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Hydrology Study
43394 Calle De Velardo Residence
43394 Calle De Velardo
Temecula, CA 92590
November 8, 2024
This Hydrology Study has been prepared by, and under the direction of, the
undersigned, a duly Registered Civil Engineer in the State of California. Except as
noted, the undersigned attests to the technical information contained herein, and
has judged to be acceptable the qualifications of any technical specialists
providing engineering data for this report, upon which findings, conclusions , and
recommendations are based.
______________________________
Wai Chen, PE
Registered Civil Engineer No. C83487
Exp.: 03/31/2025
Prepared for: Prepared by:
GLC Wilbur Chang W.H. Engineering Group
43394 Calle De Velardo 548 Wald
Temecula, CA 92590 Irvine, CA 92618
925-378-9058 (949)‐229‐3357
CLEARED BY
CITY OF TEMECULA
PUBLIC WORKS
Chris.White 12/17/2024
12/17/2024 12/17/2024
12/17/20
43394 Calle De Velardo Hydrology Study
Temecula, CA by W.H. Engineering Group
Table of Contents
Section 1 Project Description ....................................................................................................................... 1
Section 2 Purpose ............................................................................................................................................ 1
Section 3 Design Criteria and Methodology ............................................................................................ 1
Section 4 Hydrology Analysis ....................................................................................................................... 2
Section 5 Conclusion ....................................................................................................................................... 2
References ................................................................................................................................... 3
Vicinity Map ................................................................................................................................... 4
Appendices
Hydrology Calculations
Hydrology Maps
i
43394 Calle De Velardo Hydrology Study
Temecula, CA by W.H. Engineering Group
1
SECTION 1 – PROJECT DESCRIPTION
The project is located at 43394 Calle De Velardo in Temecula, California, on a 2.536-acre lot with
an existing residential building. The proposed plan involves constructing a tennis court with
decomposed granite pavement around the backyard area. The construction will disturb
approximately 22,709 square feet and add 2,807 square feet of new impervious surface.
The lot slopes from north to south toward Calle De Velardo, with drainage flowing southward to
an inlet on Calle De Velardo. The site features slope up to 50%, with the general terrain also
inclining from north to south. Both pre- and post-development drainage patterns will follow this
natural slope, with all surface flows directed southward.
SECTION 2 - PURPOSE
The purpose of this study is to present the hydrology of existing and proposed condition for 10 -
year and 100-year storm events as a comparison of pre and post construction flow rate.
SECTION 3 – DESIGN CRITERIA AND METHODOLOGY
Hydrology for the project was based upon the Riverside County Flood Control District Hydrology
Manual (Ref.1) and uses Civil Design software for calculation various flow rates and hydrograph
of project site. (Ref. 2).
43394 Calle De Velardo Hydrology Study
Temecula, CA by W.H. Engineering Group
2
SECTION 4 - HYDROLOGY ANALYSIS
See Appendix for detail calculations of the hydrology and hydraulic systems.
ASSUMPTIONS
• Rational Method is used to determine the peak flow for pre -development condition and
post-development condition
HYDROLOGY RESULT SUMMARY
SUMMARY OF HYDROLOGY RATIONAL METHOD
Drainage Area Area Impervious Area % Impervious FlowPath Q10 Q100 Soil Group
Acres Acres FT CFS CFS
DMA-E1 0.130 0.000 0% 390 0.237 0.411 A
DMA-E2 2.061 0.457 22% 400 2.894 5.890 A
DMA-E3 0.345 0.000 0% 280 0.647 1.118 A
DMA-P1 0.130 0.000 0% 390 0.237 0.411 A
DMA-P2 2.061 0.521 25% 560 2.492 5.163 A
DMA-P3 0.345 0.000 0% 280 0.647 1.118 A
Pre-Development Hydrology
Q10 = 3.778 cfs
Q100 = 7.419 cfs
Post-Development Hydrology
Q10 = 3.376 cfs
Q100 = 6.692 cfs
ΔQ10 = -0.402 cfs
ΔQ100 = -0.727 cfs
SECTION 5 - CONCLUSION
The peak flow from post development condition is less than pre-development condition. There
is no effect to downstream storm drain system.
