HomeMy WebLinkAboutCDP 02-24; St Claire Residence; Hydrology and Hydraulic Report; 2003-08-08HYDROLOGY AND HYDRAULIC REPORT
PARCEL! OF PM 10178
APN 206-192-38
CARLSBAD, CA
PREPARED FOR:
ADAMS STREET SFR
DATE: 6/1/03
REVISED: 8/8/03
PREPARED BY:
PASCO ENGINEERING, INC.
535 NORTH HWY. 101, SUITE A
SOLANABEACH, CA. 92075
WAYNE A. PASCO, RCE 29577
TABLE OF CONTENTS
A. INTRODUCTION... 1
B. DISSCUSION 1
C. CONCLUSION 1
D. 10 YEAR STORM HYDROLOGY CALCULATIONS 2-7
E. 100 YEAR STORM HYDROLOGY CALCULATIONS 8-13
F. DITCH CAPACITY CALCULATIONS 14-18
G. EXISTING DRIVEWAY CURB AND GUTTER CAPACITY 1:9-21
H. HYDROLOGY WORKSHEETS AND DATA 22-31
I. HYDROLOGY NODE MAP 32-36
A. INTRODUCTION
The purpose ofthis report is to provide 100 year storm hydrology calculations for a
proposed single family residence. Also included are capacity calculations for a drainage
ditch and existing driveway curb and gutter as shown on the grading plan. The 0.64 acre
site is physically located at 4588 Adams Street in Carlsbad, CA. It is geographically
located at 33°08'51" North Latitude and 117°19'31" West Longitude.
Based on the hydrologic data contained within this report, a system can be constructed to
adequately intercept, contain and convey Qioo to the discharge points noted on the
Hydrology Map.
B. DISCUSSION
Runoff resulting from 10 year frequency storms using 6 hour and 24 hour precipitation
amounts under post development and pre development conditions are the same.
The runoff for both conditions is approximately 1.9 cfs. Although post development
conditions propose more impervious surfaces, a longer time of concentration for the post
development runoff decreases the peak flow rate and maintains pre development
conditions.
Based on the USCS Soil Maps the hydrologic soil classification for the site was
determined to be type "D". The methodology used herein to detemiine Qioo is rational
method. The program utilized is by Advanced Engineering Software (AES). Please refer
to Section D for Qioo calculations and other hydrology references. Section contains
hydraulic calculations and the Hydrology Map can be found in Section.
C. CONCLUSION
Based on the calculations contained in this report it is the professional opinion of Pasco
Engineering that a system can be constructed to adequately intercept, contain and convey
Qioo to the discharge points noted on the Hydrology Map.
D. 10 YEAR STORM HYDROLOGY CALCULATIONS
************************************************************************
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT
2001,1985,1981 HYDROLOGY MANUAL
(c) Copyright 1982-2002 Advanced Engineering Software (aes)
Ver. 1.5A Release Date: 01/01/2002 License ID 1452
Analysis prepared by:
Pasco Engineering, Inc.
535 N. Hwy. 101, Suite A
Solana Beach, CA 92075
Ph. 858-259-8212 Fax: 858-259-4812
************************** DESCRIPTION OF STUDY **************************
* 10 YEAR RUNOFF CALCULATIONS
* APN 206-192-38 *
* PRE DEVELOPMENT CALCULATION * **************************************************************************
FILE NAME: 975S.DAT
TIME/DATE OF STUDY: 09:55 08/08/2003
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
1985 SAN DIEGO MANUAL CRITERIA
USER SPECIFIED STORM EVENT(YEAR) = 10.00
6-HOUR DURATION PRECIPITATION (INCHES) = 1.600
SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE =0.95
SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD
NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED
*USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL*
HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING
WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR
NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n)
1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150
GLOBAL STREET FLOW-DEPTH CONSTRAINTS:
1. Relative Flow-Depth = 0.00 FEET
as (Maximuin Allowable Street Flow Depth) - (Top-of-Curb)
2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
****** **********************************************************************
FLOW PROCESS FROM NODE 4.00 TO NODE 3.00 IS CODE = 21
>»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 87
NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION (APPENDIX X-A)
WITH 10-MINUTES ADDED = 11.00(MINUTES)
INITIAL SUBAREA FLOW-LENGTH = 315.00
UPSTREAM ELEVATION = 165.00
DOWNSTREAM ELEVATION = 60.00
ELEVATION DIFFERENCE = 105.00
NATURAL WATERSHED TIME OF CONCENTRATION = 11.00
10 YEAR RAINFALL INTENSITY(INCH/HOUR) =2.535
SUBAREA RUNOFF(CFS) = 0.66
TOTAL AREA (ACRES) = 0.58 TOTAL RUNOFF (CFS) = 0.66
* * * * * ***********************************************************************
FLOW PROCESS FROM NODE 2.00 TO NODE 1.00 IS CODE = 21
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 87
NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION (APPENDIX X-A)
WITH 10-MINUTES ADDED = 11.26(MINUTES)
INITIAL SUBAREA FLOW-LENGTH = 385.00
UPSTREAM ELEVATION = 166.00
DOWNSTREAM ELEVATION = 60.00
ELEVATION DIFFERENCE = 106.00
NATURAL WATERSHED TIME OF CONCENTRATION = 11.26
10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.498
SUBAREA RUNOFF(CFS) = 1.23
TOTAL AREA (ACRES) = 1.09 TOTAL RUNOFF (CFS) = 1.23
END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 1.09 TC(MIN.) = 11.26
PEAK FLOW RATE(CFS) = 1.23
END OF RATIONAL METHOD ANALYSIS
****************************************************************************
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT
2001,1985,1981 HYDROLOGY MANUAL
(c) Copyright 1982-2002 Advanced Engineering Software (aes)
Ver. 1.5A Release Date: 01/01/2002 License ID 1452
Analysis prepared by:
Pasco Engineering, Inc.
