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MADISON CL-L- >
(AVe nue 5-S)
Volume RIG
10 -Year, X- Year., and 100 -Year Storm
Rational Method Analysis
for
East of Madison, LLC
80 -955 Avenue 52
La Quinta, CA 92253
Prepared brJ,
MSU to n ts, Inc.
7595 Irvine Center Drive, Suite 130
Irvine, CA 92618
949.453.0111
%(haler the supervisiovc o f
Jeremy W. Patapoff, P.E.
AAte prepared.•
March 8, 2006
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TABLE OF CONTENTS
I. INTRODUCTION ......................................................... ..............................1
H. METHODOLOGY ........................................................ ............................1 -2
III. STORM WATER RUNOFF ANALYSIS ............................. ............................2 -3
IV. STORM DRAIN HYDRAULICS ....................................... ..............................3
V. BIBLIOGRAPHY ......................................................... ..............................3
TECHNICAL APPENDIX
10 -YEAR STORM ANALYSIS
20 -YEAR STORM ANALYSIS
100 -YEAR STORM ANALYSIS
WSPG OUTPUT (PER MADISON CLUB PHASE 2 - VOLUME MD)
CATCH BASIN SIZING
STREET CROSS - SECTION CAPACITY
RIVERSIDE COUNTY FLOOD CONTROL PLATES
HYDROLOGY MAP
�f
I. INTRODUCTION
The purpose of this report is to present the hydrology and hydraulic analysis for the 10 -year, 20-
year and 100 -year storm water discharge for proposed Avenue 53 and Madison Club (Tract
33076 -1 and -2) tributary areas. The project area is proposed Avenue 53 located in the City of La
Quinta, California and is bounded by Madison Club Perimeter Wall (west) and runs
approximately 1,300 feet east along Avenue 53 to Monroe Street. The proposed street and
adjacent landscape will consist of approximately 2.9 acres. This report is specific to proposed
Avenue 53 only, for additional references for the complete system analysis, reference "Hydrology
Report - Madison Club 100 -Year Storm Volume and Storage Analysis" (Volume I), "Hydrology
and Hydraulics Study for Madison Club (Golf Course Storm Drain Backbone)" (Volume II)
submitted separately.
This report is intended to accompany the "Off -Site Street Improvement Plans for Avenue 53"
plans as Volume RIG. The reference report "Hydrology Report - Madison Club 100 -Year Storm
Volume and Storage Analysis" (Volume I) was submitted with the "Mass Grading and Perimeter
Wall Plans" and addressed the necessary storage volume to retain all off -site and on -site runoff
} generated by the largest 100 -year 24 -hour event based on the Synthetic Unit Hydrograph method
for Madison Club. This report will cover catch basin sizing and street capacity only. Pipe sizing
and catch basin construction are per the Madison Club Phase 2 Storm Drain Plans.
This report is intended to provide a comprehensive analysis of Avenue 53 peak storm runoff
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volumes and how they are conveyed to retention areas (lakes) within Madison Club. Specifically,
this report will substantiate the "Off -Site Street Improvement Plans for Avenue 53" design plans,
�I which will show the local depression only.
H. METHODOLOGY
Madison Club (on -site) and its perimeter streets (off -site) are hydrologically isolated. All runoff
within the project and a portion of the perimeter streets will be stored on -site. Within the site
�I there are seven (7) lakes and two (2) low points. Although each watershed drains to a lake or low
point within the golf course, only four (4) of the seven (7) lake features serves as the project's
ultimate storage devices. Each watershed area drains by way of storm drains through the golf
course to these four (4) lakes. From these four (4) lakes the water is' discharged to on -site dry
wells. These dry wells are intended to remove water from the site over time and are not
considered part of the routing analysis. The hydrology map in the Technical Appendix shows the
delivery system in each watershed area to the adjacent lake for storage. The reports titled
"Hydrology Report - Madison Club 100 -Year Storm Volume and Storage Analysis" and
"Hydrology and Hydraulics Study for Madison Club (Golf Course Storm Drain Backbone)"
provide the analysis for the storage and routing mentioned.
In this report, watershed areas were modeled according to the Riverside County Flood Control
and Water Conservation District's (RCFC &WCD) Hydrology Manual. Sub areas were created to
represent catch basin collection areas within each watershed. A storm drain line was sized and
will be constructed in each sub -area to convey the peak 100 -year storm runoff to a storage basin
(lake). All runoff within a sub area is intended to flow towards a catch basin, enter the storm
drain pipelines to be conveyed to the respective storage basin (lake).
1
The peak storm flow discharge rates from the sub -areas were calculated with integrated grated rational
method/unit hydrograph method hydrology software available from Advanced Engineering
Software (AES), Version 2001, based on the (RCFC &WCD) Hydrology Manual. The software
was used to analyze the peak discharges generated by a 10 -year, 20 -year and a 100 -year
frequency storm. During analysis, conservative C- values were used (Approximately 0.83 -0.84)
for the rational method analysis of the landscaped and street areas. Street flow time was included,
and the times of .concentration and peak runoffs in this report are conservative based on the
assumed C- values. The soil group classified for the project area is type `B" soil. Rainfall
intensity values were developed from the slope of the intensity duration curves RCFC &WCD
Hydrology Manual figure D -4.6.
Pipe.hydraulic calculations were performed using the Water Surface Pressure Gradient (WSPG)
software. WSPG software, authorized by CIVILDESIGN Corporation, is based upon the
Manning equation for conduit and channel flow, incorporating principles of continuity and
conservation of energy. Street capacities and catch basin sizing were calculated using AES
software. Curb inlet capacities were based on the Bureau of Public Roads nomograph plots for
flow -by and sump basins.
III. STORM WATER RUNOFF ANALYSIS
Reference the Hydrology Map in the Technical Appendix for relevant analysis information for
sub - areas, catch basins and other hydrologic information for the storm water runoff analysis.
Proposed Avenue 53 has a responsibility to convey the storm water runoff between the perimeter
wall west of Ave 53 and Monroe Street on Avenue 53 into the Madison Club to a retention basin;
Lake G, within Madison Club. To analyze the proposed Avenue 53, it was divided into two (2)
main storm drain discharge systems: 6C -1, and 6C -2 (Line 13C). The catch basin within 6C -2
received a sub -area to analyze its respective flow. All storm drain pipe line sizing was estimated
1ti from AES and then confirmed with the HGL data from WSPG (Reference Madison Club Phase 2
— Volume IIID).
U1
i
1
The following table is a summary of the results of the hydrology analysis for each storm drain
line including: node number, catch basin number, tributary sub -area, tributary surface area, and
sub -area 100 -year flow (Q100)•
Table 1: 100 -Year Distribution of Flow
Catch Basin #
(Node #)
Storm Drain
Line
Tributary
Sub -Area
Tributary
Surface Area
Sub -Area
Q100
1 (3)
Line 13C
6C -1, 6C -2
2.9 Acres
3.1 CFS
TOTAL
3.1 CFS
The following table is a summary of the catch basin sizes that were determined from the 100 -year
storm water runoff estimate. Part of the criteria of the catch basin sizing was the following: flow
could not exceed right of way, must maintain one (1j operating lane of traffic in each direction,
and a flow -by catch basin would accept approximately 75% of the flow.
Table 2: Catch Basin Summary
Catch Basin #
ode #
Type
Sub -Area Qioo
Inflow
By -pass
Gutter Flow
Depth
Inlet
ength
1 3
Sump
3.1 CFS
3.1 CFS
0.0 CFS
0.40 FT
4.0 FT
TOTAL
3.1 CFS
3.1 CFS
IV. STORM DRAIN HYDRAULICS
The hydraulic analysis was performed utilizing WSPG software to establish the designed pipe
line sizes for all mainlines and laterals to convey water from each respective sub -area to the
storage basins (lakes). The WSPG software created an HGL that was capable of being placed in
the profile section of the design plans utilizing the 100 -year water surface of the storage basins
(lakes). Line 13C is part of the Madison Club Phase 2 Storm Drain System. The 100 -year HGL
was obtained from the design plans of the Madison Club Phase 2 Storm Drain, and represents the
100 -year water surface elevation for analysis. The software incorporated all manholes, junctions,
horizontal curves and vertical bends in the analysis. The output reports can be found in the
Technical Appendix for reference.
Note: All supporting documentation is located in the Technical Appendix of this report for
reference.
V. BIBLIOGRAPHY
1. Riverside County Flood Control and Water Conservation District Hydrology Manual
(April 1978).
2. Hydrology Report Madison Club 100 -Year Storm Volume and Storage Analysis
(March 29, 2005).
3. Hydrology and Hydraulics Study for Madison Club (Golf Course Storm Drain Backbone)
Volume II (July 27, 2005).
4. Hydrology and Hydraulics Study for Madison Club Phase 1; Volume IIIA (July 12,
2005).
3
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1
AVE5310.TxT
********************************************* * * * * * * * * ** * * * * * * * * * * * * * * * * * * * **
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON
RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT
(RCFC&WCD) 1978 HYDROLOGY MANUAL
(c) Copyright 1982 -2004 Advanced Engineering Software (aes)
(Rational Tabling version 6.OD)
Release Date: 01/01/2004 License ID 1566
Analysis prepared by:
RCE Consultants, Inc.
one 7enner Street, Suite 200
Irvine, CA 92618
(949) 453 -0111
* * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * **
* Madison club 10 -yr
* Ave 53, Area 6C
* 3/7/06
******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
FILE NAME: AVE5310.DAT
i -- TIME /DATE -OF STUDY: 13:59 03/07/2006
---------------------------------------------------------------
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
----------------------------------------------------------------------------
USER SPECIFIED STORM EVENT(YEAR) = 10.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95
10 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 2.830
10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.000
100-YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 4.520
100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.600
SLOPE OF 10 -YEAR INTENSITY - DURATION CURVE = 0.5805893
SLOPE OF 100 -YEAR INTENSITY - DURATION CURVE = 0.5796024"
COMPUTED RAINFALL INTENSITY DATA:
STORM EVENT = 10.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.010
SLOPE OF INTENSITY DURATION CURVE = 0.5806
RCFC&WCD-HYDROLOGY MANUAL "C "- VALUES USED FOR RATIONAL METHOD
NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL
AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES
1 . *USER- DEFINED STREET - SECTIONS FOR COUPLED PIPERLOW 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 34.0 20.0 0.020/0.020/0.020 0.67 2.00 0.0313 0.167 0.0150
2 19.0 14.0 0.020/0.100/0.050 0.50 5.00 0.0100 0.010 0.0150
3 23.0 18.0 0.020/0.020/0.020 0.50 2.00 0.0313 0.125 0.0150
GLOBAL STREET FLOW -DEPTH CONSTRAINTS:
1. Relative FIOw -Depth = 1.00 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.*
} ******, t************** tr*, t*, t**, t* tr, ttr*, ttr, t*•, t*, r** tr•*** * * * * * * * * * * * * * * * * **•tr **** ** * * **
FLOW PROCESS FROM NODE - - -- -1_00 TO NODE 2.00 IS CODE = 21
------ -------- ----- ----- - - - - -- -- ------------------------
»»> RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «<
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS: UNDEVELOPED WITH GOOD COVER
TC = K* [(LENGTH** 3)/ (ELEVATION CHANGE)] * *.2
INITIAL SUBAREA FLOW- LENGTH(FEET) = 496.00
UPSTREAM ELEVATION(FEET) = 982.10
DOWNSTREAM ELEVATION(FEET) = 981.94
ELEVATION DIFFERENCE (FEET) = 0.16
TC = 0.937 *[( 496.00 * *3) /( 0.16)] * *.2 = 56.028
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.051
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .4507
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 0.52
TOTAL AREA(ACRES) = 1.10 TOTAL RUNOFF(CFS) = 0.52
-- FLOW - PROCESS- FROM - NODE - - - - -- 2_00 -TO- NODE - - - - -- 3_00 -IS -CODE = 62
-----------------
»>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «<
»» >( STREET TABLE SECTION # 3 USED) ««<
UPSTREAM ELEVATION(FEET) = 981.94 DOWNSTREAM ELEVATION(FEET) = 977.36
STREET LENGTH(FEET) = 652.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 23.00
Page 1
i
AVE5310.TxT
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.00
INSIDE STREET CROSSFALL(OECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(OECIMAL) = 0.020
Manning'S FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150
Manning'S FRICTION FACTOR for Back -of -walk Flow Section = 0.0200
* *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS)
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.26
HALFSTREET FLOOD WIDTH(FEET) = 7.21
AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.67
PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.43
STREET FLOW TRAVEL TIME(MIN.) = 6.53 TC(MIN.) = 62.55
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 0.986
SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .6682
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 1.80 SUBAREA RUNOFF(CFS) = 1.19
TOTAL AREA(ACRES) = 2.90 PEAK FLOW RATE(CFS) = 1.71
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.29 HALFSTREET FLOOD WIDTH(FEET) = 8.90
FLOW VELOCITY(FEET /SEC.) = 1.82 DEPTH *VELOCITY(FT *FT /SEC.) = 0.53
LONGEST FLOWPATH FROM NODE 1.00 TO NODE 3.00 = 1148.00 FEET.
END OF STUDY SUMMARY:
TOTAL AREA(ACRES) 2.90 TC(MIN.) = 62.55
PEAK FLOW RATE(CFS) = 1.71
END OF RATIONAL METHOD ANALYSIS
0
1
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sisJ,-��N� w�ols��3J, -a�
1
AVE5320.T)T
********************************************* * * * * * * * * * * * * * * * * * *** * * * * * * * * * **
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON
RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT
(RCFC &WCD) 1978 HYDROLOGY MANUAL
(c) Copyright 1982 -2004 Advanced Engineerin software (aes)
(Rational Tabling version 6.OD3
Release Date: 01/01/2004 License ID 1566
A Analysis prepared by:
RCE Consultants, Inc.