43394 Calle De Velardo Hydrology Study
Temecula, CA by W.H. Engineering Group
3
REFERENCES
1. Riverside County Hydrology Manual, Riverside County Flood Control and Water
Conservation District, April 1978.
2. Riverside County Rational Hydrology Program, CIVILDESIGN Engineering Software, 2018
Version 9.
43394 Calle De Velardo Hydrology Study
Temecula, CA by W.H. Engineering Group
4
Vicinity Map
Not to Scale
43394 Calle De Velardo Hydrology Study
Temecula, CA by W.H. Engineering Group
APPENDICES
43394 Calle De Velardo Hydrology Study
Temecula, CA by W.H. Engineering Group
HYDROLOGY CALCULATION
43394 Calle De Velardo Hydrology Study
Temecula, CA by W.H. Engineering Group
SUMMARY OF HYDROLOGY RATIONAL METHOD
Drainage Area Area Impervious Area % Impervious FlowPath Q10 Q100 Soil Group
Acres Acres FT CFS CFS
DMA-E1 0.130 0.000 0% 390 0.237 0.411 A
DMA-E2 2.061 0.457 22% 400 2.894 5.890 A
DMA-E3 0.345 0.000 0% 280 0.647 1.118 A
DMA-P1 0.130 0.000 0% 390 0.237 0.411 A
DMA-P2 2.061 0.521 25% 560 2.492 5.163 A
DMA-P3 0.345 0.000 0% 280 0.647 1.118 A
Riverside County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2018 Version 9.0
Rational Hydrology Study Date: 11/07/24 File:E010.out
------------------------------------------------------------------------
43394 CALLE DE VELARDO
10 YEAR RATIONAL METHOD
EXISTING HYDROLOGY
------------------------------------------------------------------------
********* Hydrology Study Control Information **********
English (in-lb) Units used in input data file
------------------------------------------------------------------------
Program License Serial Number 6450
------------------------------------------------------------------------
Rational Method Hydrology Program based on
Riverside County Flood Control & Water Conservation District
1978 hydrology manual
Storm event (year) = 10.00 Antecedent Moisture Condition = 2
Standard intensity-duration curves data (Plate D-4.1)
For the [ Murrieta,Tmc,Rnch CaNorco ] area used.
10 year storm 10 minute intensity = 2.360(In/Hr)
10 year storm 60 minute intensity = 0.880(In/Hr)
100 year storm 10 minute intensity = 3.480(In/Hr)
100 year storm 60 minute intensity = 1.300(In/Hr)
Storm event year = 10.0
Calculated rainfall intensity data:
1 hour intensity = 0.880(In/Hr)
Slope of intensity duration curve = 0.5500
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1.000 to Point/Station 3.000
**** INITIAL AREA EVALUATION ****
______________________________________________________________________
Initial area flow distance = 390.000(Ft.)
Top (of initial area) elevation = 1267.180(Ft.)
Bottom (of initial area) elevation = 1216.660(Ft.)
Difference in elevation = 50.520(Ft.)
Slope = 0.12954 s(percent)= 12.95
TC = k(0.530)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 8.674 min.
Rainfall intensity = 2.549(In/Hr) for a 10.0 year storm
UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0.716
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 67.00
Pervious area fraction = 1.000; Impervious fraction = 0.000
Initial subarea runoff = 0.237(CFS)
Total initial stream area = 0.130(Ac.)
Pervious area fraction = 1.000
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1.000 to Point/Station 3.000
**** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 0.130(Ac.)
Runoff from this stream = 0.237(CFS)
Time of concentration = 8.67 min.