535 N. Hwy. 101, Suite A
Solana Beach, CA 92075
Ph. 858-259-8212 Fax: 858-259-4812
************************** DESCRIPTION OF STUDY **************************
* 10 YEAR RUNOFF CALCULATIONS *
* APN 206-192-38
* POST DEVELOPMENT CALCULATION **************************************************************************
FILE NAME: 975S.DAT
TIME/DATE OF STUDY: 10:44 08/08/2003
*
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
1985 SAN DIEGO MANUAL CRITERIA
USER SPECIFIED STORM EVENT(YEAR) = 10.00
6-HOUR DURATION PRECIPITATION (INCHES) = 1.600
SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE =0.95
SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD
NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED
*USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL*
HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING
WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR
NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n)
1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150
GLOBAL STREET FLOW-DEPTH CONSTRAINTS:
1. Relative Flow-Depth = 0.00 FEET
as (Maximuin Allowable Street Flow Depth) - (Top-of-Curb)
2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
****************************************************************************
FLOW PROCESS FROM NODE 5.00 TO NODE 4.00 IS CODE = 21
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
*USER SPECIFIED(SUBAREA):
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4500
S.C.S. CURVE NUMBER (AMC II) = 0
NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION (APPENDIX X-A)
WITH 10-MINUTES ADDED = 11. 26(MINUTES)
INITIAL SUBAREA FLOW-LENGTH =' 385.00
UPSTREAM ELEVATION = 165.00
DOWNSTREAM ELEVATION = 60.00
ELEVATION DIFFERENCE = 105.00
NATURAL WATERSHED TIME OF CONCENTRATION = 11.26
10 YEAR RAINFALL INTENSITY(INCH/HOUR) =2.497
SUBAREA RUNOFF(CFS) = 0.63
TOTAL AREA (ACRES) = 0.56 TOTAL RUNOFF (CFS) = 0.63
****************************************************************************
FLOW PROCESS FROM NODE 3.00 TO NODE 2.00 IS CODE = ^21
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
*USER SPECIFIED(SUBAREA):
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4500
S.C.S. CURVE NUMBER (AMC II) = 0
NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION (APPENDIX X-A)
WITH 10-MINUTES ADDED = 11,41(MINUTES)
INITIAL SUBAREA FLOW-LENGTH = 435.00
UPSTREAM ELEVATION = 166.00
DOWNSTREAM ELEVATION = 52.00
ELEVATION DIFFERENCE = 114.00
NATURAL WATERSHED TIME OF CONCENTRATION = 11.41
10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.476
SUBAREA RUNOFF(CFS) = 1.00
TOTAL AREA (ACRES) = 0.90 TOTAL RUNOFF (CFS) = 1.00
****************************************************************************
FLOW PROCESS FROM NODE 2.10 TO NODE 2.00 IS CODE = 81
»>»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.476
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 88
SUBAREA AREA (ACRES) = 0.21 SUBAREA RUNOFF (CFS) = 0.29
TOTAL AREA (ACRES) = 1.11 TOTAL RUNOFF (CFS) = 1.29
TC(MIN) = 11.41
****************************************************************************
FLOW PROCESS FROM NODE 2.00 TO NODE 1.00 IS CODE = 61
»»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««<
»»>(STANDARD CURB SECTION USED)««<
UPSTREAM ELEVATION (FEET) = 52.00 DOWNSTREAM ELEVATION (FEET) = 30.00
STREET LENGTH(FEET) = 110.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 14.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK (FEET) = 9.00
INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130
Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.33
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.16
HALFSTREET FLOOD WIDTH(FEET) = 1.50
AVERAGE FLOW VELOCITY(FEET/SEC.) = 9.73
PRODUCT OF DEPTHiVELOCITY(FT*FT/SEC. ) = 1.52
STREET FLOW TRAVEL TIME (MIN.) = 0.19 Tc(MIN.) = 11.60
10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.450
*USER SPECIFIED(SUBAREA):
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .9000
S.C.S. CURVE NUMBER (AMC II) = 88
SUBAREA AREA (ACRES) = 0.04 SUBAREA RUNOFF (CFS) = 0.09
TOTAL AREA (ACRES) = 1.15 PEAK FLOW RATE (CFS) = 1.38
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) =0.16 HALFSTREET FLOOD WIDTH(FEET) = 1.86
FLOW VELOCITY(FEET/SEC.) = 9.03 DEPTH*VELOCITY(FT*FT/SEC.) = 1.47
LONGEST FLOWPATH FROM NODE 3.00 TO NODE 1.00 = 545.00 FEET.