1 one 7enner street, Suite 200
Irvine, CA 92618
(949) 453 -0111
* * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * **
' * Madison Club 20 -yr
* Ave 53, Area 6c
* 3/7/06
******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
FILE NAME: AVE5320.DAT
TIME /DATE OF STUDY: 14:06 03/07/2006
-
----------------------------------------------------------------
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
----------------------------------------------------------------------------
1 USER SPECIFIED STORM EVENT(YEAR) = 20.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95
10 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 2.830
10-YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.000
100 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 4.520
100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.600
SLOPE OF 10 -YEAR INTENSITY - DURATION CURVE = 0.5805893
SLOPE OF 100 =YEAR INTENSITY- DURATION CURVE = 0.5796024
COMPUTED RAINFALL INTENSITY DATA:
STORM EVENT = 20.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.169
SLOPE OF INTENSITY DURATION CURVE = 0.5805
RCFC &WCD HYDROLOGY MANUAL "C "- VALUES USED FOR RATIONAL METHOD
NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC &WCD HYDROLOGY MANUAL
AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES
. *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 34.0 20.0 0.020/0.020/0.020 0.67 2.00 0.0313 0.167 0.0150
2 19.0 14.0 0.020/0.100/0.050 0.50 5.00 0.0100 0.010 0.0150
3 23.0 18.0 0.020/0.020/0.020 0.50 2.00 0.0313 0.125 0.0150
GLOBAL STREET FLOW -DEPTH CONSTRAINTS:
'1. Relative Flow -Depth = 1.00 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 1.00 TO NODE 2.00 IS CODE = 21
»»> RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «<
------------------------------ -----------------------------
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS: UNDEVELOPED WITH GOOD COVER
TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2
INITIAL SUBAREA FLOW- LENGTH(FEET) = 496.00
UPSTREAM ELEVATION(FEET) = 982.10
DOWNSTREAM ELEVATION(FEET) = 981.94
ELEVATION DIFFERENCE(FEET) = 0.16
TC = 0.937 *[( 496.00 * *3) /( 0.16)] * *.2 = 56.028
20 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.217
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .4836
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 0.65
TOTAL AREA(ACRES) = 1.10 TOTAL RUNOFF(CFS) = 0.65
FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 62
---- --------------------------------------------------------
» »> COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «<
»»>( STREET TABLE SECTION # 3 USED)« «<
UPSTREAM ELEVATION(FEET) = 981.94 DOWNSTREAM ELEVATION(FEET) = 977.36
' STREET LENGTH(FEET) = 652.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 23.00
Page 1
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0
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AVE5320.TxT
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.00
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) = 0.0150
Manning'S FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200
* *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.35
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.28
HALFSTREET FLOOD WIDTH(FEET) = 7.99
AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.72
PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.47
STREET FLOW TRAVEL TIME(MIN.) = 6.32 TC(MIN.) = 62.35
20 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.143
SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .6848
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 1.80 SUBAREA RUNOFF(CFS) = 1.41
TOTAL AREA(ACRES) = 2.90 PEAK FLOW RATE(CFS) = 2.06
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.31 HALFSTREET FLOOD WIDTH(FEET) = 9.68
FLOW VELOCITY(FEET /SEC.) = 1.90 DEPTH *VELOCITY(FT *FT /SEC.) = 0.59
LONGEST FLOWPATH FROM NODE 1.00 TO NODE 3.00 = 1148.00 FEET.
----------------------------------------------------------------------
END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 2.90 TC(MIN.) = 62.35
PEAK FLOW RATE(CFS) = 2.06
END OF RATIONAL METHOD ANALYSIS
Page 2
J
Z U5
>1
W-M M M! W M M IM r M um m mli m m m
AVE53.TXT
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON
RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT
(RCFC&WCD) 1978 HYDROLOGY MANUAL
(c) Copyright 1982 -2004 Advanced Engineering software (aes)
(Rational Tabling version 6.003
Release Date: 01/01/2004 License ID 1566
Analysis prepared by:
RCE Consultants, Inc.
One 7enner Street, Suite 200
Irvine, CA 92618
(949) 453 -0111
* * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * **
* Madison club 100 -yr
* Ave 53, Area 6C
* 3/7/06
******************************************* * * * * * * * * * * * * * * * * ** * * * * * * * * * * * **
FILE NAME: AVE53.DAT
TIME /DATE OF STUDY: 13:47 03/07/2006
- -
---------------------------------------------------------------------
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
----------------------------------------------------------------------------
USER SPECIFIED STORM EVENT(YEAR) = 100.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95
10 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 2.830
10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.000
100 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 4.520
100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.600
SLOPE OF 10 -YEAR INTENSITY - DURATION CURVE = 0.5805893
SLOPE OF 100 -YEAR INTENSITY - DURATION CURVE = 0.5796024
COMPUTED RAINFALL INTENSITY DATA:
STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.600
SLOPE OF INTENSITY DURATION CURVE = 0.5796
RCFC&WCD HYDROLOGY MANUAL "C "- VALUES USED FOR RATIONAL METHOD
NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL
AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES
*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 34.0 20.0 0.020/0.020/0.020 0.67 2.00 0.0313 0.167 0.0150
' 2 19.0 14.0. 0.020/0.100/0.050 0.50 5.00 0.0100 0.010 0.0150
3 23.0 18.0 0.020/0.020/0.020 0.50 2.00 0.0313 0.125 0.0150
GLOBAL STREET FLOW -DEPTH CONSTRAINTS:
1. Relative FLOW -Depth = 1.00 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 1.00 TO NODE 2.00 IS CODE = 21
»»> RATIONAL METHOD INITIAL SUBAREA ANALYSES««<
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS: UNDEVELOPED WITH GOOD COVER
TC = K *[(LENGTH * *3) /(ELEVATION. CHANGE)] * *.2
INITIAL SUBAREA FLOW-LENGTH(FEET) = 496.00
UPSTREAM ELEVATION(FEET) = 982.10
DOWNSTREAM ELEVATION(FEET) = 981.94
ELEVATION DIFFERENCE(FEET) = 0.16
TC = 0.937 *[( 496.00 * *3) /( 0.16)] * *.2 = 56.028
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.665
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .5524
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 1.01
TOTAL AREA(ACRES) = 1.10 TOTAL RUNOFF(CFS) = 1.01
********************************************* ** * * * * * ** * * * * * * * * * * * * * * * * * * * * **
FLOW PROCESS FROM- NODE - - - - -- 2_00 -TO- NODE - - - - -- 3_00 -IS- CODE = 62
- -- ---- - - - - --
»»> COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «<
» » >( STREET TABLE SECTION # 3 USED)« «<
UPSTREAM ELEVATION(FEET) = 981.94 DOWNSTREAM ELEVATION(FEET) = 977.36
' STREET LENGTH(FEET) = 652.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 23.00
Page 1
AVE53.TXT
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.00
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) = 0.0150
Manning's FRICTION FACTOR for Back -of -walk Flow Section = 0.0200
* *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 2.03
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.31
HALFSTREET FLOOD WIDTH(FEET) = 9.68
AVERAGE FLOW VELOCITY(FEET /SEC.) - , 1.87
PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.58
STREET FLOW TRAVEL TIME(MIN.) = 5.80 TC(MIN.) = 61.83
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.572
SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7201
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 1.80 SUBAREA RUNOFF(CFS) = 2.04
TOTAL AREA(ACRES) = 2.90 PEAK FLOW RATE(CFS) = 3.05
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.35 HALFSTREET FLOOD WIDTH(FEET) = 11.50
FLOW VELOCITY(FEET /SEC.) = 2.07 DEPTH *VELOCITY(FT *FT /SEC.) = 0.72
LONGEST FLOWPATH FROM NODE 1.00 TO NODE 3.00 = 1148.00 FEET.
--------------------------------------- -------------------------------
END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 2.90 TC(MIN.) = 61.83
PEAK FLOW RATE(CFS) = 3.05
END OF RATIONAL METHOD ANALYSIS
a
Page 2
B
1Y1dlYl0 �dSM
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Page 1
linel3c.OUT
0 FILE: linel3c.wSw
W S P
G W-
CIVILDESIGN Version
14.06
PAGE 1
Program
Package Serial Number: 1735
WATER
SURFACE
PROFILE LISTING
Date: 1 -1.3 -2006
Time:
3:28:13
Madison Club
100 -yr
Phase 2, Line
13c
AAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAirAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAA
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I Invert
I Depth I
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vel
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II Elev
I (FT)
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(FPS)
Head I
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I Depth
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ZR
►Type ch
AAirAAAAAAIAAAAAAAirA�AAAAAAAAIAAAAAAAAAIAAAAAAAAAIAAAAAAAIAAAAAAAIAAAAAAAAAIAAAAAAAIAAAAAAAAIAAAAAAAAIAAAAAAAIAAAAAAAIAAAAA
IAAAAAAA
3002.500
972.240
2.960
975.200
9.20
2.93
.13
975.33
.00
1.08
.00
2.000
.000
.00
1 .0
156.870
.0025
.0014
.22
2.96
.00
1.30
.012
.00
.00
PIPE
3159.370
I
972.630
I I
2.791
975.421
I I
9.20
2.93
I
.13
I
975.55
.00
I I
1.08
.00
I
2.000
I I
.000
.00
I
1 .0
7UNCT STR
0019
.0012
.01
2.79
.00
.013
.00
.00
I-
PIPE
3164.700
I
972.640.
I I
2.948
975.588
I I
5.80
1.85
I
.05
I
975.64
.00
I I
.85
.00
I I
2.000
I
.000
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I
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142.890
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.08
-I-
2.95
-I-
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.97
-I-
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-I-
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3307.590
I I
973.000
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2.668
975.668
I I
5.80
1.85
I
.05
I
975.72
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3312.920
I I
973.510
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2.228
975.738
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3574.270
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974.170
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1.796
975.966
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Page 1
�N121SNI5'�'�a -101�� �
1
1
CB #1- SIZE100.txt
»» SUMP TYPE BASIN INPUT INFORMATION ««
------------------------------------=-------------------=------------- - - - - --
Curb Inlet Capacities are approximated based on the Bureau of
Public Roads nomograph plots for flowby basins and sump basins.
BASIN INFLOW(CFS) = 3.10
BASIN OPENING(FEET) = 0.83
DEPTH OF WATER(FEET) = 0.40
»»CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 3.97
Page 1
CB #1- DEPTH100.tXt
» »STREETFLOW MODEL INPUT INFORMATION ««
----------------------------------------------------------------------------
CONSTANT STREET GRADE(FEET /FEET) = 0.005000
CONSTANT STREET FLOW(CFS) = 3.10
AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000
CONSTANT SYMMETRICAL STREET HALF- WIDTH(FEET) = 23.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 23.00
INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020000
CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.50
CONSTANT SYMMETRICAL GUTTER- WIDTH(FEET) = 2.00
CONSTANT SYMMETRICAL-GUTTER-LIP(FEET) = 0.03125
CONSTANT SYMMETRICAL GUTTER- HIKE(FEET) = 0.16700
FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS
---------------------------------------------------------------
STREET FLOW MODEL RESULTS:
----------------------------------------------------------------------------
STREET FLOW DEPTH(FEET) = 0.40
HALFSTREET FLOOD WIDTH(FEET) = 12.17
AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.86
PRODUCT OF DEPTH &VELOCITY = 0.75
Page 1
CB #1- SIZElO.txt
»» SUMP TYPE BASIN INPUT INFORMATION ««
---------------------------------------------------------------------- - - - - --
curb Inlet capacities are approximated based on the Bureau of
Public Roads nomograph plots for flowby basins and sump basins.
BASIN INFLOW(CFS) = 1.80
BASIN OPENING(FEET) = 0.83
DEPTH OF WATER(FEET) = 0.35
»»CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 2.82
Page 1
CB #1- DEPTHlO.tXt
»» STREETFLOW MODEL INPUT INFORMATION««
----------------------------------------------------------------------------
CONSTANT STREET GRADE(FEET /FEET) = 0.005000
CONSTANT STREET FLOW(CFS) = 1.80
AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000
CONSTANT SYMMETRICAL STREET HALF- WIDTH(FEET) = 23.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 23.00
INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020000
CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.50
CONSTANT SYMMETRICAL GUTTER- WIDTH(FEET) = 2.00
CONSTANT SYMMETRICAL GUTTER- LIP(FEET) = 0.03125
CONSTANT SYMMETRICAL GUTTER- HIKE(FEET) = 0.16700
FLOW ASSUMED.TO FILL STREET ON ONE SIDE, AND THEN SPLITS
------------------------------------------------
STREET FLOW MODEL RESULTS:
----------------------------------------------------------------------------
STREET FLOW DEPTH(FEET) = 0.35
HALFSTREET FLOOD WIDTH(FEET) = 9.55
AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.63
PRODUCT OF DEPTH &VELOCITY = 0.57
Page 1
I
)u'lovavo
N 0 LLOJO-`9 Aa 92LLS
ST CAP.tXt
» »STREETFLOW MODEL INPUT INFORMATION ««
--------------------------
CONSTANT STREET GRADE(FEET /FEET) = 0.005000
CONSTANT STREET FLOW DEPTH(FEET) = 0.45
AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000
CONSTANT SYMMETRICAL STREET HALF- WIDTH(FEET) = 23.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 23.00
INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020000
CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.50
CONSTANT SYMMETRICAL GUTTER- WIDTH(FEET) = 2.00
CONSTANT SYMMETRICAL GUTTER- LIP(FEET) = 0.03125
CONSTANT SYMMETRICAL GUTTER- HIKE(FEET) = 0.16700
FLOW ASSUMED TO FILL STREET ON ONE SIDE.
---------------------------------------------------
STREET FLOW MODEL RESULTS:
----------------------------------------------------------------------------
STREET FLOW DEPTH(FEET) = 0.45
HALFSTREET FLOOD WIDTH(FEET) = 14.59
HALFSTREET FLOW(CFS) = 4.61
AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.99
PRODUCT.OF DEPTH &VELOCITY = 0.89
Page 1
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LEGEND HYDROLOGIC SOILS GROUP MAP
SOILS GROUP BOUNDARY FOR
A SOILS GROUP DESIGNATION
RCFcaWCD MYOMA
l9sm NEW
HYr)ROLOG3Y MANUAL
0 FEET 5000
PLATE C -1.37
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NA
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LEGEND HYDROLOGIC SOILS GROUP MAP
SOILS GROUP BOWMRY
A SOILS GROUP DESMATION FOR
R C F C Ek W C D RANCHO MIRAGE
LrJYDRoLoCY NIANUAL 0 FEET 5000
PLATE C• 1.48
RUNOFF INDEX NUMBERS OF HYDROLOGIC SOIL -COVER COMPLEXES FOR PERVIOUS AREAS -AMC II
Cover Type (3) Quality of Soil Group
Cover (2) A B C D
NATURAL COVERS -
Barren
(Rockland, eroded and graded land)
Chaparrel, Broadleaf
(Manzonita, ceanothus and scrub oak)
Chaparrel, Narrowleaf
(Chamise and redshank)
Grass, Annual or Perennial
Meadows or Cienegas
(Areas with seasonally high water table,
Principal vegetation is sod forming grass)
Open Brush
.(Soft wood shrubs - buckwheat,' sage, etc.)
Woodland
(Coniferous or broadleaf trees predominate.
Canopy density is at least 50 percent)
Woodland, Grass
(Coniferous or broadleaf trees with canopy
density from 20 to 50 percent)
URBAN COVERS -
Residential or Commercial Landscaping
.(Lawn, shrubs, etc.)