Rainfall intensity = 2.549(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 2.000 to Point/Station 3.000
**** INITIAL AREA EVALUATION ****
______________________________________________________________________
Initial area flow distance = 400.000(Ft.)
Top (of initial area) elevation = 1265.000(Ft.)
Bottom (of initial area) elevation = 1216.660(Ft.)
Difference in elevation = 48.340(Ft.)
Slope = 0.12085 s(percent)= 12.08
TC = k(0.480)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 8.047 min.
Rainfall intensity = 2.657(In/Hr) for a 10.0 year storm
SINGLE FAMILY (1 Acre Lot)
Runoff Coefficient = 0.528
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 32.00
Pervious area fraction = 0.800; Impervious fraction = 0.200
Initial subarea runoff = 2.894(CFS)
Total initial stream area = 2.061(Ac.)
Pervious area fraction = 0.800
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 2.000 to Point/Station 3.000
**** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 2.061(Ac.)
Runoff from this stream = 2.894(CFS)
Time of concentration = 8.05 min.
Rainfall intensity = 2.657(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 0.237 8.67 2.549
2 2.894 8.05 2.657
Largest stream flow has longer or shorter time of concentration
Qp = 2.894 + sum of
Qa Tb/Ta
0.237 * 0.928 = 0.220
Qp = 3.114
Total of 2 streams to confluence:
Flow rates before confluence point:
0.237 2.894
Area of streams before confluence:
0.130 2.061
Results of confluence:
Total flow rate = 3.114(CFS)
Time of concentration = 8.047 min.
Effective stream area after confluence = 2.191(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 4.000 to Point/Station 5.000
**** INITIAL AREA EVALUATION ****
______________________________________________________________________
Initial area flow distance = 280.000(Ft.)
Top (of initial area) elevation = 1234.000(Ft.)
Bottom (of initial area) elevation = 1211.000(Ft.)
Difference in elevation = 23.000(Ft.)
Slope = 0.08214 s(percent)= 8.21
TC = k(0.530)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 8.322 min.
Rainfall intensity = 2.608(In/Hr) for a 10.0 year storm
UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0.719
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 67.00
Pervious area fraction = 1.000; Impervious fraction = 0.000
Initial subarea runoff = 0.647(CFS)
Total initial stream area = 0.345(Ac.)
Pervious area fraction = 1.000
End of computations, total study area = 2.54 (Ac.)
The following figures may
be used for a unit hydrograph study of the same area.
Area averaged pervious area fraction(Ap) = 0.837
Area averaged RI index number = 38.6
Riverside County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2018 Version 9.0
Rational Hydrology Study Date: 11/07/24 File:E100.out
------------------------------------------------------------------------
43394 CALLE DE VELARDO
100 YEAR RATIONAL METHOD
EXISTING HYDROLOGY
------------------------------------------------------------------------
********* Hydrology Study Control Information **********
English (in-lb) Units used in input data file
------------------------------------------------------------------------
Program License Serial Number 6450
------------------------------------------------------------------------
Rational Method Hydrology Program based on
Riverside County Flood Control & Water Conservation District
1978 hydrology manual
Storm event (year) = 100.00 Antecedent Moisture Condition = 3
Standard intensity-duration curves data (Plate D-4.1)
For the [ Murrieta,Tmc,Rnch CaNorco ] area used.
10 year storm 10 minute intensity = 2.360(In/Hr)
10 year storm 60 minute intensity = 0.880(In/Hr)
100 year storm 10 minute intensity = 3.480(In/Hr)
100 year storm 60 minute intensity = 1.300(In/Hr)
Storm event year = 100.0
Calculated rainfall intensity data:
1 hour intensity = 1.300(In/Hr)
Slope of intensity duration curve = 0.5500
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1.000 to Point/Station 3.000
**** INITIAL AREA EVALUATION ****
______________________________________________________________________
Initial area flow distance = 390.000(Ft.)