END OF STUDY SUMMARY:
TOTAL AREA(ACRES)
PEAK FLOW RATE(CFS)
1.15 TC(MIN.) =
1.38
11.60
— —
END OF RATIONAL METHOD ANALYSIS
100 YEAR STORM HYDROLOGY CALCULATIONS
****************************************************************************
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT
2001,1985,1981 HYDROLOGY MANUAL
(c) Copyright 1982-2002 Advanced Engineering Software (aes)
Ver. 1.5A Release Date: 01/01/2002 License ID 1452
Analysis prepared by:
Pasco Engineering, Inc.
535 N. Hwy. 101, Suite A
Solana Beach, CA 92075
Ph. 858-259-8212 Fax: 858-259-4812
************************** DESCRIPTION OF STUDY **************************
* 100 YEAR RUNOFF CALCULATIONS *
* APN 206-192-38 *
* PRE DEVELOPMENT CALCULATION * **************************************************************************
FILE NAME: 975S.DAT
TIME/DATE OF STUDY: 09:54 08/08/2003
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
1985 SAN DIEGO MANUAL CRITERIA
USER SPECIFIED STORM EVENT(YEAR) = 100.00
6-HOUR DURATION PRECIPITATION (INCHES) = 2.500
SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE =0.95
SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD
NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED
*USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL*
HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING
WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR
NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n)
1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150
GLOBAL STREET FLOW-DEPTH CONSTRAINTS:
1. Relative Flow-Depth = 0.00 FEET
as (Maximum Allowable Street Flow Depth) - (Top-of-Curb)
2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
****************************************************************************
FLOW PROCESS FROM NODE 4.00 TO NODE 3.00 IS CODE = 21
>»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 87
NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION (APPENDIX X-A)
WITH 10-MINUTES ADDED = 11.00(MINUTES)
INITIAL SUBAREA FLOW-LENGTH = 315.00
UPSTREAM ELEVATION = 165.00
DOWNSTREAM ELEVATION = 60.00
ELEVATION DIFFERENCE = 105.00
NATURAL WATERSHED TIME OF CONCENTRATION = 11.00
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.961
SUBAREA RUNOFF(CFS) = 1.03
TOTAL AREA (ACRES) = 0.58 TOTAL RUNOFF (CFS) = 1.03
,***************************************************************************
FLOW PROCESS FROM NODE 2.00 TO NODE 1.00 IS CODE = 21
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 87
NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION (APPENDIX X-A)
WITH 10-MINUTES ADDED = 11.26(MINUTES)
INITIAL SUBAREA FLOW-LENGTH = 385.00
UPSTREAM ELEVATION = 166.00
DOWNSTREAM ELEVATION = 60.00
ELEVATION DIFFERENCE =106.00 :
NATURAL WATERSHED TIME OF CONCENTRATION = 11,26
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.903
SUBAREA RUNOFF(CFS) = 1.91
TOTAL AREA(ACRES) = 1.09 TOTAL RUNOFF(CFS) = 1.91
END OF STUDY SUMMARY:
TOTAL AREA (ACRES) = 1.09 TC(MIN.) = 11.26
PEAK FLOW RATE(CFS) =1.91
END OF RATIONAL METHOD ANALYSIS
****************************************************************************
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT
2001,1985,1981 HYDROLOGY MANUAL
(c) Copyright 1982-2002 Advanced Engineering Software (aes)
Ver. 1.5A Release Date: 01/01/2002 License ID 1452
Analysis prepared by:
Pasco Engineering, Inc.