Turf ..
(Irrigated and mowed grass)
AGRICULTURAL COVERS -
l
Fallow
(Land - plowed but not tilled or seeded)
RCFC & WCD
r'JYDROLOGY MANUAL
78 186 191 193
Poor
53
70
80
85
Fair
40
63
75
81
Good
31
57
71
78
Poor
71
82
88
91
Fair
55
72
81
86
Poor
67
78
86
89
Fair.
50
69
79
84
Good
38
61.
74
80
Poor
63
77
85
88
Fair
51
70-
80
84
Good
30
58
72
78
Poor
62
76
84
88
Fair
46
66
77
83
Good
41
63
75
81
Poor
45
66
77
83
Fair
36
60
73
79.
Good
28
55
70
77
Poor
57
73
82
86
Fair
44
65
77
82
Good
33
58
72
79
Good 132 156 169 1 75 '
Poor
Fair
Good
RUNOFF INDEX
. FOR
PERVIOUS
58 174 183 187
44 65 177 182
33 58 72 79
76 185 190 .192
NUMBERS
AREAS
PLATE E -6.1 (1 of 2)
r
� I
ILI
I I
1
I I
I I
1
1
1
1
I I
RUNOFF INDEX NUMBERS OF HYDROLOGIC SOIL -COVER COMPLEXES FOR PERVIOUS AREAS -AMC II
Cover Type (3)
Quality of
Soil Group
A B
C
D
Cover (2 )
AGRICULTURAL COVERS (cont.) -
Legumes, Close Seeded
Poor 66. 77 B5 89
(Alfalfa, sweetclover, timothy; etc.)
Good 58 72 81 B5
Orchards, Deciduous . I
See Note 4
(Apples, apricots, pears, walnuts, etc.)
Orchards, Evergreen
Poor 57 73 82 86
165
(Citrus, avocados, etc.)
Fair 44 77 82
Good 33 58 72 79
Pasture, Dryland
Poor 67 78 86 89
(Annual grasses)
Fair 50 69 79 84
Good 38 61 74 80
Pasture, Irrigated
Poor 58 74 83 87
(Legumes and perennial grass)
Fair 44 65 '77 82
Good 33 58 72 79
Row Crops
(Field crops - tomatoes, sugar beets, etc.)
Poor 72 81 88 91
Good 67 78 85 89
Small Grain .
(Wheat, oats, barley, etc.)
Poor 65 76 84 88
Good 63 75 83 87
Vineyard
See Note 4
Notes:
1. All runoff index (RI) numbers are for Antecedent Moisture Condition
(AMC) II.
2. Quality of cover definitions:
Poor - Heavily grazed or regularly burned areas.
Less than 50 per-
cent of the ground surface is protected by plant cover or brush
and tree canopy.
Fair - Moderate cover with 50 percent to 75 percent of the ground sur-
face protected.
Good -Heavy or dense cover with more than 75 percent of the ground
surface protected.
3. See Plate C -2 for a detailed description'of cover
types.
4. Use runoff index numbers based on ground cover type. See discussion
under "Cover Type Descriptions" on PLate C -2.
5. Reference Bibliography item 17.
R C F C B:vwvjCD RUNOFF
INDEX NUMBERS
HYDROLOGY MANUAL
FOR
PERd1OUS AREAS
PLATE E -6.1 (2of 2)
ACTUAL IMPERVIOUS COVER
Recommended Value
Land Use (1) Range- Percent For Average
Conditions-Percent(
2
Natural-or Agriculture 0 - 10 p
Single Family Residential: (3)
40,000 S. F. (.1 Acre) Lots 10 - 25 20
20,000 S. F. (�j Acre) Lots 30 - 45 40
7,200 - 10,000 S. F. Lots 45 55 50
Multiple Family Residential:
Condominiums
Apartments
Mobile Home Park
45 - 70 65
65 - 90 so
60 - 85 75
Commercial, Downtown 80 -100 90
Business or Industrial
Notes:
1. Land. use should be based on ultimate development of the watershed.
Long range master plans for the County and incorporated cities
should be reviewed to insure reasonable land use assumptions.
2. Recommended values are based on average conditions which may not
apply to a particular study area. The percentage impervious may
vary greatly even on comparable sized lots due to differences in
dwelling size, improvements, etc. Landscape practices should also
be considered as it is common in some areas to use ornamental grav-
els underlain by impervious plastic materials in place of lawns and
shrubs. A field investigation of a study area should always be made,
and a review of aerial photos, where available may assist in estimat-
.ing the percentage of impervious cover in developed areas.
3. For typical.horse ranch subdivisions increase impervious area 5 per-
cent over the values recommended in the table above.
R C F C V®
1-JYDROL OOY MANUAL
IMPERVIOUS COVER
FOR
DEVELOPED AREAS
PLATE E-6.3
a�w ��o�o�a�N
rrf
TABLE OF CONTENTS
I. INTRODUCTION ........................................................ ..............................1
H. METHODOLOGY ........................................................ ........:...................1 -2
III. STORM WATER RUNOFF ANALYSIS ............................. ............................2 -3
IV. STORM DRAIN HYDRAULICS ....................................... ..............................3
V. BIBLIOGRAPHY ......................................................... ..............................3
TECHNICAL APPENDIX
10 -YEAR STORM ANALYSIS
20 -YEAR STORM ANALYSIS
100 -YEAR STORM ANALYSIS
WSPG OUTPUT
CATCH BASIN SIZING
STREET CROSS - SECTION CAPACITY
RIVERSIDE COUNTY FLOOD CONTROL PLATES
HYDROLOGY MAP
1
1 I. INTRODUCTION
The purpose of this report is to present the hydrology and hydraulic analysis for the 10 -year, 20-
year and 100 -year storm water discharge for proposed Avenue 54 and Madison Club (Tract
33076 -1 and -2) tributary areas. The project area is proposed Avenue 54 located in the City of La
Quinta, California and is bounded by Madison Street (west) and runs approximately 4,800 feet
east along Avenue 54 to Monroe Street. The proposed street and adjacent landscape will consist
of approximately 11.15 acres. This report is specific to proposed Avenue 54 only, for additional
references for the complete system analysis, reference "Hydrology Report - Madison Club 100 -
Year Storm Volume and Storage Analysis" (Volume I), "Hydrology and Hydraulics Study for
` . Madison Club (Golf Course Storm Drain Backbone)" (Volume II) submitted separately.
In this report, watershed areas were modeled according to the Riverside County Flood Control
and Water Conservation District's (RCFC &WCD) Hydrology Manual. Sub areas were created to
represent catch basin collection areas within each watershed. A storm drain line was sized and
will be constructed in each sub -area to convey the peak 100 -year storm runoff to a storage basin
(lake). All runoff within a sub area is intended to flow towards a catch basin, enter the storm
drain pipelines to be conveyed to the respective storage basin (lake).
1
1
This report is intended to accompany the "Off -Site Storm Drain Improvement Plans for Avenue
54" plans as Volume HIE. The reference report "Hydrology Report - Madison Club 100 -Year
Storm Volume and Storage Analysis" (Volume I) was submitted with the "Mass Grading and
Perimeter Wall Plans" and addressed the necessary storage volume to retain all off -site and on-
site runoff generated by the largest 100 -year 24 -hour event based on the Synthetic Unit
�1
Hydrograph method for Madison Club. This report will cover each storm drain main line, which
will include lateral sizing, catch basin sizing, street capacity and "first
compliance with the City's
flush" requirement.
This report is intended to provide a comprehensive analysis of Avenue 54 peak storm runoff
volumes and how they are conveyed to retention areas (lakes) within Madison Club. Specifically,
this report will substantiate the "Off -Site Storm Drain Improvement Plans for Avenue 54" design
plans, which will show the catch basin and storm drain pipe system only.
H. METHODOLOGY
Madison Club
(on -site) and its perimeter streets (off -site) are hydrologically isolated. All runoff
within the project and a portion of the perimeter streets will be stored on -site. Within the site
there are seven (7) lakes and two (2) low points. Although each watershed drains to a lake or low
point within the golf course, only four (4) of the seven (7) lake features serves as the project's
ultimate storage devices. Each watershed area drains by way of storm drains through the golf
course to these four (4) lakes. From these four (4) lakes the water is discharged to on -site dry
wells. These dry wells are intended to remove water from the site over time and are not
considered part of the routing analysis. The hydrology map in the Technical Appendix shows the
delivery system in each watershed area to the adjacent lake for storage. The reports titled
"Hydrology Report - Madison Club 100 -Year Storm Volume and Storage Analysis" and
"Hydrology and Hydraulics Study for Madison Club (Golf Course Storm Drain Backbone)"
provide the analysis for the storage and routing mentioned.
In this report, watershed areas were modeled according to the Riverside County Flood Control
and Water Conservation District's (RCFC &WCD) Hydrology Manual. Sub areas were created to
represent catch basin collection areas within each watershed. A storm drain line was sized and
will be constructed in each sub -area to convey the peak 100 -year storm runoff to a storage basin
(lake). All runoff within a sub area is intended to flow towards a catch basin, enter the storm
drain pipelines to be conveyed to the respective storage basin (lake).
1
1
R
The peak storm flow discharge rates from the sub -areas were calculated with integrated rational
method/unit hydrograph method hydrology software available from Advanced Engineering
Software (AES), Version 2001, based on the (RCFC &WCD) Hydrology Manual. The software
was used to analyze the peak discharges generated by a 10 -year, 20 -year and a 100 -year
frequency storm. During analysis, conservative C- values were used (Approximately 0.83 -0.84)
for the rational method analysis of the landscaped and street areas. Street flow time was included,
and the times of concentration and peak runoffs in this report are conservative based on the
assumed C- values. The soil group classified for the project area is type `B" soil. Rainfall
intensity values were developed from the slope of the intensity duration curves RCFC &WCD
Hydrology Manual figure D-4.6.
Pipe hydraulic calculations were performed using the Water Surface Pressure Gradient (WSPG)
software. WSPG software, authorized by CIVILDESIGN Corporation, is based upon the
Manning equation for conduit and channel flow, incorporating principles of continuity and
conservation of energy. Street capacities and catch basin sizing were calculated using AES
software. Curb inlet capacities were based on the Bureau of Public Roads nomograph plots for
flow -by and sump basins.
M. STORM WATER RUNOFF ANALYSIS
Reference the Hydrology Map in the Technical Appendix for relevant analysis information for
sub - areas, catch basins and other hydrologic information for the storm water runoff analysis.
Proposed Avenue 54 has a responsibility to convey all storm water runoff from the north half of
Avenue 54 into the Madison Club to a retention basin, Lake I, within Madison Club. To analyze
the proposed Avenue 54, it was divided into five (5) main storm drain discharge systems: 3d, 9e-
1, 9e -2, 9f and 9h -1 (Lines 7A, 17A, 18A, 18B and 25H). Each catch' basin within these areas
received a sub -area to analyze its respective flow. All storm drain pipe line sizing was. estimated
from AES and then confirmed with the HGL data from WSPG.
The following table is a summary of the results of the hydrology analysis for each storm drain
line including: node number, catch basin number, tributary sub -area, tributary surface area, and
sub -area 100 -year flow (Q100)•
Table 1: 100 -Year Distribution of Flow
Catch Basin #
ode #
Storm Drain
Line
Tributary
Sub -Area
Tributary
Surface Area
Sub -Area
Qioo
1 3
Line 7A
3d
2.1 Acres
6.8 CFS
2 (5)
Line 17A
9e -1
3.4 Acres
8.7 CFS
3 7
Line 18A
9e -2
2.1 Acres'
5.7 CFS
4 8
Line 18B
9f
0.45 Acres
1.7 CFS
5 (10 )
Line 25H
9h -1
3.1 Acres
9.1 CFS
TOTAL
32.0 CFS
Fa
The following table is a summary of the catch basin sizes that were determined from the 100 -year
storm water runoff estimate. Part of the criteria of the catch basin sizing was the following: flow
could not exceed right of way, must maintain one (1) operating lane of traffic in each direction,
and a flow -by catch basin would accept approximately 75% of the flow.
Table 2: Catch Basin Summary
Catch Basin #
ode #
Type
Sub -Area Qioo
Inflow
By -pass
Gutter Flow
Depth
Inlet
Length
1 3
Sump
6.8 CFS
6.8 CFS
0.0 CFS
0.51 FT
7.0 FT
2 5
Flow-by
8.7 CFS
6.6 CFS
2.1 CFS
0.53 FT
10.0 FT
3 7
Flow-by
5.7 CFS
5.9 CFS
1.9 CFS
0.53 FT
9.0 FT
4 8
Flow -by
1.7 CFS
3.6 CFS
0.0 CFS
1 0.42 FT
1 9.0 FT
5 10
sump
9.1 CFS
9.1 CFS
0.0 CFS
0.55 FT
8.0 FT
TOTAL
.. .�
32.0 CFS
� ....o ..
32.0 CFS
IV. STORM DRAIN HYDRAULICS
The hydraulic analysis was performed utilizing WSPG software to establish the designed pipe
line sizes for all mainlines and laterals to convey water from each respective sub -area to the
storage basins (lakes). The WSPG software created an HGL that was capable of being placed in
the profile section of the design plans utilizing the 100 -year water surface of the storage basins
(lakes). Line 2E connects into the Madison Club Phase 1 Storm Drain System. The 100 -year
HGL was obtained from the design plans of the Madison Club Phase 1 Storm Drain, and
represents the 100 -year water surface elevation for analysis. The software incorporated all
manholes, junctions, horizontal curves and vertical bends in the analysis. The output reports can
be found in the Technical Appendix for reference.
Note: All supporting documentation is located in the Technical Appendix of this report for
reference.
V. BIBLIOGRAPHY
1. Riverside County Flood Control and Water Conservation District Hydrology Manual
(April 1978).
2. Hydrology Report Madison Club 100 -Year Storm Volume and Storage Analysis
(March 29, 2005).
3. Hydrology and Hydraulics Study for Madison Club (Golf Course Storm Drain Backbone)
Volume II (July 27, 2005).
4. Hydrology and Hydraulics Study for Madison Club Phase l; Volume I1IA (July 12,
2005).
3
I
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1
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11
IAVE54- 10.TXT
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON
RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT
(RCFC &WCD) 1978 HYDROLOGY MANUAL
(c) Copyright 1982 -2004 Advanced Engineering software (aes)
(Rational Tabling version 6.OD)
Release Date: 01/01/2004 License ID 1566
Analysis prepared by:
RCE Consultants, Inc.
One Jenner Street, Suite 200
Irvine, CA 92618
...... ........ ,. ........ .......... (949) 453- 0111 .......... ...... ....................