Top (of initial area) elevation = 1267.180(Ft.)
Bottom (of initial area) elevation = 1216.660(Ft.)
Difference in elevation = 50.520(Ft.)
Slope = 0.12954 s(percent)= 12.95
TC = k(0.530)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 8.674 min.
Rainfall intensity = 3.766(In/Hr) for a 100.0 year storm
UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0.840
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 3) = 83.20
Pervious area fraction = 1.000; Impervious fraction = 0.000
Initial subarea runoff = 0.411(CFS)
Total initial stream area = 0.130(Ac.)
Pervious area fraction = 1.000
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1.000 to Point/Station 3.000
**** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 0.130(Ac.)
Runoff from this stream = 0.411(CFS)
Time of concentration = 8.67 min.
Rainfall intensity = 3.766(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 2.000 to Point/Station 3.000
**** INITIAL AREA EVALUATION ****
______________________________________________________________________
Initial area flow distance = 400.000(Ft.)
Top (of initial area) elevation = 1265.000(Ft.)
Bottom (of initial area) elevation = 1216.660(Ft.)
Difference in elevation = 48.340(Ft.)
Slope = 0.12085 s(percent)= 12.08
TC = k(0.480)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 8.047 min.
Rainfall intensity = 3.925(In/Hr) for a 100.0 year storm
SINGLE FAMILY (1 Acre Lot)
Runoff Coefficient = 0.728
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 3) = 52.00
Pervious area fraction = 0.800; Impervious fraction = 0.200
Initial subarea runoff = 5.890(CFS)
Total initial stream area = 2.061(Ac.)
Pervious area fraction = 0.800
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 2.000 to Point/Station 3.000
**** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 2.061(Ac.)
Runoff from this stream = 5.890(CFS)
Time of concentration = 8.05 min.
Rainfall intensity = 3.925(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 0.411 8.67 3.766
2 5.890 8.05 3.925
Largest stream flow has longer or shorter time of concentration
Qp = 5.890 + sum of
Qa Tb/Ta
0.411 * 0.928 = 0.382
Qp = 6.272
Total of 2 streams to confluence:
Flow rates before confluence point:
0.411 5.890
Area of streams before confluence:
0.130 2.061
Results of confluence:
Total flow rate = 6.272(CFS)
Time of concentration = 8.047 min.
Effective stream area after confluence = 2.191(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 4.000 to Point/Station 5.000
**** INITIAL AREA EVALUATION ****
______________________________________________________________________
Initial area flow distance = 280.000(Ft.)
Top (of initial area) elevation = 1234.000(Ft.)
Bottom (of initial area) elevation = 1211.000(Ft.)
Difference in elevation = 23.000(Ft.)
Slope = 0.08214 s(percent)= 8.21
TC = k(0.530)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 8.322 min.
Rainfall intensity = 3.853(In/Hr) for a 100.0 year storm
UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0.841
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 3) = 83.20
Pervious area fraction = 1.000; Impervious fraction = 0.000
Initial subarea runoff = 1.118(CFS)
Total initial stream area = 0.345(Ac.)
Pervious area fraction = 1.000
End of computations, total study area = 2.54 (Ac.)
The following figures may
be used for a unit hydrograph study of the same area.
Area averaged pervious area fraction(Ap) = 0.837
Area averaged RI index number = 38.6
Riverside County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2018 Version 9.0
Rational Hydrology Study Date: 11/08/24 File:p010.out
------------------------------------------------------------------------
43394 CALLE DE VELARDO
10 YEAR RATIONAL METHOD
PROPOSED HYDROLOGY
------------------------------------------------------------------------
********* Hydrology Study Control Information **********
English (in-lb) Units used in input data file
------------------------------------------------------------------------
Program License Serial Number 6450
------------------------------------------------------------------------
Rational Method Hydrology Program based on
Riverside County Flood Control & Water Conservation District
1978 hydrology manual
Storm event (year) = 10.00 Antecedent Moisture Condition = 2
Standard intensity-duration curves data (Plate D-4.1)
For the [ Murrieta,Tmc,Rnch CaNorco ] area used.