535 N. Hwy. 101, Suite A
Solana Beach, CA 92075
Ph. 858-259-8212 Fax: 858-259-4812
************************** DESCRIPTION OF STUDY **************************
* 100 YEAR RUNOFF CALCULATIONS
* APN 206-192-38
* POST DEVELOPMENT CALCULATION *
**************************************************************************
FILE NAME: 975S.DAT
TIME/DATE OF STUDY: 10:37 08/08/2003
*
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
1985 SAN DIEGO MANUAL CRITERIA
USER SPECIFIED STORM EVENT(YEAR) = 100.00
6-HOUR DURATION PRECIPITATION (INCHES) = 2.500
SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00
SPECIFIED PERCENT OF GRADIENTS (DECIMAL) TO USE FOR FRICTION SLOPE = 0.95
SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD
NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED
*USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL*
HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING
WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR
NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) ^
1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150
GLOBAL STREET FLOW-DEPTH CONSTRAINTS:
1. Relative Flow-Depth = 0.00 FEET
as (Maximum Allowable Street Flow Depth) - (Top-of-Curb)
2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
****************************************************************************
•FLOW PROCESS FROM NODE 5.00 TO NODE 4.00 IS CODE = 21
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
*USER SPECIFIED(SUBAREA):
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4500
S.C.S. CURVE NUMBER (AMC II) = 0
NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION (APPENDIX X-A)
WITH 10-MINUTES ADDED = 11.26(MINUTES)
INITIAL SUBAREA FLOW-LENGTH = 385.00
UPSTREAM ELEVATION = 165.00
DOWNSTREAM ELEVATION = 60.00
ELEVATION DIFFERENCE = 105.00
NATURAL WATERSHED TIME OF CONCENTRATION = 11.26
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.902
SUBAREA RUNOFF(CFS) = 0.98
TOTAL AREA (ACRES) = 0.56 TOTAL RUNOFF (CFS) = 0.98
****************************************************************************
FLOW PROCESS FROM NODE 3.00 TO NODE 2.00 IS CODE = 21
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<««
*USER SPECIFIED(SUBAREA):
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4500
S.C.S. CURVE NUMBER (AMC II) = 0
NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION (APPENDIX X-A)
WITH 10-MINUTES ADDED = 11.41(MINUTES)
INITIAL SUBAREA FLOW-LENGTH = 435.00
UPSTREAM ELEVATION = 166.00
DOWNSTREAM ELEVATION = 52.00
ELEVATION DIFFERENCE = 114.00
NATURAL WATERSHED TIME OF CONCENTRATION = 11.41
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.869
SUBAREA RUNOFF(CFS) = 1.57
TOTAL AREA(ACRES) = 0.90 TOTAL RUNOFF(CFS) = 1.57
****************************************************************************
FLOW PROCESS FROM NODE 2.10 TO NODE 2.00 IS CODE = 81
»>»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.869
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = ,5500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 88
SUBAREA AREA (ACRES) = 0.21 SUBAREA RUNOFF (CFS) = 0.45
TOTAL AREA (ACRES) = 1.11 TOTAL RUNOFF (CFS) = 2.01
TC(MIN) =11.41
****************************************************************************
FLOW PROCESS FROM NODE 2.00 TO NODE 1.00 IS CODE = 61
»»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««<
»»>( STANDARD CURB SECTION USED) ««<
UPSTREAM ELEVATION(FEET) = 52.00 DOWNSTREAM ELEVATION(FEET) = 30.00
STREET LENGTH(FEET) = 110.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 14.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK (FEET) = 9.00
INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130
Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.08
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.20
HALFSTREET FLOOD WIDTH(FEET) = 3.66
AVERAGE FLOW VELOCITY(FEET/SEC.) = 8.26
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.65
STREET FLOW TRAVEL TIME(MIN.) = 0.22 Tc{MIN.) = 11.63
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.822
*USER SPECIFIED(SUBAREA):
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .9000
S.C.S. CURVE NUMBER (AMC II) = 88
SUBAREA AREA(ACRES) = 0.04 SUBAREA RUNOFF(CFS) = 0.14
TOTAL AREA(ACRES) = 1.15 PEAK FLOW RATE(CFS) = 2.15
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.20 HALFSTREET FLOOD WIDTH(FEET) = 3.77
FLOW VELOCITY(FEET/SEC.) = 8.27 DEPTH*VELOCITY(FT*FT/SEC.) = 1.67
LONGEST FLOWPATH FROM NODE 3.00 TO NODE 1.00 = 545.00 FEET,
END OF STUDY SUMMARY:
TOTAL AREA (ACRES) = 1.15 TC(MIN.) = 11.63
PEAK FLOW RATE(CFS) = 2.15
END OF RATIONAL METHOD ANALYSIS
I?)