DESCRIPTION OF STUDY
MADISON CLUB - 10 YEAR
AVENUE 54
1 ° MARCH 10, ^2006
FILE NAME: AVE54.DAT
- -TIME /DATE OF STUDY: 15:37 03/10/2006
--------------- --
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
USER SPECIFIED STORM EVENT(YEAR) = 10.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95
10 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 2.830
10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.000
100 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 4.520
100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.600
SLOPE OF 10 -YEAR INTENSITY- DURATION CURVE = 0.5805893
SLOPE OF 100 -YEAR INTENSITY - DURATION CURVE = 0.5796024
COMPUTED RAINFALL INTENSITY DATA:
STORM EVENT = 10.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.010
SLOPE OF INTENSITY DURATION CURVE = 0.5806
RCFC &WCD HYDROLOGY MANUAL "C "- VALUES USED FOR RATIONAL METHOD
NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC &WCD HYDROLOGY MANUAL
AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES
'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 36.0 20.0 0.020/0.020/0.020 0.67 2.00 0.0313 0.167 0.0150
2 19.0 14.0 0.020/0.100/0.050 0.50 5.00 0.0100 0.010 0.0150
GLOBAL STREET FLOW -DEPTH CONSTRAINTS:
1. Relative Flow -Depth = 1.00 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 1.00 TO NODE 2.00 IS CODE = 21
»»> RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «<
-------------------------------------------- ---------
ASSUMED INITIAL SUBAREA UNIFORM
Page 1
1
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1
1
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1
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i
AVE54- 10.TXT
DEVELOPMENT IS CONDOMINIUM
TC = K *[(LENGTH' *3) /(ELEVATION CHANGE)] * *.2
INITIAL SUBAREA FLOW- LENGTH(FEET) = 101.46
UPSTREAM ELEVATION(FEET) = 992.37
DOWNSTREAM ELEVATION(FEET) = 992.27
ELEVATION DIFFERENCE(FEET) = 0.10
TC = 0.359 *[( 101.46 * *3) /( 0.10)] * *.2 = 9.102
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.019
CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8188
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 0.54
TOTAL AREA(ACRES) = 0.22 TOTAL RUNOFF(CFS) = 0.54
FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 62
----------------------------------------------------------------------------
»» >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «<
»» >( STREET TABLE SECTION # 1 USED) « «<
-- -- - - - - -- --------------------------------- -------------------------------
UPSTREAM ELEVATION(FEET) = 992.27 DOWNSTREAM ELEVATION(FEET) = 990.41
STREET LENGTH(FEET) = 436.28 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 36.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00
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) = 0.0150
Manning'S FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.34
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.38
HALFSTREET FLOOD WIDTH(FEET) = 11.21
AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.62
PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.62
STREET FLOW TRAVEL TIME(MIN.) = 4.50 TC(MIN.) = 13.60
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.391
CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8040
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 1.85 SUBAREA RUNOFF(CFS) = 3.56
TOTAL AREA(ACRES) = 2.07 PEAK FLOW RATE(CFS) = 4.10
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.44 HALFSTREET FLOOD WIDTH(FEET) = 14.28
FLOW VELOCITY(FEET /SEC.) = 1.84 DEPTH *VELOCITY(FT *FT /SEC.) = 0.82
LONGEST FLOWPATH FROM NODE 1.00 TO NODE 3.00 = 537.74 FEET.
FLOW PROCESS FROM NODE 1.00 TO NODE 4.00 IS CODE = 21
----------------------------
»» >RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
-------------------------------------- ----------------
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS CONDOMINIUM
TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2
INITIAL SUBAREA FLOW- LENGTH(FEET) = 323.13
UPSTREAM ELEVATION(FEET) = 992.37
DOWNSTREAM ELEVATION(FEET) = 991.19
ELEVATION DIFFERENCE(FEET) = 1.18
TC = 0.359•[( 323.13 * *3) /( 1.18)] * *.2 = 11.132
Page 2
' AVE54- 10.TXT
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.686
CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8116
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 1.53
TOTAL AREA(ACRES) = 0.70 TOTAL RUNOFF(CFS) = 1.53
-- FLOW - PROCESS FROM- NODE - - - - -- 4_00 -TO NODE .5.00 IS CODE = 62
-- - - - - -- ----------------------------------------
» » >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA ««<
» »>( STREET TABLE SECTION # 1 USED) « «<
UPSTREAM ELEVATION(FEET) = 991.19 DOWNSTREAM ELEVATION(FEET) = 983.46
STREET LENGTH(FEET) = 1473.56 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 36.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00
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) = 0.0150
Manning'S FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200
* *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.38
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.41
HALFSTREET FLOOD WIDTH(FEET) = 12.58
AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.91
PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.)'. = 0.78
STREET FLOW TRAVEL TIME(MIN.) = 12.89 TC(MIN.) = 24.02
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.718
CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7807
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 2.70 SUBAREA RUNOFF(CFS) = 3.62
TOTAL AREA(ACRES) = 3.40 PEAK FLOW RATE(CFS) = 5.15
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.46 HALFSTREET FLOOD WIDTH(FEET) = 15.04
FLOW VELOCITY(FEET /SEC.) = 2.10 DEPTH *VELOCITY(FT *FT /SEC.) = 0.96
LONGEST FLOWPATH FROM NODE 1.00 TO NODE 5.00 = 1796.69 FEET.
-- -****-----*----------------------^------------------------------- - - - - --
FLOW PROCESS FROM NODE 5.00 TO NODE 6.00 IS CODE 21
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «<
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS CONDOMINIUM
TC = K *[(LENGTH * ="3) /(ELEVATION CHANGE)] * .2
INITIAL SUBAREA FLOW- LENGTH(FEET) = 286.10
UPSTREAM ELEVATION(FEET) = 983.46
DOWNSTREAM ELEVATION(FEET) = "982.38
ELEVATION DIFFERENCE(FEET) = 1.08
TC = 0.359 *[( 286.10* 3)/( 1.08)] **.2 = 10.533
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.773
CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8136
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 0.90
TOTAL AREA(ACRES) = 0.40 TOTAL RUNOFF(CFS) = 0.90
Page 3
r
AVE54- 10.TXT
FLOW PROCESS FROM NODE 6.00 TO NODE 7.00 IS CODE = 62
----------------------------------------------------------------------------
' »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA ««<
» »>( STREET TABLE SECTION # 1 USED) « «<
UPSTREAM ELEVATION(FEET) = 982.38 DOWNSTREAM ELEVATION(FEET) = 976.55
STREET LENGTH(FEET) = 1099.97 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 36.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00
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) = 0.0150
Manning'S FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.16
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.36
HALFSTREET FLOOD WIDTH(FEET) = 10.29
AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.73
PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.63
STREET FLOW TRAVEL TIME(MIN.) = 10.59 TC(MIN.) = 21.12
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.852
CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7862
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 1.70 SUBAREA RUNOFF(CFS) = 2.48
TOTAL AREA(ACRES) = 2.10 PEAK FLOW RATE(CFS) = 3.38
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.41 HALFSTREET FLOOD WIDTH(FEET) = 12.58
FLOW VELOCITY(FEET /SEC.) = 1.91 DEPTH *VELOCITY(FT *FT /SEC.) = 0.78
LONGEST FLOWPATH FROM NODE 5.00 TO NODE 7.00 = 1386.07 FEET.
FLOW PROCESS. FROM NODE 7.00 TO NODE 8.00 IS CODE = 21
----------------------------------------------------------------------------
»» >RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «<
------------------------------ ----------------------------
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS CONDOMINIUM
TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2
INITIAL SUBAREA FLOW- LENGTH(FEET) = 285.24
UPSTREAM ELEVATION(FEET) = 976.55
DOWNSTREAM ELEVATION(FEET) = 975.15
ELEVATION DIFFERENCE(FEET) = 1.40
TC = 0.359 *[( 285.24 * *3) /( 1.40)1 **.2 = 9.982
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.861
CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8156
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 1.05
TOTAL AREA(ACRES) = 0.45 TOTAL RUNOFF(CFS) = 1.05
-- FLOW - PROCESS -FROM- NODE - - - - -- 8.,00 -TO- NODE - - - -- -9.00 IS- CODE-=-- 21---- - - - - --
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «<
----------------------------- ---------------------------
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS CONDOMINIUM
TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2
Page 4
1
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I
` AVE54- 10.TXT
INITIAL SUBAREA FLOW- LENGTH(FEET) = 836.88
UPSTREAM ELEVATION(FEET) = 975.15
DOWNSTREAM ELEVATION(FEET) = 971.02
ELEVATION DIFFERENCE(FEET) = 4.13
TC = 0.359°[( 836.88 =3)/( 4.13)1 **.2 = 15.337
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.230
CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7993
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 5.54
TOTAL AREA(ACRES) = 3.11 TOTAL RUNOFF(CFS) = 5.54
END OF STUDY SUMMARY:==____________________ _______________________________
TOTAL AREA(ACRES) 3.11 TC(MIN.) = 15.34
PEAK FLOW RATE(CFS) = 5.54
---------------------------------
END OF RATIONAL METHOD ANALYSIS
o
Page 5
sis�-��N� w�ois��3,� -oc
1
AVE54- 20.TXT
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON
RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT
(RCFC &WCD) 1978 HYDROLOGY MANUAL
(c) Copyright 1982 -2004 Advanced Engineering software (aes)
' (Rational Tabling version 6.OD)
Release Date: 01/01/2004 License ID 1566
Analysis prepared by:
.RCE Consultants, Inc.
One Jenner street, Suite 200
Irvine, CA 92618
(949) 453 -0111
DESCRIPTION OF STUDY
MADISON CLUB - 20 YEAR
AVENUE 54
* ^MARCH �10, 2006
FILE-NAME: AVE54.DAT
1 TIME /DATE OF STUDY: 15:37 03/10/2006
-----------------------------------------
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
----------------------------------------------------------------------------
USER SPECIFIED STORM EVENT(YEAR) = 20.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95
10 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 2.830
10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.000
100 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 4.520
100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.600
SLOPE OF 10 -YEAR INTENSITY - DURATION CURVE = 0.5805893
SLOPE OF 100 -YEAR INTENSITY - DURATION CURVE = 0.5796024
COMPUTED RAINFALL INTENSITY DATA:
STORM EVENT = 20.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.169
SLOPE OF INTENSITY DURATION CURVE = 0.5805
RCFC &WCD HYDROLOGY MANUAL "C "- VALUES USED FOR RATIONAL METHOD
NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC &WCD HYDROLOGY MANUAL
AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES
~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 36.0 20.0 0.020/0.020/0.020 0.67 2.00 0.0313 0.167 0.0150
2 19.0 14.0 0.020/0.100/0.050 0.50 5.00 0.0100 0.010 0.0150
GLOBAL STREET FLOW -DEPTH CONSTRAINTS:
1. Relative Flow -Depth = 1.00 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 1.00 TO NODE 2.00 IS CODE = 21
---------------- 7 -----------------------------------------------------------
» »> RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «<
ASSUMED INITIAL SUBAREA UNIFORM
Page 1
1
a
:1
1
AVE54- 20.TXT
DEVELOPMENT IS CONDOMINIUM
TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2
INITIAL SUBAREA FLOW- LENGTH(FEET) = 101.46
UPSTREAM ELEVATION(FEET) = 992.37
DOWNSTREAM ELEVATION(FEET) = 992.27
ELEVATION DIFFERENCE(FEET) = 0.10
TC = 0.359*[( 101.46 * *3) /( 0.10)] * *.2 = 9.102
20 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.494
CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8273
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 0.64
TOTAL AREA(ACRES) = 0.22 TOTAL RUNOFF(CFS) = 0.64
FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 62
-------------------------------------
» » >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA « «<
» »>( STREET TABLE SECTION # 1 USED) « «<
UPSTREAM ELEVATION(FEET) = 992.27 DOWNSTREAM ELEVATION(FEET) = 990.41
STREET LENGTH(FEET) = 436.28 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 36.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00
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) = 0.0150
Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200
"TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.75
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.40
HALFSTREET FLOOD WIDTH(FEET) = 12.04
AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.68
PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.67
STREET FLOW TRAVEL TIME(MIN.) = 4.33 TC(MIN.) = 13.43
20 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.787
CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8139
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 1.85 SUBAREA RUNOFF(CFS) = 4.20
TOTAL AREA(ACRES) = 2.07 PEAK FLOW RATE(CFS) = 4.83
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.46 HALFSTREET FLOOD WIDTH(FEET) = 15.32
FLOW VELOCITY(FEET /SEC.) = 1.91 DEPTH *VELOCITY(FT *FT /SEC.) = 0.89
LONGEST FLOWPATH FROM NODE 1.00 TO NODE 3.00 = 537.74 FEET.
FLOW PROCESS FROM NODE 1.00 TO NODE 4.00 IS CODE = 21
-------------------------------------
» » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «<
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS CONDOMINIUM
TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2
INITIAL SUBAREA FLOW- LENGTH(FEET) = 323.13
UPSTREAM ELEVATION(FEET) = 992.37
DOWNSTREAM ELEVATION(FEET) = 991.19
ELEVATION DIFFERENCE(FEET) = 1.18
TC = 0.359 *[( 323.13 * *3) /( 1.18)] * *.2 = 11.132
Page 2
1
it
AVE54- 20.TXT
20 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.108
CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8206
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 1.79
TOTAL AREA(ACRES) = 0.70 TOTAL RUNOFF(CFS) = 1.79
FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 62
----------------------------------------------------------------------------
»»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««<
» »>( STREET TABLE SECTION # 1 USED)« «<
UPSTREAM ELEVATION(FEET) = 991.19 DOWNSTREAM ELEVATION(FEET) = 983.46
STREET LENGTH(FEET) = 1473.56 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 36.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00
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) = 0.0150
Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200
* *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.98
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.43
HALFSTREET FLOOD WIDTH(FEET) = 13.51
AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.98
PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.85
STREET FLOW TRAVEL TIME(MIN.) = 12.43 TC(MIN.) = 23.56
20 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.011
CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7921
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 2.70 SUBAREA RUNOFF(CFS) = 4.30
TOTAL AREA(ACRES) = 3.40 PEAK FLOW RATE(CFS) = 6.09
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.48 HALFSTREET FLOOD WIDTH(FEET) = 16.12
FLOW VELOCITY(FEET /SEC.) = 2.18 DEPTH *VELOCITY(FT *FT /SEC.) = 1.05
LONGEST FLOWPATH FROM NODE 1.00 TO NODE 5.00 = 1796.69 FEET.
