.)
Channel base width 1.500(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 4.927(CFS)
Manning's 'N' = 0.005
Maximum depth of channel O.lO0(Ft.)
Flow(q) thru subarea = 4.927(CFS)
Pressure flow condition in covered channel:
Wetted perimeter= 3.85(Ft.) Flow area 0.17(Sq.Ft)
Hydraulic grade line required at box inlet= 11642.054(Ft.)
Friction loss= 11684.490(Ft.)
Minor Friction loss= 19.564(Ft.) K-Factor = 1.500
Flow Velocity= 28.98(Ft/s)
Travel time 0.23 min.
Time of concentration= 5.23 min.
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
[RURAL{greater than 0.5 Ac, 0.2 ha) area type]
Rainfall intensity 4.35l(In/Hr) for a 10.0 year storm
Runoff coefficient used for sub-area, Rational method,Q=KCIA, C 0.450
Subarea runoff= 2.741(CFS) for 1.400(Ac.)
C:\civild\508hpt.out 6
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Total runoff 6.lOO(CFS) Total area= 2. 90 (Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 3.100 to Point/Station 3.200
**** 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
[RURAL(greater than 0.5 Ac, 0.2 ha) area type]
Time of concentration= 5.23 min.
Rainfall intensity 4.351(In/Hr) for a 10.0 year storn1
Runoff coefficient used for sub-area, Rational method,Q=KCIA, C 0.450
Subarea runoff 1.175(CFS) for 0.600(Ac.)
Total runoff= 7.275(CFS) Total area= 3.50(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 3.100 to Point/Station 3.200
**** SUBJ>...REA FLOW ADDITION **"'*
User specified 'C' value of 0.450 given for subarea
Time of concentration= 5.23 min.
Rainfall intensity 4. 351 (In/Hr) for a 10. 0 year storr..
Runoff coefficient used for sub-area, Rational method, Q=E:CIJ:I., C O. 450
Subarea runoff 0.783(CFS) for 0.400(Ac.)
Total runoff= 8.058(CFS) Total area= 3.90(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 3.100 to Point/Station 3.200
**** CONFLUENCE OF MAIN STREAl-'.!S ***-♦-
The following data inside Main Stream is listed:
In Main Stream m.ll'flber: 3
Stream flow area= 3.900(Ac.)
Runoff from this stream 8.058(CFS)
Time of concentration= 5.23 min.
Rainfall intensity= 4.351(In/Hr)
Summary of stream data:
Stream Flow rate
No. (CFS)
TC
(min)
Rainfall Intensity
(In/Hr)
1 13.561
2 5.600
3 8.058
Qmax(l)
1.000 *
1. 000 *
0.854 *
Qrc.ax (2)
0.810 *
1. 000 *
0.692 *
Qmax(3)
1.000 *
1. 000 *
C:\civild\508hpt.out
6.68
9.26
5.23
1.000 *
0.721 *
1. 000 *
1. 000 *
1. 000 *
1.000 *
0.783 *
0.565 *
3.716
3.010
4.351
13.561) +
5.600) +
8. 058) +
13.561) +
5.600) +
8.058) +
13.561) +
5.600) +
24.482
22.158
7
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min.
1. coo * 1.000 * 8.0581 + 21.840
Total of 3 main streams to confluence:
Flow rates before confluence point:
13.561 5.600 8.058
Haximum flm·1 rates at confluence using above data:
24.482 22.158 21.840
Area of streams before confluence:
6.000 4.000 3.900
Results of confluence:
Total flow rate= 24.482(CFS)
Time of concentration 6.679 min.
Effective stream area after confluence 13. 900 (Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 5.000 to Point/Station 5.100
+*** INITIJ...L 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
[RTJFAL(greater than 0.5 Ac, 0.2 ha) area
Time of concentration computed by the
natural watersheds nomograph (App X-A)
type]
TC= [11.9-length(Mi)~3)/(elevation change(Ft.) )] ~.385 *60(min/hr) + 10
Initial subarea flow distance 750.000(Ft.)