F. DITCH CAPACITY CALCULATIONS
J4
D-75 Concrete Brow Ditch Capacity
Worksheet for Triangular Channel
Project Description
Project File c:\haestad\academic\fmw\975south.fm2
Worksheet D-75 Concrete Brow Ditch
Flow Element Triangular Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coefficient 0.013
Channel Slope 10.0000 %
Left Side Slope 2.000000 H : V
Right Side Slope 2.000000 H : V
Discharge 1.57 cfs
Results
Depth 0.29 ft
Fiow Area 0.17 ft^
Wetted Perimeter 1.30 ft
Top Width 1.16 ft
Critical Depth 0.52 ft
Critical Slope 0.004475 ft/ft
Velocity 9.28 ft/s
Velocity Head 1.34 ft
Specific Energy 1.63 ft
Froude Number 4.29
Flow is supercritical.
08/08/03
02:01:54 PM
Academic Edition
Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666
FlowMaster v5.17
Page 1 of 1
i5L
D-75 Concrete Brow Ditch Capadty
Cross Section for Triangular Channel
Project Description
Project File c.\haestad\academic\fmw\975south.fm2
Worksheet D-75 Concrete Brow Ditch
Flow Element Triangular Channel
Method Manning's Formula
Solve For Channel Deptti
Section Data
Mannings Coefficient
Channel Slope
Depth
Left Side Slope
Right Side Slope
Discharge
0.013
10.0000 %
0.29 ft
2.000000 H:
2.000000 H :
1.57 cfs
0.29 ft
H 1
NTS
08/08/03
02:02:11 PM Haestad Methods, Inc.
Academic Edition
37 Brookside Road VWaterbury, CT 06708 (203) 755-1666
FlowMaster v5.17
Page 1 of 1
Earthen Swale offsite
Worksheet for Triangular Channel
Project Description
Project File c:\haestad\academic\fmw\975soutii.fm2
Worksheet Earthen Swale
Flow Element Triangular Channel
Mettiod Manning's Formula
Solve For Channel Deptti
Input Data
Mannings Coefficient
Channel Slope
Left Side Slope
Right Side Slope
Discharge
0.030
lO.OOOC
3.000000 H : V
3.000000 H : V
0.98 cfs
Results
Deptii 0.28 ft
Flow Area 0.24 ft=
Wetted Perimeter 1.79 ft
Top Widtti 1.69 ft
Critical Deptti 0.37 ft
Critical Slope 0.024766 ft/ft
Velocity 4.10 ft/s
Velocity Head 0.26 ft
Specific Energy 0.54 ft
Froude Number 1.92
Flow is supercritical.
08/08/03
02:02:40 PM
Academic Edition
Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666
FlowMaster v5.17
Page 1 of 1
17
Earthen Swale offsite
Cross Section for Triangular Channel
Project Description
Project File c:\haestad\academic\fmw\975south.fm2
Worksheet Earthen Swale
Flow Element Triangular Channel
Mettiod Manning's Formula
Solve For Channel Deptti
Section Data
Mannings Coefficient
Channel Slope
Deptii
Left Side Slope
Right Side Slope
Discharge
0.030
10.0000 %
0.28 ft
3.000000 H : V
3.000000 H : V
0.98 cfs
0.28 ft
H 1
NTS
08/08/03
02:02:47 PM
Academic Edition
Haestad Methods, Inc. 37 Brookside Road Waterbury. CT 06708 (203)755-1666
FkjwMaster v5.17
Page 1 of 1
G. EXISTING DRIVEWAY CURB AND GUTTER CAPACITY
Existing Driveway Curb/Gutter Capacity
Worksheet for Trapezoidal Channel
Project Description
Project File c:\haestad\academic\fmw\975soutti.fm2
Worksheet Existing Driveway Gutter Capacity
Flow Element Trapezoidal Channel
Mettiod Manning's Formula
Solve For Channel Deptti
Input Data
Mannings Coefficient
Channel Slope
Left Side Slope
Right Side Slope
Bottom Widtii
Discharge
0.013
25.0000 %
0.340000 H :
50.000000 H :
0.00 ft
2.15 cfs
Results
Deptti 0.10 ft
Flow Area 0.27 ft^
Wetted Perimeter 5.31 ft
Top Widtti 5.24 ft
Critical Deptii 0.21 ft
Critical Slope 0.005284 ft/ft
Velocity 7.89 ft/s
Velocity Head 0.97 ft
Specific Energy 1.07 ft
Froude Number 6.10
Flow is supercritical.