10 year storm 10 minute intensity = 2.360(In/Hr)
10 year storm 60 minute intensity = 0.880(In/Hr)
100 year storm 10 minute intensity = 3.480(In/Hr)
100 year storm 60 minute intensity = 1.300(In/Hr)
Storm event year = 10.0
Calculated rainfall intensity data:
1 hour intensity = 0.880(In/Hr)
Slope of intensity duration curve = 0.5500
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1.000 to Point/Station 3.000
**** INITIAL AREA EVALUATION ****
______________________________________________________________________
Initial area flow distance = 390.000(Ft.)
Top (of initial area) elevation = 1267.180(Ft.)
Bottom (of initial area) elevation = 1216.660(Ft.)
Difference in elevation = 50.520(Ft.)
Slope = 0.12954 s(percent)= 12.95
TC = k(0.530)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 8.674 min.
Rainfall intensity = 2.549(In/Hr) for a 10.0 year storm
UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0.716
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 67.00
Pervious area fraction = 1.000; Impervious fraction = 0.000
Initial subarea runoff = 0.237(CFS)
Total initial stream area = 0.130(Ac.)
Pervious area fraction = 1.000
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1.000 to Point/Station 3.000
**** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 0.130(Ac.)
Runoff from this stream = 0.237(CFS)
Time of concentration = 8.67 min.
Rainfall intensity = 2.549(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 2.000 to Point/Station 3.000
**** INITIAL AREA EVALUATION ****
______________________________________________________________________
Initial area flow distance = 560.000(Ft.)
Top (of initial area) elevation = 1265.000(Ft.)
Bottom (of initial area) elevation = 1216.660(Ft.)
Difference in elevation = 48.340(Ft.)
Slope = 0.08632 s(percent)= 8.63
TC = k(0.480)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 9.847 min.
Rainfall intensity = 2.378(In/Hr) for a 10.0 year storm
SINGLE FAMILY (1 Acre Lot)
Runoff Coefficient = 0.509
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 32.00
Pervious area fraction = 0.800; Impervious fraction = 0.200
Initial subarea runoff = 2.492(CFS)
Total initial stream area = 2.061(Ac.)
Pervious area fraction = 0.800
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 2.000 to Point/Station 3.000
**** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 2.061(Ac.)
Runoff from this stream = 2.492(CFS)
Time of concentration = 9.85 min.
Rainfall intensity = 2.378(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 0.237 8.67 2.549
2 2.492 9.85 2.378
Largest stream flow has longer time of concentration
Qp = 2.492 + sum of
Qb Ia/Ib
0.237 * 0.933 = 0.221
Qp = 2.713
Total of 2 streams to confluence:
Flow rates before confluence point:
0.237 2.492
Area of streams before confluence:
0.130 2.061
Results of confluence:
Total flow rate = 2.713(CFS)
Time of concentration = 9.847 min.
Effective stream area after confluence = 2.191(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 4.000 to Point/Station 5.000
**** INITIAL AREA EVALUATION ****
______________________________________________________________________
Initial area flow distance = 280.000(Ft.)
Top (of initial area) elevation = 1234.000(Ft.)
Bottom (of initial area) elevation = 1211.000(Ft.)
Difference in elevation = 23.000(Ft.)
Slope = 0.08214 s(percent)= 8.21
TC = k(0.530)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 8.322 min.
Rainfall intensity = 2.608(In/Hr) for a 10.0 year storm
UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0.719
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 67.00
Pervious area fraction = 1.000; Impervious fraction = 0.000
Initial subarea runoff = 0.647(CFS)
Total initial stream area = 0.345(Ac.)
Pervious area fraction = 1.000
End of computations, total study area = 2.54 (Ac.)