Highest elevation= 324.000(Ft.)
Lowest elevation= 190.000(Ft.}
Elevation difference= 134.000(Ft.)
TC=[(ll.9*0.1420~3)/(134.00))A.385= 2.48 + 10 min.
Rainfall intensity (I) = 2.483(In/Hr) for a
Effective runoff coefficient used for area (Q=KCIA)
Subarea runoff= 2.235{CFS)
Total initial stream area= 2.000(Ac.)
12.48 min.
10.0 year storm
is C = 0.450
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 5.200 to Point/Station 5.100
**** SUBAREA FLOW ADDITION***.,,
User specified 'C' value
Time of concentration=
of 0.500 given for subarea
12.48 min.
Rainfall intensity
Runoff coefficient
Subarea runoff
Total runoff=
2.483(In/Hr) for a 10.0 year storm
used for sub-area, Rational method,Q=KCIA, C
1.117(CFS) for 0.900(Ac.)
3.352(CFS) Total area= 2. 90 (Ac.)
0.500
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 5.000 to Point/Station 5.100
**** 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
C:\civild\508hpt.out 8
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Ac, 0.2 ha) area type]
12.48 min.
[RUR.A:.,(greater than 0.5
Time of concentration=
Rainfall intensity
Runoff coefficient
Subarea runoff
2.483(In/Hr) for a 10.0 year storm
used for sub-area, Rational method,Q=KCIA, C
3.017(CFS) for 2.700(Ac.)
Total runoff= 6.369(CFS) Total area= 5. 60 (Ac.)
0.450
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 6.000 to Point/Station 6.100
**** INITIAL AREA EVALUATION****
User specified 'C' value of 0.500 given for subarea
Initial subarea flow distance 14.000(Ft.)
Highest elevation= 300.000{Ft.)
Lowest elevation= 293.000(Ft.)
Elevation difference= 7.000(Ft.)
Time of concentration calculated by the urban
areas overland flow method (App X-C) = 1.10 min.
TC= [1.8*(1.l-C)*distance(Ft.)~.5)/(% slope~(l/3))
TC= r1.s*c1.1-o.5ooo)*( 14.ooo~.5)/( 50.ooo~(l/3JJ=
Setting time of concentration to 5 minutes
1.10
Rainfall intensity (I)= 4.479(In/Hr) for a 10.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.500
Subarea runoff= 0.672(CFS)
Total initial stream area= 0.300(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 6.100 to Point/Station 6.200
**** IMPROVED CHANNEL TRAVEL TIME****
Upstream point elevation= 293.000(Ft.)
Downstream point elevation 280.000{Ft.)
Channel length thru subarea 450.000(Ft.)
Channel base width 0.500(Ft.)
Slope or 'Z' of left channel bank= 1.000
Slope or 'Z' of right channel bank= 1.000
Estimated mean flow rate at midpoint of channel 0.896(CFS)
Manning's 'N' = 0.005
Maximum depth of channel l.000(Ft.)
Flow(q) thru subarea = 0.896{CFS)
Depth of flow= 0.133(Ft.), Average velocity 10.610(Ft/s)
Channel flow top width= 0.767(Ft.)
Flow Velocity= 10.61(Ft/s)
Travel time 0.71 min.
Time of concentration= 5.71 min.
Critical depth= 0.363{Ft.)
Adding area flow to channel
User specified 'C' value of 0.500 given for subarea
Rainfall intensity 4.113(In/Hr) for a 10.0 year storm
Runoff coefficient used for sub-area, Rational method,Q=KCIA, C 0.500
Subarea runoff 0.4ll(CFS) for 0.200(Ac.)
Total runoff= l.083(CFS) Total area= 0.50(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 4.000 to Point/Station 4.100
**** INITIAL AREA EVALUATION****
User specified 'C' value of 0.500 given for subarea
C:\civild\508hpt.out 9
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Initial subarea flow distance 200.000(Ft.)