08/08/03
02:04:14 PM Haestad Methods, Inc.
Academic Edition
37 Brookside Road Waterbury, CT 06708 (203) 755-1666
FlowMaster v5.17
Page 1 of 1
7.0
Existing Driveway Curb/Gutter Capacity
Cross Section for Trapezoidal Channel
Project Description
Project File c:\haestad\academic\fmw\975soutti.fm2
Worksheet Existing Driveway Gutter Capacity
Flow Element Trapezoidal Channel
Mettiod Manning's Formula
Solve For Channel Deptti
Section Data
Mannings Coefficient
Channel Slope
Deptti
Left Side Slope
Right Side Slope
Bottom Widtti
Discharge
0.013
25.0000 %
0.10 ft
0.340000 H :
50.000000 H :
0.00 ft
2.15 cfs
0.00 ft
08/08/03
02:04:19 PM
Academk: Edition
Haestad Methods. Inc. 37 Brookside Road Waterbury, CT 06708 (203)755-1666
FkJwMaster v5.17
Page 1 of 1
H. HYDROLOGY WORKSHEETS AND DATA
5 6 7 B !M0 20 30 40 50 1
Minutes
Duration
•)
Directions for Application:
(1) From procipilation maps dclormine G hr and 24 hr aniounls
lor the selecled frequency. These maps are included in lhe
Cainty HydroloQy Manual (10.50, and 100 yr maps induded
in llio Dosign anil Pr<Mx;(liirfi Mnmial).
(2) Adjust C hr picuipildlioii (il nocossaiy) so (hal It is witiiin
Ihe rango of 45% lo 65% of lhe 24 hr precipitation (nol
appli(.:i|)l<! lo no^'.l!ll).
(3) t'lot C Iir prucipitalioii uu Iliu liijlil sitii; nl llic uliait.
(4) Draw a line Ihrough the point parallel lo the plotted liiius.
(5) This lino is Iho intcnsily-diiratioii curve for tho location
boing analyzed.
Application Form:
(a) Selecled frequency _L^_... year 10
(b) PQ = in.. P24 = 3_._0_ .p
24
3 _ = in.. P2
(c) Adjusted Pg'^' = in.
(d) tjj = min.
(e) I = in./hr.
Note: This chart replaces Iho Intensily-Duration-Frequency
curves used since 1965.
P6
Duiallon
5
7
10
IS
30
25
30
40
50
60
90
120
150
tao
2*0
300
360
1 1.5
I
2.5
I
3.5
I
•^.yj ;:«.ie''i.2-i' 5.30_
108 'Z53'3 ;»7'4.2l"
I 30 I Ob 2 50 .T2t-
I 00 '1.62 ? 15 2 69
0.93 I.-IO' 1.87
083 h.?"!' 1 CG
0 60 '1 03 1 30
0.60 io.oo l.IO
0.ri3 io.oo' 1.00
0.41 :o.Groa2
0 34 ;0 51,068
O.JU '0.44"0.50^ 0 73
0.26 ; 0.39 0K.'!0.C5
0.22 0.33'0.43' 0.54
0 19 '0 2fli0 3Bl 0 47
0.1/ iQ.2Si 0.33 i 0 42
2.33
• 2.07
1.72
1 49
' 1 33
1.02
• 0.85
7.90 U22
6 36 -7 <12
S.O.'i' 5.90
.3.89'4.54
3 ?3"3 /7
2.no'3 27
2.49'2 90
2 07 2.41
1 7;>'2 09
1.59 1 BG
1.23' 1.43
1 02'1 19
0 88' I 03
0 78 0 91
0.6b'0.76
0.5U 0 06
0 50 0 58
4
1
4.5
1
5
1
5.5 G
1
I0!i4 11 ar> 13.1/ 14 -IU IS HI
8.48 9.54 10 60' II 66 12 72
6.M 7.50 0 42 9 2/ 10.11
5.19 5 84 6 49 /.i:i / /« 4 31 4.H5 5.19 5 93 6 46
3 73 4.20 4 07 5 13 UCO
3.32 3.73 4 15 4 50 4.90
2 76 3 10 3 45 3 79 <! 13
2 .39 2.60 ;.'oo 3 28 358
2 12 2.30 2C5 2 92 3 10
1.63 1 84 2.0-1 2.45
1 30 1 .53 1/0 1 87 204
1 IS I..12 I 4/ 1 62 1 76
1 04 1 IB 1 31 1 44 1 Ul
0.87 0.98 1.08 1.19 1.30
0 75 005 0.94 1 03 1 13
0 07 0 75 0 84 092 1 UU
Intensity-Duration Design Chart • Template
I" I {; I) R K
3-1
HiwMnl/Coiiiilv Hv"ii'»U!«ili>'lV M.iiiiiiii/Ini Dur Deslnn Clinrt FHB
INTENSITY-DURATION DESIGN CH/\RT March 1902
; iTrlTrrrnnTh
Equation:
rnliiimiiiiiiiitmir^ r
I ••
; I i i.i-i.iLi ininfrlmi
-.645 7.44 D
Intensity (In./Hr.)