The following figures may
be used for a unit hydrograph study of the same area.
Area averaged pervious area fraction(Ap) = 0.837
Area averaged RI index number = 38.6
Riverside County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2018 Version 9.0
Rational Hydrology Study Date: 11/08/24 File:p100.out
------------------------------------------------------------------------
43394 CALLE DE VELARDO
100 YEAR RATIONAL METHOD
PROPOSED HYDROLOGY
------------------------------------------------------------------------
********* Hydrology Study Control Information **********
English (in-lb) Units used in input data file
------------------------------------------------------------------------
Program License Serial Number 6450
------------------------------------------------------------------------
Rational Method Hydrology Program based on
Riverside County Flood Control & Water Conservation District
1978 hydrology manual
Storm event (year) = 100.00 Antecedent Moisture Condition = 3
Standard intensity-duration curves data (Plate D-4.1)
For the [ Murrieta,Tmc,Rnch CaNorco ] area used.
10 year storm 10 minute intensity = 2.360(In/Hr)
10 year storm 60 minute intensity = 0.880(In/Hr)
100 year storm 10 minute intensity = 3.480(In/Hr)
100 year storm 60 minute intensity = 1.300(In/Hr)
Storm event year = 100.0
Calculated rainfall intensity data:
1 hour intensity = 1.300(In/Hr)
Slope of intensity duration curve = 0.5500
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1.000 to Point/Station 3.000
**** INITIAL AREA EVALUATION ****
______________________________________________________________________
Initial area flow distance = 390.000(Ft.)
Top (of initial area) elevation = 1267.180(Ft.)
Bottom (of initial area) elevation = 1216.660(Ft.)
Difference in elevation = 50.520(Ft.)
Slope = 0.12954 s(percent)= 12.95
TC = k(0.530)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 8.674 min.
Rainfall intensity = 3.766(In/Hr) for a 100.0 year storm
UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0.840
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 3) = 83.20
Pervious area fraction = 1.000; Impervious fraction = 0.000
Initial subarea runoff = 0.411(CFS)
Total initial stream area = 0.130(Ac.)
Pervious area fraction = 1.000
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1.000 to Point/Station 3.000
**** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 0.130(Ac.)
Runoff from this stream = 0.411(CFS)
Time of concentration = 8.67 min.
Rainfall intensity = 3.766(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 2.000 to Point/Station 3.000
**** INITIAL AREA EVALUATION ****
______________________________________________________________________
Initial area flow distance = 560.000(Ft.)
Top (of initial area) elevation = 1265.000(Ft.)
Bottom (of initial area) elevation = 1216.660(Ft.)
Difference in elevation = 48.340(Ft.)
Slope = 0.08632 s(percent)= 8.63
TC = k(0.480)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 9.847 min.
Rainfall intensity = 3.512(In/Hr) for a 100.0 year storm
SINGLE FAMILY (1 Acre Lot)
Runoff Coefficient = 0.713
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 3) = 52.00
Pervious area fraction = 0.800; Impervious fraction = 0.200
Initial subarea runoff = 5.163(CFS)
Total initial stream area = 2.061(Ac.)
Pervious area fraction = 0.800
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 2.000 to Point/Station 3.000
**** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 2.061(Ac.)
Runoff from this stream = 5.163(CFS)
Time of concentration = 9.85 min.
Rainfall intensity = 3.512(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 0.411 8.67 3.766
2 5.163 9.85 3.512
Largest stream flow has longer time of concentration
Qp = 5.163 + sum of
Qb Ia/Ib
0.411 * 0.933 = 0.384
Qp = 5.546
Total of 2 streams to confluence:
Flow rates before confluence point:
0.411 5.163
Area of streams before confluence:
0.130 2.061
Results of confluence:
Total flow rate = 5.546(CFS)
Time of concentration = 9.847 min.