Highest elevation= 313.000(Ft.)
Lowest elevation= 309.000(Ft.)
Elevation difference= 4.000{Ft.)
Time of concentration calculated by the urban
areas overland flow method (App X-C) = 12.12 min.
TC= [1.8*(1.l-C)*distance(Ft.)~.5)/(% slopeA(l/3)]
Tc= [l.8*(1.1-0.50001*( 200.000~.5)/I 2.000A11/3JJ= 12.12
Rainfall intensity (I) = 2.530(In/Hr) for a 10.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.500
Subarea runoff= 2.783(CFS)
Total initial stream area= 2.200 (Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 4.100 to Point/Station 4.300
**** PIPEFLOW TPAVEL TI!-1E (Program estimated size) ****
Cpstrearr, point/station elevation= 309.000 (Ft.)
Downstream point/station ele,,ation 294. 000 (Ft.)
Pipe length 400.00(Ft.) Manning's N = 0.013
No. of pipes= 1 Required pipe flow 2.783(CFS)
Nearest computed pipe diameter 9.00(In.)
Calculated individual pipe flow = 2.783(CFS)
tlorrnal flow depth in pipe= 6.48(In.)
Flow top width inside pipe= 8.0B(In.)
Critical Depth= 8.5l(In.)
Pipe flow velocity= 8.17(Ft/s)
Travel time through pipe= 0.82 min.
Time of concentration (TC) = 12.94 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 4.100 to Point/Station 4.300
**** CONFLUENCE OF MINOR STREAMS***+
Along Main Stream number: 1 in normal stream number 1
Stream flow area= 2.200(Ac.)
Runoff from this stream 2.783(CFS)
Time of concentration 12.94 min.
Rainfall intensity= 2.426(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 4.100 to Point/Station 4.300
**** INITIAL AREA EVALUATION****
User specified 'C' value of 0.700 given for subarea
Initial subarea flow distance 200.000(Ft.)
Highest elevation= 306.000(Ft.)
Lowest elevation= 294.000{Ft.)
Elevation difference= 12.000(Ft.)
Time of concentration calculated by the urban
areas overland flow method (App X-C) = 5.60 min.
TC= [1.8* (1.l-C)*distance(Ft.)".5)/(% slopeA(l/3)]
TC= [l.8*(1.1-0.7000)*( 200.000~.5)/( 6.000~(1/3)]= 5.60
Rainfall intensity (I)= 4.162(In/Hr) for a 10.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.700
Subarea runoff= 0.874{CFS)
Total initial stre~~ area= 0. 300 (Ac.)
C: \civild\508hpt. out 10
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+++++++++++++++++++++++++++++++++++~+++++++++++++++++++~+++++-++++++++
Process from Point/Station 4.100 to Point/Station 4.300
*~** CotffLUENCE OF MINOR STREAMS ****
Along I-lain Stream nurr.ber: 1 in normal stream number 2
Stream flow area= 0.300(Ac.)
Runoff from this stream 0.874(CFS)
Time of concentration 5.60 min.
Rainfall intensity= 4.162(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 4.200 to Point/Station 4.300
**** ,I!JITIAL AREA EVALUATION ****
User specified 'C' value of 0.900 given for subarea
Initial subarea flow distance 100.000(Ft.)
Highest elevation= 306.000(Ft.)
Lowest elevation= 294.000(Ft.)
Elevation difference= 12.000(Ft.)
Time of concentration calculated by the urban
areas overland flow method (App X-C) = 1. 57 min.
TC= [l.8*(1.1-C)*distance(Ft.) ~.51 /(i slcpeA(l/3)]
TC= [l.8*(1.1-0.9000)*( 100.000~.5)/( 12.000~(1/3)]=
Setting time of concentration to 5 minutes
1.57
Rainfall intensity (I)= 4.479(In/Hr) for a 10.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.900
Subarea runoff= 1.209(CFS)
Total initial stream area= 0.300(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 4.200 to Point/Station 4.300
**** CONFLUENCE OF MINOR STREJl..MS ****
Along I-lain Stream number: 1 in normal stream number 3
Stream flow area= 0.300(Ac.)