6 Hr, Precipitation (In.)
15 20
Minutes
Directions for Application:
1) From precipitation riaps determine 6 hr. and
24 hr. amounts for the selected frequency.
These maps are printed in the County Hydro!oc
Manual (10, 50 and 100 yr. maps included in t
Design and Procedure Manual).
2) Adjust 6 hr. precipitation (if necessary) so
that it is within the range of 45X to 65X of
the 24 hr. precipitation. (Not applicable
to Desert)
3) Plot 6 hr. precipitation on the right side
of the chart.
4) Draw a line through the point parallel to the
plotted lines.
5) This line is the intensity-duration curve for
the location being analyzed.
Application Form:
0) Selected Frequency lOO yr.
1) Pfi = 2.5 In.. P24= A.O . *Pg = %*
2) Adjusted *Pg=
3) t^ =
4) I = _
24
In.
min.
in/hr.
*Not Applicable to Desert Region
APPENDIX XI
IV-A-14
COUNTY OF SAN DIECO
DEPARTHENT OF SANITATION 6.
FLOOD CONTROL
33'
10-YEAR 6-IIOUfi PRECIPITATIOfJ
^16- ISOPLUVIALS OF IQ-YEAR C-llSUil
PRECIPITATION IN TENTHS OF AN INCH
I > i
'td by
U.S. DEPARTMENT OF COM.MERCE
NATIONAL OCEANIC AND AljloSPIieRIC ADUlNISTRATinM
5PEC,A. SrUOIES OKASC... ornCH OF .f o„OUOOV.rrNirwlA?„HH S«V,CB
30'
)I6*
COUNTY OF SAN DIEGO
DEPARTMENT OF SANITATION S.
FLOOD CONTROL
33*
10-YEAR 24-f]QU'R PRECIPiTATIOPJ
•20-/'ISOPLUVIALS
PRECIPITATION IN
1-e
)F 10-YEAR 24-HOUR
EN'fHS OF AM Km
U.S. pEPARTMEflT OF COMMERCE
KATIO.NAL OCEANIC AND ATj.|OSI'|(KRIC ADMINISTRATION
SPCCIAL STUDIES DRANCII, OFFICE OK ijvDKOI-OQy. NATIONAL WEATHER SERVICE
30
O 116'
( )
COUf/TY OF SAN DIEGO
DEPARTMENT OF SANITATION &
FLOOD CONTROL 100-YEAR PREClP!TAT!OfJ
ISOPLUVIALS OF 100-YEAR 6-HOUR
PRECiPiTATION IN lENTHS CF AN liiCil
33
Prfpn
U.S. DEPARTMEN
SPECIAL STUDIES ORANCH, OFFICE OF II
30'.
118'
d by
OF COMMERCE
NATIONAL OCEANIC AND AT.^{0SPIIEKIC AOVJNISTRATtON
DROLOOy. NATIONAL WEATHER SERVICE
COUNTY OF SAN DIEGO
DEPARTMENT OF SANITATION 5-
FLOOD CONTROL
33'
30'
15'
lOO-YEAR 24-!IOljR PRECIPITATION
^20-^ISOPLUVIALS OF 100 -YEAR 24-HOUR
PRECIPITATION IN TENTHS OF AN INCH
Prcp»
U.S. DEPARTMEN
NATIONAL OCKAMC ANO AT:.
SPECIAL STUDIES UKA.NCIl. OFFICE OF 11
30' —
I nn 30' 11' 117' 'l'i' .10' 116"
33» 07' 30"
117° 22' 30"
-rt
I 660000 FEET R. 5 W. I R. 4 W
Soil Survey by USDA, Soil Conservation Service in cooperation
with tho Univereity of Cnlifornia ARriculturnl Experiment Station.
PhotobnHo compiled 1070 from 1007-08 aerial photography.
Control from USGS and USC & GS.
Polyconic projection. 1927 North American datum.
10,000-foot grid based on California plane coordinate
system, zone 6.
Land division comers are approximate.