FLOW PROCESS FROM NODE
- - - - -- 5_00 -TO- NODE
- - - -- -6_00 IS CODE = 21
----------------- - - - - -- --------------------------
» » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «<
---------------------------------------- -----------------
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS CONDOMINIUM
TC = K* {(LENGTH * °•3) /(ELEVATION CHANGE)]* *.2
INITIAL SUBAREA FLOW- LENGTH(FEET) = 286.10
UPSTREAM ELEVATION(FEET) = 983.46
DOWNSTREAM ELEVATION(FEET) = 982.38
ELEVATION DIFFERENCE(FEET) = 1.08
TC = 0.359•[( 286.10• *3) /( 1.08)]• *.2 = 10.533
20 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.210
CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8225
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 1.06
TOTAL AREA(ACRES) = 0.40 TOTAL RUNOFF(CFS) = 1.06
Page 3
AVE54- 20.TXT
FLOW PROCESS FROM NODE 6.00 TO NODE 7.00 IS CODE = 62
----------------------------------------------------------------------------
» »>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «<
»» >( STREET TABLE SECTION # 1 USED) « «<
UPSTREAM ELEVATION(FEET) = 982.38 DOWNSTREAM ELEVATION(FEET) = 976.55
STREET LENGTH(FEET) = 1099.97 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 36.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00
' 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) = 0.0150
Manning'S FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200
"TRAVEL TIME'COMPUTED USING ESTIMATED FLOW(CFS) = 2.55
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.38
HALFSTREET FLOOD WIDTH(FEET) = 11.11
AVERAGE FLOW VELOCITY(FEET /SEC.) = , 1.79
PRODUCT OF DEPTH &VELOCITY(FT ~FT /SEC.) = 0.68
STREET FLOW TRAVEL TIME(MIN.) = 10.24 TC(MIN.) = 20.77
20 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.164
CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7973
' SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 1.70 SUBAREA RUNOFF(CFS) = 2.93
TOTAL AREA(ACRES) = 2.10 PEAK FLOW RATE(CFS) = 3.99
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.43 HALFSTREET FLOOD WIDTH(FEET) = 13.51
FLOW VELOCITY(FEET /SEC.) = 1.98 DEPTH *VELOCITY(FT*FT /SEC.) = 0.85
LONGEST FLOWPATH FROM NODE 5.00 TO NODE 7.00 = 1386.07 FEET.
FLOW PROCESS FROM NODE 7.00 TO NODE 8.00 IS CODE = 21
----------------------------------------------------------------------------
- - » »> RATIONAL - METHOD- INITIAL - SUBAREA - ANALYSIS < << < < --------------- - - - - --
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS CONDOMINIUM
' TC = K*[(LENGTH*°3) /(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW- LENGTH(FEET) = 285.24
UPSTREAM ELEVATION(FEET) = 976.55
DOWNSTREAM ELEVATION(FEET) = 975.15
' ELEVATION DIFFERENCE(FEET) = 1.40
TC = 0.359[( 285.24=''3)/( 1.40)]'° =•.2 = 9.982
20 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.311
CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8243
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 1.23
TOTAL AREA(ACRES) = 0.45 TOTAL RUNOFF(CFS) = 1.23
-- FLOWA PROCESS -FROM -NODE
- - - -- -8.,00 TO NODE ^ ^9.00 IS ^ CODE ^ = ,21
» »> RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «<
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS CONDOMINIUM
TC = K*[(LENGTH **3) /(ELEVATION CHANGE)] * *.2
I Page 4
AVE54- 20.TXT
INITIAL SUBAREA FLOW- LENGTH(FEET) = 836.88
UPSTREAM ELEVATION(FEET) = 975.15
DOWNSTREAM ELEVATION(FEET) = 971.02
ELEVATION DIFFERENCE(FEET) = 4.13
TC = 0.359'[( 836.88=°3)/( 4.13)1 * *.2 = 15.337
20 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.581
CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8091
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) 6.49
TOTAL AREA(ACRES) = 3.11 TOTAL RUNOFF(CFS) = 6.49
' END OF STUDY SUMMARY:=°======-=--===-----========= --= --============= = = = = ==
TOTAL AREA (ACRES) 3.11 TC(MIN.) = 15.34
PEAK FLOW RATE(CFS) = 6.49
==-=-==-=-=----=-=---=--==-=-----===================================== = = = = ==
--------------------------------------------- -------------
END OF RATIONAL METHOD ANALYSIS
1
Page 5
sisJ,-�)VNV Wxous-x��,�-oo c
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AVE54- 100.TXT
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON
RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT
(RCFC &WCD) 1978 HYDROLOGY MANUAL
(c) Copyright 1982 -2004 Advanced Engineering Software (aes)
(Rational Tabling Version 6.OD)
Release Date: 01/01/2004 License ID 1566
Analysis prepared by:
RCE Consultants, Inc.
one ]enner street, suite 200
Irvine, CA 92618
(949) 453 -0111
DESCRIPTION OF STUDY
MADISON CLUB - 100 YEAR
AVENUE 54
MARCH 10, 2006
FILE NAME: AVE54.DAT
TIME /DATE OF STUDY: 15:00 03/10/2006
- -
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
----------------------------------------------------------------------------
USER SPECIFIED STORM EVENT(YEAR) = 100.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE
FOR FRICTION SLOPE
= 0.95
10- YEAR' .STORM 10- MINUTE INTENSITY(INCH /HOUR) =
2.830
10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) _
1.000
100 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR)
= 4.520
100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR)
= 1.600
SLOPE OF 10 -YEAR INTENSITY - DURATION CURVE = 0.5805893
SLOPE OF 100 -YEAR INTENSITY- DURATION CURVE =
0.5796024
COMPUTED RAINFALL INTENSITY DATA:
STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH /HOUR)
= 1.600
SLOPE OF INTENSITY DURATION CURVE = 0.5796
RCFC &WCD HYDROLOGY MANUAL "C "- VALUES USED FOR
RATIONAL METHOD
NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC
&WCD HYDROLOGY MANUAL
AND IGNORE OTHER CONFLUENCE COMBINATIONS
FOR DOWNSTREAM ANALYSES
'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 36.0 20.0 0.020/0.020/0.020 0.67
2.00 0.0313 0.167
0.0150
2 19.0 14.0 0.020/0.100/0.050 0.50
5.00 0.0100 0.010
0.0150
GLOBAL STREET FLOW -DEPTH CONSTRAINTS:
' 1. Relative Flow -Depth = 1.00 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 1.00 TO NODE 2.00 IS CODE = 21
----------------------------------------------------------------------------
» »> RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «<
---------------------------------- --------------------------
ASSUMED INITIAL SUBAREA UNIFORM
'u
Page 1
'DEVELOPMENT IS CONDOMINIUM AVE54- 100.TXT
TC = K *[(LENGTH=' *3) /(ELEVATION CHANGE)] * *.2
' INITIAL SUBAREA FLOW- LENGTH(FEET) = 101.46
UPSTREAM ELEVATION(FEET) = 992.37
DOWNSTREAM ELEVATION(FEET) = 992.27
ELEVATION DIFFERENCE(FEET) = 0.10
' TC = 0.359 *[( 101.46 * *3) /( 0.10)] * *.2 = 9.102
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.773
CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8433
SOIL CLASSIFICATION IS "B"
' SUBAREA RUNOFF(CFS) = 0.89
TOTAL AREA(ACRES) = 0.22 TOTAL RUNOFF(CFS) = 0.89
' FLOW PROCESS FROM NODE 2.00 -TO- NODE - - - - -- 3_00 -IS -CODE = 62
------------------
» » >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««<
»» >( STREET .TABLE SECTION # 1 USED) « «<
' UPSTREAM ELEVATION(FEET) = 992.27 DOWNSTREAM ELEVATION(FEET) = 990.41
STREET LENGTH(FEET) = 436.28 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 36.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00
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) = 0.0150
Manning's.FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200
r* *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.89
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.44
' HALFSTREET FLOOD WIDTH(FEET) = 14.00
AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.81
PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.79
STREET FLOW TRAVEL TIME(MIN.) = 4.03 TC(MIN.) = 13.13
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.861
CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8328
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 1.85 SUBAREA RUNOFF(CFS) = 5.95
' TOTAL AREA(ACRES) = 2.07 PEAK FLOW RATE(CFS) = 6.83
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.51 HALFSTREET FLOOD WIDTH(FEET) = 17.60
FLOW VELOCITY(FEET /SEC.) = 2.08 DEPTH='VELOCITY(FT *FT /SEC.) = 1.06
LONGEST FLOWPATH FROM NODE 1.00 TO NODE 3.00 = 537.74 FEET.
' FLOW PROCESS FROM NODE ---- 1_00 -TO - NODE
------ 4_00 -IS CODE = 21
----------------------
» »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «<
------------------------------- -------------------------
' ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS CONDOMINIUM
TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2
INITIAL SUBAREA FLOW- LENGTH(FEET) = 323.13
UPSTREAM ELEVATION(FEET) = 992.37
DOWNSTREAM ELEVATION(FEET) = 991.19
ELEVATION DIFFERENCE(FEET) = 1.18
TC = 0.359 *[( 323.13 * *3) /( 1:18)] * *.2 = 11.132
' Page 2
I
Ll
E
n
1
AVE54- 100.TXT
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.248
CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8377
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 2.49
TOTAL AREA(ACRES) = 0.70 TOTAL RUNOFF(CFS) = 2.49
FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 62
--------- - - - - --
» » >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA « «<
» » >( STREET TABLE SECTION # 1 USED) « «<
------------------------------------------ -----------------------
UPSTREAM ELEVATION(FEET) = 991.19 DOWNSTREAM ELEVATION(FEET) = 983.46
STREET LENGTH(FEET) = 1473.56 CURB HEIGHT(INCHES) = 8.0.
STREET HALFWIDTH(FEET) = 36.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00
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) = 0.0150
Manning'S FRICTION FACTOR for Back -of -walk Flow Section = 0.0200
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.65
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.47
HALFSTREET FLOOD WIDTH(FEET) = 15.64
AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.14
PRODUCT:OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.01
STREET FLOW TRAVEL TIME(MIN.) = 11.47 TC(MIN.) = 22.60
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.818
CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8146
SOIL CLASSIFICATION IS "B"
' SUBAREA AREA(ACRES) = 2.70 SUBAREA RUNOFF(CFS) = 6.20
TOTAL AREA(ACRES) = 3.40 PEAK FLOW RATE(CFS) = 8.69
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.53 HALFSTREET FLOOD WIDTH(FEET) = 18.62
FLOW VELOCITY(FEET /SEC.) = 2.38 DEPTH *VELOCITY(FT *FT /SEC.) = 1.26
LONGEST FLOWPATH FROM NODE 1.00 TO NODE 5.00 = 1796.69 FEET.
1
-- FLOW - PROCESS FROM NODE 5.00 TO NODE
600 IS CODE = 21
---------------------------------------------------------------------
» » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «<
-------------------------------------------- ------
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS CONDOMINIUM
TC = K *[(LENGTH" *3) /(ELEVATION CHANGE)] * *.2
INITIAL SUBAREA FLOW- LENGTH(FEET) = 286.10
UPSTREAM ELEVATION(FEET) = 983.46
DOWNSTREAM ELEVATION(FEET) = 982.38
ELEVATION DIFFERENCE(FEET) = 1.08
TC = 0.359 *[( 286.10 * *3) /( 1.08)] * *.2 = 10.533
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.386
CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8393
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 1.47
TOTAL AREA(ACRES) = 0.40 TOTAL RUNOFF(CFS) = 1.47
Page 3
L
' -- FLOW - PROCESS - FROM �NODE
- - - - -- 8.00 -TO- NODE
- - - - -- 9.'00 -IS- CODE -=- A21�--- - - - - --
» » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««<
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS CONDOMINIUM
TC = K*[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2
I Page 4
AVE54- 100.TXT
FLOW PROCESS FROM NODE 6.00 TO NODE 7.00 IS CODE = 62
----------------------------------------------------------------------------
» » >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA « «<
'
»» >( STREET TABLE SECTION # 1 USED) ««<
UPSTREAM ELEVATION(FEET) = 982.38 DOWNSTREAM ELEVATION(FEET) =
976.55
STREET LENGTH(FEET) = 1099.97 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 36.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET)'= 20.00
'
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) =
0.0150
Manning'S FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200
'
"TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.61
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.42
HALFSTREET FLOOD WIDTH(FEET) = 12.96
AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.93
'
PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.81
STREET FLOW TRAVEL TIME(MIN.) = 9.49 TC(MIN.) = 20.02
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.022
CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8189
SOIL CLASSIFICATION IS "B"
'
SUBAREA AREA(ACRES) = 1.70 SUBAREA RUNOFF(CFS) = 4.21
TOTAL AREA(ACRES) = 2.10 .PEAK FLOW RATE(CFS) =
5.68
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.47 HALFSTREET FLOOD WIDTH(FEET) = 15.64
FLOW VELOCITY(FEET /SEC.) = 2.15 DEPTH *VELOCITY(FT *FT /SEC.) =
1.01
LONGEST FLOWPATH FROM NODE 5.00 TO NODE 7.00 = 1386.07
FEET.