Runoff from this stream l.209(CFS)
Time of concentration= 5.00 min.
Rainfall intensity= 4.479{In/Hr)
Summary of stream data:
Stream
No.
1
2
3
Qmax{l)
Qmax(2)
Qmax(3)
C:\civild\508hpt.out
Flow rate
(CFS)
2.783
0.874
1.209
1.000 *
0.583 *
0.542 *
1. 000 ~
1.000 *
0.929 *
1. 000 *
1. 000 *
TC
(min)
12.94
5.60
5.00
1.000 *
1. 000 *
1.000 *
0.433 *
1.000 *
1.000 *
0.386 *
0.892 *
2.783)
0.874)
1.209)
2.783)
0.874)
1.209)
2.783)
0.874)
Rainfall Intensity
{In/Hr)
2.426
4.162
4.479
+
+
+ 3.947
+
+
+ 3.203
+
+
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Subarea runoff= 2.909{CFS}
Total initial stream area= 2.300(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 4.400 to Point/Station 4.500
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation= 309.000{Ft.)
Downstream point/station elevation 276.000{Ft.)
Pipe length 400.00(Ft.) Manning's U = 0.013
No. of pipes= 1 Required pipe flow 2.909(CFS)
Nearest computed pipe diameter 9.00(In.)
Calculated individual pipe flow 2.909(CFS)
Normal flow depth in pipe= 5.09(In.)
Flow top width inside pipe= 8.92{In.)
Critical depth could not be calculated.
Pipe flow velocity= ll.29(Ft/s)
Travel time through pipe 0.59 min.
Time of concenLration (TC) = 12.71 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 4.400 to Point/Station 4.500
**** CONFLUENCE OF MAIN STREAMS****
The following data inside Main Stream is listed:
In Main Stream number: 2
Stream flow area= 2.300(Ac.)
Runoff from this stream 2.909{CFS)
Time of concentration= 12.71 min.
Rainfall intensity= 2.453(In/Hr)
Program is now starting with Main Stream No. 3
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 4.600 to Point/Station 4.500
**** INITIAL AREA EVALUATION****
User specified 'C' value of 0.500 given for subarea
Initial subarea flow distance 100.000(Ft.)
Highest elevation= 312.000(Ft.)
Lowest elevation= 276.000(Ft.)
Elevation difference= 36.000{Ft.)
Time of concentration calculated by the urban
areas overland flow method {App X-C) = 3.27 min.
TC= [l.8*(1.l-C)*distance(Ft.)h.5)/(% slopeA(l/3)]
TC= [l.8*(1.1-0.5000)*{ 100.000A.5)/( 36.000A{l/3)]=
Setting time of concentration to 5 minutes
3.27
Rainfall intensity (I) = 4.479{In/Hr) for a 10.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.500
Subarea runoff= 0.224(CFS)
Total initial stream area= 0 .100 {Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 4.600 to Point/Station 4.500
**** STREET FLOW TAAVEL TIME+ SUBAREA FLOW ADDITION****
Top of street segment elevation
End of street segment elevation
C:\civild\508hpt.out
289.000(Ft.}
276.000(Ft.)
13
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Length of street segment 300.000(Ft.)
Height of curb above gutter flowline 6.0(In.)
Width of half street (curb to crown) 20.000(Ft.)
Distance from crown to crossfall grade break 18.500(Ft.)
Slope from gutter to grade break (v/hz) = 0.050
Slope from grade break to crown (v/hz) 0.020
Street flow is on Il] 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 Nin gutter= 0.0240
Manning's N from gutter to grade break 0.0240
Manning's ll from grade break to crown= 0.0240
Estimated mean flow rate at midpoint of street=
Depth of flow= 0.188(Ft.), Average velocity=
Streetflow hydraulics at rr~dpoint of street travel:
Halfstreet flow width= 4.633(Ft.J
Flow velocity= 1.96(Ft/s)
Travel time= 2.55 min. TC 7.55 IT,in.