Effective stream area after confluence = 2.191(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 4.000 to Point/Station 5.000
**** INITIAL AREA EVALUATION ****
______________________________________________________________________
Initial area flow distance = 280.000(Ft.)
Top (of initial area) elevation = 1234.000(Ft.)
Bottom (of initial area) elevation = 1211.000(Ft.)
Difference in elevation = 23.000(Ft.)
Slope = 0.08214 s(percent)= 8.21
TC = k(0.530)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 8.322 min.
Rainfall intensity = 3.853(In/Hr) for a 100.0 year storm
UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0.841
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 3) = 83.20
Pervious area fraction = 1.000; Impervious fraction = 0.000
Initial subarea runoff = 1.118(CFS)
Total initial stream area = 0.345(Ac.)
Pervious area fraction = 1.000
End of computations, total study area = 2.54 (Ac.)
The following figures may
be used for a unit hydrograph study of the same area.
Area averaged pervious area fraction(Ap) = 0.837
Area averaged RI index number = 38.6
43394 Calle De Velardo
Hydrology Study
Temecula, CA
by W.H. Engineering Group
HYDROLOGY MAPS
FLOW PATH
400 FT
ΔH = 48.34 FT
DMA-E3
0.345 ACRE
Q10 = 0.647 CFS
Q100 = 1.118 CFS
DMA-E1
0.130 ACRE
Q10 = 0.237 CFS
Q100 = 0.411 CFS
FLOW PATH
390 FT
ΔH = 50.52 FT
FLOW PATH
280 FT
ΔH = 23 FT
NODE 1
1267.18
FL
NODE 2
1265.00
FL
1216.66
FL
NODE 3
1211.00
FL
NODE 5
1234.00
FL
NODE 4
DMA-E2
2.061 ACRE
Q10 = 2.894 CFS
Q100 = 5.890 CFS
EXISTING HYDROLOGY MAP
SCALE 1"-20'
SCALE 1"=20'
4020010203040
CITY OF TEMECULA
TWO WORKING DAYS BEFORE YOU DIG
UNDERGROUND SERVICE ALERT
1-800-422-4133CALL TOLL FREE
E
EXP. 3/31/25
NO. C 83487
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C83487 EXP. 3/31/2025
1237
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1234
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1232 1231
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3
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1229
1228
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1231
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123
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SUB SUB SUB SUB SUB SUB SUB SUB SUB SUB SUB SUB SUB SUB SUB SUB SUB SUB SUB SUB SUB SUB SUB SUB SUB SUB
SU
B
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SU
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SU
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SU
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B
1237
1239.00
FL
1216.72FL
DMA-P2
2.061 ACRE
Q10 = 2.492 CFS
Q100 = 5.163 CFS
DMA-P3
0.345 ACRE
Q10 = 0.647 CFS
Q100 = 1.118 CFS
DMA-P1
0.130 ACRE
Q10 = 0.237 CFS
Q100 = 0.411 CFS
FLOW PATH
560 FT
ΔH = 48.34 FT
FLOW PATH
390 FT
ΔH = 50.52 FT
FLOW PATH
280 FT
ΔH = 23 FT
NODE 1
1267.18
FL
NODE 2
1265.00
FL
1216.66
FL
NODE 3
1211.00
FL
NODE 5
1234.00
FL
NODE 4
PROPOSED HYDROLOGY MAP
SCALE 1"-20'
SCALE 1"=20'
4020010203040
CITY OF TEMECULA
TWO WORKING DAYS BEFORE YOU DIG
UNDERGROUND SERVICE ALERT
1-800-422-4133CALL TOLL FREE
E
EXP. 3/31/25
NO. C 83487
A
CI IV
FET
O C
T
S
A L A
O R N I
R
IL F
S
I LINWA
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CH
OPDR F E
RE E
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AM
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N GTSIGE
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11/8/2024
WAI LIN MAUNG CHEN
C83487 EXP. 3/31/2025