FLOW PROCESS FROM NODE. 7.00 TO NODE 8.00 IS CODE = 21
----------------------------------------------------------------------------
»»>RATIONAL- METHOD INITIAL SUBAREA ANALYSIS < < < < <
-- - - - ---------------------
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS CONDOMINIUM
TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)]"*.2
INITIAL SUBAREA FLOW- LENGTH(FEET) = 285.24
UPSTREAM ELEVATION(FEET) = 976.55
DOWNSTREAM ELEVATION(FEET) = 975.15
ELEVATION DIFFERENCE(FEET) = 1.40
'
TC = 0.359*[( 285.24 * *3) /( 1.40)] * .2 = 9.982
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.525
CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8408
SOIL CLASSIFICATION IS "B"
'
SUBAREA RUNOFF(CFS) = 1.71
TOTAL AREA(ACRES) = 0.45 TOTAL RUNOFF(CFS) = 1.71
' -- FLOW - PROCESS - FROM �NODE
- - - - -- 8.00 -TO- NODE
- - - - -- 9.'00 -IS- CODE -=- A21�--- - - - - --
» » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««<
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS CONDOMINIUM
TC = K*[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2
I Page 4
it
' AVE54- 100.TXT
INITIAL SUBAREA FLOW- LENGTH(FEET) = 836.88
UPSTREAM ELEVATION(FEET) = 975.15
' DOWNSTREAM ELEVATION(FEET) = 971.02
ELEVATION DIFFERENCE(FEET) = 4.13
TC = 0.359=[( 836.88 * *3) /( 4.13)] * *.2 = 15.337
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.528
CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8279
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 9.08
TOTAL AREA(ACRES) = 3.11 TOTAL RUNOFF(CFS) = 9.08
' END OF STUDY SUMMARY:=°____________________ _______________________________
TOTAL AREA(ACRES) 3.11 TC(MIN.) = 15.34
PEAK FLOW RATE(CFS) = 9.08
--------------------------------------------------- ----------
END OF RATIONAL METHOD ANALYSIS
I I a
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Page 5
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LINE7A.OUT
0 FILE: LINE7A.WSW
W S P
G W-
CIVILDESIGN
Version
14.06
PAGE 1
Program
Package Serial Number:
1735
WATER
SURFACE
PROFILE
LISTING
Date: 3 -10 -2006
Time:
1:51:21
Madison
Club
Line 7a preliminary run
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1-
PIPE
0 FILE: LINE7A.WSW
W S P
G W-
CIVILDESIGN Version 14.06
PAGE 2
.Program
Package Serial
Number: 1735
WATER
SURFACE
PROFILE LISTING
Date: 3 -10 -2006 Time:
1:51:21
Madison club
Line 7a preliminary run
11/23/05
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1-
PIPE
0 FILE: LINE7A.WSW
W S P
G W-
CIVILDESIGN Version
14.06
PAGE
Program
Package Serial Number: 1735
WATER
SURFACE
PROFILE LISTING
Date: 3 -10 -2006
Time:
1:51:21
Madison Club
Line 7a preliminary run
11/23/05
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Page 2
Page 1
line17a.OUT
0 FILE: LINEI7A.WSW
W S
P G W-
CIVILDESIGN Version 14.06
PAGE 1
Program
Package serial
Number: 1735
WATER
SURFACE
PROFILE LISTING
Date: 3 -10 -2006
Time:
1:55:34
Madison Club
100 yr
Line 17a
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1-
PIPE
0 FILE: LINEI7A.WSW
W S
P G W- CIVILDESIGN Version 14.06
PAGE 2
Program
Package Serial Number: 1735
WATER
SURFACE
PROFILE LISTING
Date: 3 -10 -2006
Time:
1:55:34
Madison Club 100 yr
Line 17a
11/23/05
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0 FILE: LINEI7A.WSW
W S P
G W-
CIVILDESIGN Version
14.06
PAGE
3
Program
Package Serial Number: 1735
WATER
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PROFILE LISTING
Date: 3 -10 -2006
Time:
1:55:34
Madison
Club 100 yr
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0 FILE: LINEI7A.WSW
W S
P G W-
CIVILDESIGN Version 14.06
PAGE 4
Program
Package Serial Number: 1735
WATER
SURFACE PROFILE LISTING
Date: 3 -10 -2006
Time:
1:55:34
Madison
club
100 yr
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17a
11/23/05
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LINEI8A.OUT
0 FILE: LINEI8A.WSW W s P G W - CIVILDESIGN Version 14.06 PAGE 1.
Program Package Serial Number: 1735
Madison Club 100 yr WATER SURFACE PROFILE LISTING Date: 3 -10 -2006 Time: 1:59:12
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0 FILE: LINEI8A.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 2
Program Package serial Number: 1735
Madison Club 100 yr WATER SURFACE PROFILE LISTING Date: 3 -10 -2006 Time: 1:59:12
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2128.496
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968.815
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969.599
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9.53
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2133.231
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969.058
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2136.889
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2139.763
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PIPE
0 FILE: LINEI8A.WSW
W S P
G W -
CIVILDESIGN Version
14.06
PAGE
?
Program
Package Serial Number: 1735
WATER
SURFACE
PROFILE LISTING
Date: 3 -10 -2006
Time:
1:59:12
Madison
Club 100
yr
Line
18a
2/28/06
I
invert I
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2146.940
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2
Page 3
LINEI8A.OUT
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2147.371
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Page 3
=I r
LINEI8B.OUT
0 FILE: LINEI8B.WSW W S P G W- CIVILDESIGN version 14.06 PAGE 1
Program Package Serial Number: 1735
WATER SURFACE PROFILE LISTING Date: 3 -10 -2006 Time: 2: 9:27
MADISON CLUB 100 YR
LINE 18B
rt A irrt A rt rt rtrt rt k k k A rt rtrt rt A rt is it is A it A A it rt rt rt it is i irfr A A A A A A A A '.rk k k k k A k A A k rtrt rt rt k k k rt A A A rt k A rt A A rt k rt k irk k A A A A rt A A rt A A rt A A rt rt rt rt rt rt A rt k A rtrtrt A rt rt rt rt A k k k A k k A A k A A rt rt rt A rt rt rt rt
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6.253 I .0088 .0013 .01 1.19 .38 .63 .013 .00 .00 PIPE
I I I I I I I I I I I
3006.253 969.845 1.134 970.979 3.63 2.53 .10 971.08 .00 .73 1.29 1.500 .000 .00 '1 .0
-I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1-
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3011.803 969.894 1.083 970.978 3.63 2.66 .11 971.09 .00 .73 1.34 1.500 .000 .00 1 .0
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3021.253 969.978 .994 970.971 3.63 2.92 .13 971.10 .00 .73 1.42 1.500 .000 .00 1 .0
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3025.288 970.013 .953 970.967 3.63 3.06 .15 971.11 .00 .73 1.44 1.500 .000 .00 1 .0
-I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1-
3.609 I .0088 .0024 .01 .95 .60 .63 .013 .00 .00 PIPE
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3028.897 970.045 .915 970.961 3.63 3.21 .16 971.12 .00 .73 1.46 1.500 .000 .00 1 .0
-I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- (-
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3032.092 970.073 .880 970.953 3.63 3.37 .18 971.13 .00 .73 1.48 1.500 .000 .00 1 .0
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3034.875 970.098 .846 970.944 3.63 3.53 .19 971.14 .00 .73 1.49 1.500 .000 .00 1 .0
-I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1-
.746 .0088 .0034 .00 .85 .75 .63 .013 .00 .00 PIPE
0 FILE: LINEI8B.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 2
Program Package serial Number: 1735
WATER SURFACE PROFILE LISTING Date: 3 -10 -2006 Time: 2: 9:27
MADISON CLUB 100 YR
LINE 18B
2/28/06
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-I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I-
Page 1
Page 2
LINEI8B.OUT
HYDRAULIC
JUMP
3035.621
-I-
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970.105
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I
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970.734
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3.63
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3229.824
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971.820
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3.63
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PIPE
3257.023
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972.060
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3.63
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3264.014
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972.122
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3.63
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3266.584
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3267.230
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Page 2
= = r s i M = = = = M = = = r = = M r
LINE25H.OUT
0 FILE: LINE25H.WSW
W S P
G W-
CIVILDESIGN Version
14.06
PAGE 1
Program
Package serial Number: 1735
WATER
SURFACE PROFILE
LISTING
Date: 3 -10
-2006
Time:
4:25:34
MADISON CLUB
100 YR
LINE 25H
1 invert I
Depth
I water
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Vel I
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I Super
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8069.280
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963.490
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8226.271
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1.165
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1.500
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I
1 .0
HYDRAULIC
JUMP
0 FILE: LINE25H.WSW
W S P
G W- CIVILDESIGN
Version
14.06
PAGE 2
Program
Package serial
Number: 1735
WATER
SURFACE PROFILE LISTING
Date: 3 -10 -2006
Time:
4:25:34
MADISON
CLUB 100 YR
LINE
25H
3/10/06
I
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Page 2
LINE25H.OUT
8226.271
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Page 2
i i S == M M = == M M
LINE25D.OUT
0 FILE: LINE25D.WSW
W S P
G W-
CIVILDESIGN Version 14.06
PAGE 1
Program
Package Serial
Number: 1735
WATER
SURFACE PROFILE
LISTING
Date: 3 -10 -2006
Time:
3: 2:26
MADISON CLUB
100 YR
LINE2SD
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(PIPE
0 FILE: LINE25D.WSW
W S P
G W- CIVILDESIGN version 14.06
.001
.00
PAGE 2
Program
Package Serial
Number:
1735
WATER
SURFACE PROFILE LISTING
Date: 3 -10
-2006 Time:
3: 2:26
MADISON CLUB 100 YR
LINE25D
11/17/05
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Page 2
M M M M M M r = = M= r = = == M
LINE25G.OUT
0 FILE: LINE25G.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 1
Program Package Serial Number: 1735
WATER SURFACE PROFILE LISTING Date: 3 -10 -2006 Time: 4:24:37
MADISON CLUB 100 YR
LINE 25G
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CB #1- SIZE10.txt
»» SUMP TYPE BASIN INPUT INFORMATION ««
---------------------------------------------------------------------- - - - - --
Curb Inlet Capacities are approximated based on the Bureau of
Public Roads nomograph plots for flowby basins and sump basins.
BASIN INFLOW(CFS) = 4.10
BASIN OPENING(FEET) = 1.00
DEPTH OF WATER(FEET) = 0.43
» »CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 4.71
Page 1
CB #1- DEPTHIO.txt
»» STREETFLOW MODEL INPUT INFORMATION ««
CONSTANT STREET GRADE(FEET /FEET) = 0.005000
CONSTANT STREET FLOW(CFS) = 4.10
AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000
' CONSTANT SYMMETRICAL STREET HALF- WIDTH(FEET) = 34.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 34.00
INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020000
CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.67
CONSTANT SYMMETRICAL GUTTER- WIDTH(FEET) = 2.00
CONSTANT SYMMETRICAL GUTTER- LIP(FEET) = 0.03125
CONSTANT SYMMETRICAL GUTTER- HIKE(FEET) = 0.16700
t FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS
---------------------------------------------------
STREET FLOW MODEL RESULTS:
----------------------------------------------------------------------------
STREET FLOW DEPTH(FEET) = 0.43
HALFSTREET FLOOD WIDTH(FEET) = 13.75
AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.97
PRODUCT OF DEPTH &VELOCITY = 0.85
F�
Page 1
CB #1- SIZE100.txt
»» SUMP TYPE BASIN INPUT
INFORMATION««
----------------------------------------------------------------------------
Curb Inlet Capacities
are approximated based on the Bureau of
Public Roads nomograph
plots for flowby basins and sump basins.
BASIN INFLOW(CFS) =
6.83
BASIN OPENING(FEET) =
1.00
DEPTH OF WATER(FEET) =
0.51
»»CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 6.07
�
USE -7.6 S ,j MP 3Prsir(
1
1
`
1
i
Page 1
CB #1- DEPTH100.txt
»» STREETFLOW MODEL INPUT INFORMATION««
1 ---------------------------------------------------------------
CONSTANT STREET GRADE(FEET /FEET) = 0.005000
CONSTANT STREET FLOW(CFS) = 6.83
AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000
' CONSTANT SYMMETRICAL STREET HALF- WIDTH(FEET) = 34.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 34.00
INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020000
' CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.67
CONSTANT SYMMETRICAL GUTTER- WIDTH(FEET) = 2.00
CONSTANT SYMMETRICAL GUTTER- LIP(FEET) = 0.03125
CONSTANT SYMMETRICAL GUTTER- HIKE(FEET) = 0.16700
' FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS
------------------------------------------------------
STREET FLOW MODEL RESULTS:
----------------------------------------------------------------------------
STREET FLOW DEPTH(FEET) = 0.51
' HALFSTREET FLOOD WIDTH(FEET) = 17.50
AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.10
PRODUCT OF DEPTH &VELOCITY = 1.07
1�
Page 1
n
CB #2- SIZE10.txt
»» FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION««
---------------------------------------------------------------------- - - - - --
Curb Inlet Capacities are approximated based on -the Bureau of
Public Roads nomograph plots for flowby basins and sump basins.
STREETFLOW(CFS) = 5.15
GUTTER FLOWDEPTH(FEET) = 0.47
BASIN LOCAL DEPRESSION(FEET) = 0.33
----------------------------------------------------------------------------
FLOWBY BASIN
ANALYSIS RESULTS:
BASIN WIDTH
1.14
FLOW INTERCEPTION
0.80
_ 3 C FS �IN
75 `%a -
S • 1 S
cF5
x
1.50
1.50
1.04
2.00
1.37
2.50
1.69
01C
3.00
2.00
3.50
2.31
4.00
2.58
4.50
2.83
Lk
5.00
3.07
_
5.50
3.31
O 31
6.050
3.75
7.00
3.94
7.50
4.12
8.00.
4.28
8.50
4.44
9.00
4.58
9.50
4.72
10.00
4.84
10.50
4.96
11.00
5.08
11.35
5.15
Page 1
...................... ............................................ CB# 2^ DEPTHIO^ txt... ............................... ........
»» STREETFLOW MODEL INPUT INFORMATION ««
---------------------------------------------------------------
' CONSTANT STREET GRADE(FEET /FEET) = 0.005000
CONSTANT STREET FLOW(CFS) = 5.15
AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000
CONSTANT SYMMETRICAL STREET HALF- WIDTH(FEET) = 34.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 34.00
INTERIOR STREET CROSSFALL(DECIMAL) 0.020000
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020000
' CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.67
CONSTANT SYMMETRICAL GUTTER- WIDTH(FEET) = 2.00
CONSTANT SYMMETRICAL GUTTER- LIP(FEET) = 0.03125
CONSTANT SYMMETRICAL GUTTER- HIKE(FEET) = 0.16700
FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS
------------------------------------------------------- - - ----
STREET FLOW MODEL RESULTS:
----------------------------------------------------------------------------
STREET FLOW DEPTH(FEET) = 0.47
HALFSTREET FLOOD WIDTH(FEET) = 15.50
AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.99
PRODUCT OF DEPTH &VELOCITY = 0.93
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CB #2- SIZE100.txt
»» FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION««
---------------------------------------------------------------------- - - - - --
Curb Inlet Capacities are approximated based on the Bureau of
Public Roads nomograph plots for flowby basins and sump basins.