Adding area flow to street
User specified 'C' value of 0.500 given for subarea
0.560(CFS)
1. 959 (Ft/s)
Rainfall intensity 3.433(In/Hr) for a 10.0 year storm
Runoff coefficient used for sub-area, Rational method,Q=KCIA, C
Subarea runoff 0.515(CFS) for 0.300(Ac.)
Total runoff= 0.739(CFS) Total area= 0. 40 (Ac.)
Street flow at end of street= 0.739(CFS)
Half street flow at end of street 0.739(CFS)
Depth of flow= 0.202(Ft.), Average velocity= 2.069(Ft/s)
Flow width (from curb towards crown)= 5.347(Ft.)
0.500
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 4.600 to Point/Station 4.500
**** SUBAREA FLOW ADDITION****
User specified 'C' value
Time of concentration=
of 0.500 given for subarea
7.55 min.
Rainfall intensity
Runoff coefficient
Subarea runoff
Total runoff=
3.433(In/Hr) for a 10.0 year storm
used for sub-area, Rational method,Q=KCIA, C
l.030(CFS) for 0.600(Ac.)
1.769(CFS) Total area= 1.00(Ac.)
0.500
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 4.600 to Point/Station 4.500
**** CONFLUENCE OF MAIN STREAMS****
The following data inside Main Stream is listed:
In Main Stream number: 3
Stream flow area= l.OOO(Ac.)
Runoff from this stream 1.769(CFS)
Time of concentration=
Rainfall intensity=
Summary of stream data:
7.55 min.
3.433(In/Hr)
Stream
No.
Flow rate TC
(CFS) (min)
1 3.947 13.67
C: \civild\508hpt.out
Rainfall Intensity
( In/Hr)
2.341
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2 2.909 12.71 2.453
3 1.769 7.55 3.433
Qrnax(l)
1. 000 * 1. 000 * 3.947) +
0.954 * 1.000 * 2.909) +
0.682 * 1.000 * 1.769) + 7. 929
Qmax(2)
1.000 * 0.930 * 3.947) +
1.000 * 1. 000 * 2.909) +
0.715 * 1.000 * 1. 769) + 7.844
Qmax(3)
1.000 + 0.552 * 3.947) +
1. 000 * 0.594 + 2. 909) +
1. 000 * 1. 000 + 1. 769) + 5.678
Total of 3 main streams to confluence:
Flow rates before confluence point:
3.947 2.909 1.769
Baximum flow rates at confluence using abo'7e data:
7.929 7.844 5.678
Area of streams before confluence:
2.800 2.300 1.000
Results of confluence:
Total flow rate= 7.929(CFS)
Time of concentration= 13.672 min.
Effective stream area after confluence
End of computations, total study area=
C:\civild\508hpt.out
6.100(11.c.)
26.100 (Ac.)
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I APPENDIX "B''
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Zone 19 Park Site
City of Carlsbad i
Job#75508 I i
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Q100 (Basin 2) ~ !12.20
508SpillW
Sheet1
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SEILL.WAY CAL.CS. USING WEIR ELOW EQUAIIQN
I ! (DETENTION BASIN # 2) I I
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!CFS I I I ! i
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' Ce= 3.26 I I
I He= !2.00 i I
Q(100) = 12.20 L =,1.32
Governs L = 1.50
Ce= 3.26
He= 10.50 '
L= 1 1.5 . Q= 12 I
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i Ce= 1326 i i I • i I
I He= '1.00 i
I L= 1.5 i Q= 5
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Ce= ,3.26
I He= 11.50 i I ' I ' I L= 11.5 Q= 9 !
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I Ce= 3.26 I
He= \2.00
L= 1.5 Q= 14
Ce= 3.26
He= :2.50
L= 11.5 Q= \19
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