(Join:
YA
ft oort 4 000 3 000 2 000 I 0()0'
1 ir
0
This map Is one ot
SA!-
TABLE 11.--INTERPRETATIONS FOR LA.ND MANAGEMENT--Continued
30 to 60 percent
to 9 percent
Holland stony fine sandy loam,
slopes.
Holland fine sandy loam, deep, 2
slopes.
Huerhuero loam, 2 to 9 percent slopes
Huerhuero loam, 5 to 9 percent slopes, eroded
Huerhuero loam, 9 to 15 percent slopes
Huerhuero loam, 9 to IS percent slopes, eroded
Huerhuero loam, IS to 30 percent slopes, eroded
Huerhuero-Urban land complex, 2 to 9 percent slopes:
Huerhuero
Urban land
Huerhuero-Urban land complex, 9 to 30 percent slopes:
Huerhuero
Urban land
Indio silt loam, 0 to 2 percent slopes •
Indio silt loam, 2 to S percent slopes •
Indio silt loam, saline, 0 to 2 percent slopes •
.ndio silt loam, dark variant-
Kitchen Creek loamy coarse sand,
slopes.
Kitchen Creek loamy coarse sand,
slopes, eroded.
La Posta loamy coarse sand, S to
eroded.
La Posta loamy coarse sand,
severely eroded.
La Posta rocky loamy coarse sand,
slopes.
La Posta rocky loamy coarse sand,
slopes, eroded.
La Posta rocky loamy coarse sand,
slopes, eroded.
La Posta-Sheephead complex, 9 to 30 percent slopes:
La Posta
Sheephead •
La Posta-Sheephead complex, 30 to 65 percent slopes:
La Posta
Sheephead
Las Flores loamy fine sand,
Las Flores loamy fine sand,
eroded.
Las Flores loamy fine sand.
Las Flores loamy fine sand,
eroded.
Las Flores loamy fine sand.
Las Flores loamy fine sand,
eroded.
Las Flores loamy fine sand, 9 to 30 percent slopes,
severely eroded.
Las Flores-Urban land complex, 2 to 9 percent slopes;
Las Flores
Urban land
5 to 9 percent
9 to 15 percent
30 percent slopes,
5 to 30 percent slopes,
5 to 30 percent
5 to 30 percent
30 to 50 percent
to 9 percent slopes--
to 9 percent slopes.
to 15 percent slopes--
to 15 percent slopes.
15
15
to
to
30
30
percent slopes--
percent slopes.
Hydro -
logic
group
Erodibility
Limitations for
conversion
from brush to
grass
c Moderate.
C Severe 16 Slight.
D Slight.
D Slight.
D Slight.
D Severe 9 Slight.
D Slight.
D
D
D
D
C Severe 16
C Severe 16
C Severe 16
C Severe 16
B Slight. 4/
B Slight. 4/
A Slight. 4/
A Severe. 4/
A Moderate. £/
A Moderate. £/
A Moderate. £/
A Moderate. 4/
C Moderate. 4/
A Moderate. £/
C Moderate. 4/
D Slight.
D Slight.
D Slight.
D Slight.
D Severe 2 Slight.
D Slight.
D Severe.
D
D
See footnotes at end of table.
35
TABLE 2
RUNOFF COEFFICIENTS (RATIONAL METHOD)
DEVELOPED AREAS (URBAN)
Coefficient, C
SoiI Group (1)
Land Use
Residential:
A B c
Single Family .40 M .50
Multi-Units .^5 .50 .60 .70
Mob?le homes .45 .50 - .55 .65
Rural (lots greater than 1/2 acre) .30 .35 .40 •
Commercial(2)
80% Impervious
.70 .75 .80 .85
Industrial(2)
90% Impervious
.80 . .85 .90 .95
NOTES:
(1) Soil Grouro maps are available at the offices of the Department of Public Works.
(2)where actual conditions deviate significantly from the tabulated impervious-
ness values of 80% or 90%, the values given for coefficient C, may be revised
by multiplying 80% or 90% by the ratio of actual imperviousness to the
tabulated imperviousness. However, in no case shall the final coefficient
be less than 0.50, For example: Consider commercial property on D soi I.-group.
Actual imperviousness = 50%
Tabulated imperviousness = 80%
Revised C = 50 ^ 0.85 = 0.53
80
IV-A-9
APPENDIX IX-B Rev,. S/81
HYDROLOGY NODE MAP
JZO.
\
\
\
-> 1
\\o5.. A (pO % o.sL .
-h - 2. 52. 2.
• • Z 5Z \ 30 ia 110 O'O^
2.1 2-< mmvcN op svBfmeQ
—». —».
•
. . .
•
•
i.
•
.'. .
•
1