STREETFLOW(CFS) = 8.69
GUTTER FLOWDEPTH(FEET) = 0.53
BASIN LOCAL DEPRESSION(FEET) = 0.33
----------------------------------------------------------------------------
FLOWBY BASIN
ANALYSIS RESULTS:
BASIN WIDTH
FLOW INTERCEPTION
g, (og CF-5 �(
]5% - % S 2 C- 5 0111
1.69
1.39
2.00
1.63
2.50
.2.01
3.00
2.38
i
3.50
2.75
10 FLOW
6y - (o.SS C-FS
4.00
3.12
4.50
3.48
5.00
3.84
5.50
4.15
6.00
4.44
C.FS
6.50
4.73
7.00
5.01
7.50
8.00
5.29
5.56
Z . I I C- F'S
ay - pASS T�
8.50
9.00
5.83
6.08
C-b 3
9.50
6.33
10.00
6.55
10.50
6.77
11.00
6.97
11.50
7.16
12.00
7.34
12.50
7.52
13.00
7.68
13.50
7.83
14.00
7.98
14.50
8.12
15.00
8.25
15.50
8.38
16.00
8.50
16.50
8.61
16.88
8.69
Page 1
f
CB #2- DEPTH100.txt ^^ ^ ^^ ^^^^ ^^
»» STREETFLOW MODEL INPUT INFORMATION ««
---------------------------------------------------------------
' CONSTANT STREET GRADE(FEET /FEET) = 0.005000
'CONSTANT STREET FLOW(CFS) = 8.69
AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000
CONSTANT SYMMETRICAL STREET HALF- WIDTH(FEET) = 34.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 34.00
INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020000
CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.67
CONSTANT SYMMETRICAL GUTTER- WIDTH(FEET) = 2.00
CONSTANT SYMMETRICAL GUTTER- LIP(FEET) = 0.03125
CONSTANT SYMMETRICAL GUTTER- HIKE(FEET) = 0.16700
FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS
------------------------------------------------------ ------
STREET FLOW MODEL RESULTS:
----------------------------------------------------------------------------
STREET FLOW DEPTH(FEET) _. 0.53
HALFSTREET FLOOD WIDTH(FEET) = 18.50
AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.41
PRODUCT OF DEPTH &VELOCITY = 1.27
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CB #3- SIZE10.txt
» »FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION ««
---------------------------------------------------------------------- - - - - --
Curb Inlet Capacities are approximated based on the Bureau of
Public Roads nomograph. plots for flowby basins and sump basins.
STREETFLOW(CFS) = 3. 69 = 3 . 38 C r5 1- o • 31 C.FS
GUTTER FLOWDEPTH(FEET) = 0.42
BASIN LOCAL DEPRESSION(FEET) = 0.33
----------------------------------------------------------------------------
FLOWBY BASIN
ANALYSIS RESULTS:
BASIN WIDTH
FLOW INTERCEPTION
O1.00
0.61
3 . (o`C L1 S x
-75 ` 0 � Z . 7 7 C
1.50
0.89
2.00
1.17
2.50
1.45
3.00
1.71
3.50
4.00
1.94
2.15
3 (,Oct cF5
4.50
2.36
5.00
2.56
5.50
2.74
0 .03
6.00
2.90
C 3 -1# y
6.50
3.05
7.00
3..19
7.50
3.31
8.00
3.44
8.50
3.55
9.00
3.66
9.16
3.6
Page 1
CB #3- DEPTHIO.txt ^ ^ ^ ^ ^ ^ ^ ^^^ ^ ^ ^ ^ ^ ^^ ^ ^ ^^
» »STREETFLOW MODEL INPUT INFORMATION ««
CONSTANT STREET GRADE(FEET /FEET) = 0.005000
CONSTANT STREET FLOW(CFS) = 3.69
AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000
CONSTANT SYMMETRICAL-STREET
DISTANCE FROM CRO CROWN 34.00
TOCROSSFALL GRADEBREAK(FEET)34.00
INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020000
CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.67
CONSTANT SYMMETRICAL GUTTER- WIDTH(FEET) = 2.00
CONSTANT SYMMETRICAL GUTTER- LIP(FEET) = 0.03125
CONSTANT SYMMETRICAL GUTTER- HIKE(FEET) = 0.16700
__-- FLOW _ ASSUMED -TO- FILL - STREET _ON_ ONE - SIDE, _ AND - THEN - SPLITS
------ ---- - - - ---
STREET FLOW MODEL RESULTS:
----------------------------------------=-----------------------------------
STREET FLOW DEPTH(FEET) = 0.42
' HALFSTREET FLOOD WIDTH(FEET) = 13.25
AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.90
PRODUCT OF DEPTH &VELOCITY = 0.80
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CB #3- SIZE100.txt
ie it � �s t i.` 'k i.• i; � � � � � � � � � i; is it � � � � � � � is � � it � � � � ',: � � is � � is � is � � � :: � � '. c � = = =' = � ', c is � � � �• � is
»» FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION ««
---------------------------------------------------------------------- - - - - --
Curb Inlet Capacities are approximated based on the Bureau of
Public Roads nomograph plots for flowby basins and sump basins.
STREETFLOW(CFS) = 7.82
GUTTER FLOWDEPTH(FEET) = 0.53
BASIN LOCAL DEPRESSION(FEET) =
5, (,,g GFS fi 2- -14 c- FS
0.33
----------------------------------------------------------------------------
FLOWBY BASIN
ANALYSIS RESULTS:
BASIN WIDTH
FLOW INTERCEPTION
1.52
1.62
75 90 = S . 27 c Fs r� i r1
.00
7. Sz cF s X
2.50
2.00
3.00
2.37
3.50
2.73
4.00
3.10
G� F LoW /
-- S . 9 o CF-S
4.50
3.46
5.00
3.77
5.50
4.06
6.00
4.34
-7, SZ c F5
6.50
7.00
4.62
7. 0
- c qo cFs
50
5.9 7
1 q Z c.Fs
6y T-0
8.00
5.43
8.50
5.67
G6 tk
9.00
5.90
9.50
6.11
10.00
6.31
10.50
6.50
11.00
6.68
11.50
6.85
12.00
7.00
12.50
7.15
13.00
7.29
13.50
7.43
14.00
7.55
14.50
7.67
15.00
7.78
15.19
7.82
Page 1
C
CB #3- DEPTH100.txt
» »STREETFLOW MODEL INPUT INFORMATION««
CONSTANT STREET GRADE(FEET /FEET) = 0.005000
CONSTANT STREET FLOW(CFS) = 7.82
AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000
CONSTANT SYMMETRICAL STREET HALF- WIDTH(FEET) = 34.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET)•= 34.00
INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020000
CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.67
CONSTANT SYMMETRICAL GUTTER- WIDTH(FEET) = 2.00
CONSTANT SYMMETRICAL GUTTER- LIP(FEET) = 0.03125
CONSTANT SYMMETRICAL GUTTER- HIKE(FEET) = 0.16700
_-- _FLOW - ASSUMED -TO- FILL - STREET -ON - ONE _ SIDE, - AND - THEN _SPLITS
-- ----- --- - - - - --
STREET FLOW MODEL RESULTS:
---------------------------------------------=------------------------------
STREET FLOW DEPTH(FEET) = 0.53
HALFSTREET FLOOD WIDTH(FEET) = 18.50
AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.17
PRODUCT OF DEPTH &VELOCITY = 1.14
Page 1
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CB #4- SIZE10.txt
»» FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION««
---------------------------------------------------------------------- - - - - --
Curb Inlet Capacities are approximated based on the Bureau of
Public Roads nomograph plots for flowby basins and sump basins.
STREETFLOW(CFS) = 1.08 = I . °s FS -t 0.03 C F5
GUTTER FLOWDEPTH(FEET) = 0.30
BASIN LOCAL DEPRESSION(FEET) = 0.33
----------------------------------------------------------------------------
FLOWBY BASIN ANALYSIS RESULTS:
BASIN WIDTH FLOW INTERCEPTION
0.38 0.15
0.50 0.19
1.00 0.38
1.50 0.55
2.00 0.69
2.50 0.82
3.00 0.92
3.50 1.02
3.82 1.08
Page 1
' A CB #4- DEPTHlO.txt
»» STREETFLOW MODEL INPUT INFORMATION««
CONSTANT STREET GRADE(FEET /FEET) = 0.005000
CONSTANT STREET FLOW(CFS) = 1.08
AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000
CONSTANT SYMMETRICAL STREET HALF- WIDTH(FEET) = 34.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 34.00
INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020000
CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.67
CONSTANT SYMMETRICAL GUTTER- WIDTH(FEET) = 2.00
CONSTANT SYMMETRICAL GUTTER- LIP(FEET) = 0.03125
CONSTANT SYMMETRICAL GUTTER- HIKE(FEET) = 0.16700
- -- -FLOW - ASSUMED _ TO - FILL - STREET _ON - ONE - SIDE, _ AND THEN_ SPLITS---------- - - - - --
STREET FLOW MODEL RESULTS:
----------------------------------------------------------------------------
STREET FLOW DEPTH(FEET) = 0.30
HALFSTREET FLOOD WIDTH(FEET) = 7.25
AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.51
PRODUCT OF DEPTH &VELOCITY = 0.46
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CB #4- SIZE100.txt
»» FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION ««
---------------------------------------------------------------------- - - - - --
Curb Inlet Capacities are approximated based on the Bureau of
Public Roads nomograph plots for flowby basins and sump basins.
STREETFLOW(CFS) = 3.63 = 1,-71 CF- fi VM7 CFS
GUTTER FLOWDEPTH(FEET) = 0.42
BASIN LOCAL DEPRESSION(FEET) = 0.33
----------------------------------------------------------------------------
FLOWBY BASIN ANALYSIS RESULTS:
BASIN WIDTH
FLOW INTERCEPTION
0.90
0.55
1.00
0.61
1.50
0.89
2.00
1.17
2.50
1.45
3.00
3.50
1.70 ,
1.93 FLOW 6y
4.00
2.14
4.50
2.35
5.00
2.55
5.50
2.73
6.00
2.88
6.50
3.03
7.00
3.16
7.50
3.29
8.00
3.41
8.50
3.52
9.00
3.63
9.01 •
3.63
Page 1
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CB #4- 'DEPTH100.txt ^ ^^^ ^^^ ^ ^ ^^ ^^^ ^ ^^ ^^^
it � � �• � � � � � � k � �. � �..ti � � a. �. a. �. � � � �..r. a. a. �.....r. a.... s. �. �..,..r..r..r. � it � '- � � � a. a..r. �..r. �..r..r. a.... � � � a.... a, ,.. a. �..r..r. a. �. a..,_ .r.
»» STREETFLOW MODEL INPUT INFORMATION««
---------------------------------------------------------------
CONSTANT STREET GRADE(FEET /FEET) = 0.005000
CONSTANT STREET FLOW(CFS) = 3.63
AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000
CONSTANT SYMMETRICAL STREET HALF- WIDTH(FEET) = 34.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 34.00
INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020000
CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.67
CONSTANT SYMMETRICAL GUTTER- WIDTH(FEET) = 2.00
CONSTANT SYMMETRICAL GUTTER- LIP(FEET) = 0.03125
CONSTANT SYMMETRICAL GUTTER- HIKE(FEET) = 0.16700
FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS
--------------------------------------------------
STREET FLOW MODEL RESULTS:
----------------------------------------------------------------------------
STREET FLOW DEPTH(FEET) = 0.42
HALFSTREET FLOOD WIDTH(FEET) = 13.25
AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.87
PRODUCT OF DEPTH &VELOCITY = 0.79
Page 1
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CB #5- SIZE10 ^txt ^ ^ ^ ^^^^^ ^^
»» SUMP TYPE BASIN INPUT INFORMATION ««
----------------------------------------------------------------------------
curb Inlet capacities are approximated based on the Bureau of
Public Roads nomograph plots for flowby basins and sump basins.
BASIN INFLOW(CFS) = 5.54
BASIN OPENING(FEET) = 1.00
DEPTH OF WATER(FEET) = 0.47
» »CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 5.57
1 ____________ _____________________________ __
Page 1
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' CB #5-DEPTH10.txt
»» STREETFLOW MODEL INPUT INFORMATION««
CONSTANT STREET GRADE(FEET /FEET) = 0.005000
CONSTANT STREET FLOW(CFS) = 5.54
AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000
' CONSTANT SYMMETRICAL STREET HALF- WIDTH(FEET) = 34.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 34.00
INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020000
CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.67
CONSTANT SYMMETRICAL GUTTER- WIDTH(FEET) = 2.00
CONSTANT SYMMETRICAL GUTTER- LIP(FEET) = 0.03125
CONSTANT SYMMETRICAL GUTTER- HIKE(FEET) = 0.16700
FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS
--------------------------------------------------------------
STREET FLOW MODEL RESULTS:
----------------------------------------------------------------------------
STREET FLOW DEPTH(FEET) = 0.47
' HALFSTREET FLOOD WIDTH(FEET) = 15.50
AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.14
PRODUCT OF DEPTH &VELOCITY = 1.00
L'
Page 1
CB #5- SIZE100.txt
»» SUMP TYPE BASIN INPUT INFORMATION ««
---------------------------------------------------------------------- - - - - --
Curb Inlet Capacities are approximated based on the Bureau of
Public Roads nomograph plots for flowby basins and sump basins.
BASIN INFLOW(CFS) = 9.08
BASIN OPENING(FEET) = 1.00
DEPTH OF WATER(FEET) = 0.55
»»CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) 7.21
U5 E a 5c) "I C (3/vslN
Page 1
CB #5- DEPTH100.txt ^ ^ ^^^ ^ ^^
»» STREETFLOW MODEL INPUT INFORMATION««
------------------------------- =-------- ------------------------- ----------- -
CONSTANT STREET GRADE(FEET /FEET) = 0.005000
CONSTANT STREET FLOW(CFS) 9.08
AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000
' CONSTANT SYMMETRICAL STREET HALF- WIDTH(FEET) = 34.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 34.00
INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000.
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020000
' CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.67
CONSTANT SYMMETRICAL GUTTER- WIDTH(FEET) = 2.00
CONSTANT SYMMETRICAL GUTTER- LIP(FEET) = 0.03125
CONSTANT SYMMETRICAL GUTTER- HIKE(FEET) = 0.16700
FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS
-------------------------------------------------------
STREET FLOW MODEL RESULTS:
----------------------------------------------------------------------------
' STREET FLOW DEPTH(FEET) = 0.55
HALFSTREET FLOOD WIDTH(FEET) = 19.50
AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.27
PRODUCT OF DEPTH &VELOCITY = 1.25
s
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�J
ST CAP 10.tXt
»» STREETFLOW MODEL INPUT INFORMATION ««
CONSTANT STREET GRADE(FEET /FEET) = 0.005000
CONSTANT STREET FLOW DEPTH(FEET) = 0.59
AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000
CONSTANT SYMMETRICAL STREET HALF- WIDTH(FEET) = 34.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 34.00
INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020000
' CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.67
CONSTANT SYMMETRICAL GUTTER- WIDTH(FEET) = 2.00
CONSTANT SYMMETRICAL GUTTER- LIP(FEET) = 0.03125
CONSTANT SYMMETRICAL GUTTER- HIKE(FEET) = 0.16700
FLOW ASSUMED TO FILL STREET ON ONE SIDE.
-------------------------------------------------------- -----------
STREET FLOW MODEL RESULTS:
----------------------------------------------------------------------------
' STREET FLOW DEPTH(FEET) = 0.59
HALFSTREET FLOOD WIDTH(FEET) = 21.59
HALFSTREET FLOW(CFS) = 12.17
AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.51
' - - -- PRODUCT -OF- DEPTH &VELOCITY - 1.48
fl
Page 1
.......... .......................... .. ...... ST CAP 20 ^txt .......... ......... ...............................
»» STREETFLOW'MODEL INPUT INFORMATION ««
------------------------------------------------------------------
CONSTANT STREET GRADE(FEET /FEET) = 0.005000
CONSTANT STREET FLOW DEPTH(FEET) = 0.59
AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000
CONSTANT SYMMETRICAL STREET HALF- WIDTH(FEET) = 34.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 34.00
INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020000
' CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.67
CONSTANT SYMMETRICAL GUTTER- WIDTH(FEET) = 2.00
CONSTANT SYMMETRICAL GUTTER- LIP(FEET) = 0.03125
CONSTANT SYMMETRICAL GUTTER- HIKE(FEET) = 0.16700
FLOW ASSUMED TO FILL STREET ON ONE SIDE.
---------------------------------------------------- ------
STREET FLOW MODEL RESULTS:
----------------------------------------------------------------------------
STREET FLOW DEPTH(FEET) = 0.59
HALFSTREET FLOOD WIDTH(FEET).= 21.59
HALFSTREET FLOW(CFS) = 12.17
AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.51
PRODUCT OF DEPTH &VELOCITY = 1.48
F7
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Page 1
........ ......... ...........................ST., CAP ^ 100^ txt... ............................... ................
»»STREETFLOW MODEL INPUT INFORMATION ««
-------------------------------------------------------------------
CONSTANT STREET GRADE(FEET /FEET) = 0.005000
CONSTANT STREET FLOW DEPTH(FEET) = 0.67
AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000
CONSTANT SYMMETRICAL STREET HALF- WIDTH(FEET) = 34.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 34.00
INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020000
' CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.67
CONSTANT SYMMETRICAL GUTTER- WIDTH(FEET) = 2.00
CONSTANT SYMMETRICAL GUTTER- LIP(FEET) = 0.03125
CONSTANT SYMMETRICAL GUTTER- HIKE(FEET) = 0.16700
FLOW ASSUMED TO FILL STREET ON ONE SIDE.
STREET FLOW MODEL RESULTS:
------------------------------------------7---------------------------------
STREET FLOW DEPTH(FEET) = 0.67
' HALFSTREET FLOOD WIDTH(FEET) _ 25.59
HALFSTREET FLOW(CFS) = 18.81
AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.79
PRODUCT OF DEPTH &VELOCITY = 1.87
---------------------------- - - - - --
11
Page 1
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j •_her `C ,P L1 �,•- ',° -,I. t�` %'.s4. {ti r ��l `•v ^`+it t'�+ 5 l: �,� . li : ` 0;.. (15 "
I I :'.`��'c ?,r . n-,iN . ..t::�.7'�;!�� °� i.J� l�..r -.a o, r it ��r' �• �Z� ,`� •� 1���".�+1..
�� C,i!•j�,: i'. �rj: iC l` '\� -'L �.. _.••.. .. , of 'I: 0 ,
�.r.r`f��5�p�_;'
c• y'�j J•,);Il
' �/ \• ] -
mC30 ill r:' z3 \` ,:+ ^� IB
\ 1 CA O A l . ' H E L ' A ' r I', \� i.,` •`i . �4 • '
17 I 26 _ 25 , ]O ,
.\ 7'—m
3S
` . � ' •'ter,.. �•;� y. _
>5 1 ' i6 i, _ n 31 f•_.::..` ° '\�j3,�
�; , '. SCI,• ^`(' -,Y � p •I cr � � y
9 ♦ 9 1 10 I l IL ,�i r f - O :,n. \u . i'' •• - is
33.43•
1
LEGEND HYDROLOGIC SOILS GROUP MAP
SOILS GROUP BOUNDARY
A SOILS GROUP DESIGNATION FOR
R C F C & W C D MYOMA
' HYDROL dGY MANUAL 0 FEET WOO
PLATE C -1, 37
LEGEND HYDROLOGIC SOILS GROUP MAP
SOILS GROUP BV-WOARY FOR
A SOILS GROUP DESMATION R
R C F C a W C® - RANCHO MIRAGE
HYc)RULOr3Y )MANUAL 0 FEET . 5000
PLATE C -1.48 '
I
RUNOFF INDEX NUMBERS OF HYDROLOGIC SOIL -COVER COMPLEXES FOR PERVIOUS AREAS -AMC II
Cover Type (3) Quality of Soil Group -
Cover (2) A B C D
NATURAL COVERS
Barren
(Rockland, eroded and graded land)
Chaparrel, Broadleaf
(Manzonita, ceanothus and scrub oak)
Chaparrel, Narrowleaf
(Chamise and redshank)
Grass, Annual or Perennial
Meadows or Cienegas
(Areas with seasonally high water table,
Principal vegetation is sod forming grass)
Open Brush
.(Soft wood shrubs - buckwheat, sage, etc.)
Woodland
(Coniferous or broadleaf trees predominate.
Canopy density is at least 50 percent)
Woodland, Grass
{Coniferous or broadleaf trees with canopy
density from 20 to 50 percent)
URBAN COVERS -
Residential or Commercial Landscaping
(Lawn, shrubs, etc.)
Turf
(Irrigated and mowed grass)
AGRICULTURAL COVERS
Fallow
(Land - plowed but not tilled or seeded)
RCFC CD
t'iYDROLOGY l\/)ANUAL
78 186 191 193
Poor
'
70 80 85
Fair
40
63 75
81
Good
31
57
71
78
Poor
71
82
88
91
Fair.
55
72
81
86
Poor
67
78
86
89
Fair.
50
69
79
84
Good
38
61
74
80
Poor
63
77
85
88
.Fair
51
70
80
84
.Good
30
58
72
78
Poor.
62
76
84
88
Fair
46
66
77
83
Good
41
I45
63
75
81
Poor
66.
177
83
Fair
36
60
73
79
Good
28
55
70
77
Poor
57
73
82
86
Fair.
44
65
77
82
Good
33
58
72
79
Good 132 156 169 175
Poor
Fair
Good
RUNOFF INDEX
. FOR
PERVIOUS
56 174 183 1117
44 65 77 82
33 58 72 79
76 18S 190 192
NUMBERS
AREAS
PLATE E -6,1 0 of 2)
RUNOFF INDEX NUMBERS OF HYDROLOGIC SOIL -COVER COMPLEXES FOR PERVIOUS AREAS -AMC II
Cover Type (3)
Quality of Soil Group
Cover
(2) .A B C D
'
AGRICULTURAL COVERS (cont.) -
•
Legumes, Close Seeded
'
(Alfalfa, sweetclover, timothy; etc.)
Poor
Good
66 .77 85 89
58
72 81 85
Orchards, Deciduous '
I
(Apples, apricots, pears, walnuts, etc.)
See Note 4
.
Orchards, Evergreen
(Citrus, avocados, etc.)
Poor
Fair
57 73 82 86
44
65 77 82
Good
33 58 72 79
Pasture, Dryland
(Annual grasses)
Poor
67 78 86 89
'
Fair
50 69 79 84
Good
38 61 74 80
Pasture, Irrigated
'
(Legumes and perennial grass)
Poor
Fair
58 74 83 87
44 65 77 82
Good
33 58 72 79
Row Crops
'
(Field crops - tomatoes, sugar beets, etc.)
Poor
Good
72 81 88 9I
67
78 85 89
Small Grain
'
(Wheat,.oats, barley, etc.)
Poor
Good
65 76 84 88
63 75 83 87
Vinevard
I
See Note 4
Notes:
'
1. All runoff index (RI) numbers are for Antecedent
Moisture Condition
(AMC) II.
'
2. Quality of cover definitions:
Poor - Heavily grazed or
regularly burned areas.
Less than 50 per-o
cent of the ground surface is protected by plant cover or brush
and tree canopy.
Fair- Moderate cover with 50 percent to 75 percent of the ground
face protected.
sur-
Good -Heavy or dense cover with more than 75 percent of
the ground
surface protected.
3. See Plate C -2 for a detailed description of cover
types.
4. Use runoff index numbers based on ground cover type. See
discussion
under ."Cover Type Descriptions" on Plate C -2,
j
5. Reference Bibliography item 17.
C F C es WIF C D RUNOFF
INDEX.
NUMBERS
HYDRoL OGY &JANUAL
FOR
PERVIOUS
AREAS
PLATE E- 6.1(2of 2)
ACTUAL IMPERVIOUS COVER
Recommended Value
Land Use (1) Range- Percent For Average
Conditions- Percent(2
Natural or Agriculture 0 - 10 0
Single Family Residential: (.3)
40,000 S. F. (1 Acre) Lots 10 - 25 20
20,000 S. F. (�i Acre) Lots 30 - 45 40
7,200 - 10,000 S. F. Lots 45 - 55 50
Multiple Family Residential:
Condominiums 45 - 70 65
Apartments 65 - 90 80
Mobile Home Park 60 - 65 75
CO- i mLar ciai, Do —n tovi -I -
80 -lu0 gp
Business or Industrial
Notes:,
1. Land use should be based on ultimate development of the watershed.
Long range master plans for, the County, and incorporated cities
should be reviewed to insure reasonable land use assumptions.
2. Recommended values are based on average conditions which may not
apply to a particular study area. The percentage impervious may
vary greatly even on comparable sized lots due to differences in
dwelling size, improvements, etc. Landscape practices should also
be considered as it is common in some areas to use ornamental grav-
els underlain by impervious plastic materials in place of lawns and
shrubs. A field investigation of a study area should always be made,
and a review of aerial photos, where available may assist in estimat-
ing- the percentage of impervious cover in developed areas.
3. For typical. horse ranch subdivisions increase impervious area 5 per-
cent over the values recommended in the table above.
R C F C 'UNCD IMPERVIOUS COVER
HYDROLOGY MANUAL FOR
DEVELOPED AREAS
PLATE E -6.3
1
REVISIONS
POINT
LOW POINT
LEGEND: NOTE: THIS HYDROLOGY MAP REFERS TO
"MADISON CLUB" OVERALL HYDROLOGY
MAP BY RCE DATED MARCH 29, 2005
WATERSHED BOUNDARY AND "MADISON CLUB" STORM DRAIN
IMPROVEMENT PLANS FOR GOLF COURSE
WATERSHED BOUNDARY SUB -AREA (BACK BONE) BY RCE DATED JULY 27, 2005
STORM DRAIN PIPE
WATERSHED BOUNDARY INITIAL SUB -AREA
�X NODE IDENTIFIER
X WATERSHED NUMBER
X. WATERSHED AREA (ACRES)
LP LENGTH OF PIPE
Ai INITIAL AREA (ACRE)
Li INITIAL LENGTH (FEET)
Q10 FLOW CAPTURED AT CB
Q100 FLOW CAPTURED AT CB
XX xxx.x NODE NUMBER / ELEVATION
oxxx.x
XX xxx.x ENV NODE NUMBER / ELEVATION / INVERT ELEVATION
GOLF HOLE
® 7595 Irvine Center Dr. STAMP
Suite 130
P.E. Irvine, Ca. 92618 �OQROFESsin
SIGNATURE Phone: 949.453.0111 SRO L. C, F
® EXP. Fax: 949.453.0411
N0. C46559
wco n s u I to n ts, Inc ■ * EXP. 6 -30 -07
DESIGNED BY: J.K.R. CHECKED BY: J.W.P SCALE: FILE No. sTgTE CIVI�,�P
DATE NO.
DRAWN BY: B.S.W. DATE: 03/13/06 1 1I =200' 0502
Table 2: Catch Basin Summary
Catch Basin #
(Node #)
Type
Sub -Area QI00
Inflow
By -pass
Gutter Flow
De th
Inlet
Length
1 (3)
Sump
6.8 CFS
6.8 CFS
0.0 CFS
0.51 FT
7.0 FT
2 (5)
Flow -by
8.7 CFS
6.6 CFS
2.1 CFS(')
0.53 FT
10.0 FT
3 (7)
Flow -by
5.7 CFS
5.9 CFS
1.9 CFS (')
0.53 FT
9.0 FT
4 (8)
Flow -by
1.7 CFS
3.6 CFS 111
0.0 CFS
0.42 FT
9.0 FT
5 (10)
Sump
9.1 CFS
9.1 CFS
0.0 CFS
0.55 FT
8.0 FT
TOTAL
32.0 CFS
32.0 CFS
HYDROLOGY MAP - OFFSITE STORM
XT- MDC- HYD- SD- AVE54 -01
h
0
i
GRAPHIC SCALE
200 0 100 200 400 800
BENCH MARK DATUM CORRECTION:
( IN FEET)
c
E
I inch = 200 ft.
o
SUBTRACT 1000.00 FEET FROM ALL ELEVATIONS SHOWN
o
HEREON TO REFLECT ACTUAL
MSL ELEVATIONS RELATIVE
E
TO THE BENCH
MARK DATUM.
Q>
BASIS OF BEARINGS
BENCH MARK
APPROVED BY:
CITY OF LA QUINTA
DRAWING NAME:
THE NORTH LINE OF THE NW 1 4
/
HYDROLOGY MAP - OFFSITE STORM
XT- MDC- HYD- SD- AVE54 -01
OF SECTION 9, TOWNSHIP SOUTH,
RANGE 7 EAST, SAN BERNARDINO
PD 3 3W
MONUMENT IN HANDWELL AT THE
DRAIN IMPROVEMENT PLAN
PROJECT No.
BASELINE AND MERIDIAN PER PM
INTERSECTION OF WASHINGTON ST
0001 MDC
44/67 -68 SAID LINE BEARS
& 42 AVENUE ELEV= 117.05'
TIMOTHY R. JONASSON, P.E. DATE
AVENUE 54
N89'46'1 2"E
PUBLIC WORKS DIRECTOR /CITY ENGINEER
TRACT MAP NO. 33076
SHEET 1 OF 1
R.C.E. NO. 45843 EXP. 12 -31 -06
PORTIONS OF SECTION 10 T.6.S. , R.7.E. S.B.M.
i
t
t
f '�*
It
't
a •�
HYIDROLOC,Y,�§ HrRAuUCSST ADY-�r
MADISON Uloot$
(AVenve 5)
Volume HIC
10 -Year, 20 -Year, and 100 -Year Storm
Rational Method Analysis
for
East of Madison, LLC
80 -955 Avenue 52
La Quinta, CA 92253
Prepared by:
L QROFESS/O
�Consulaan s, `In.c.: C 63 M
7595 Irvine Center Drive, Suite 130 EXP. 9 06
Irvine, CA 92618 4P Cl t\ P
949.453.0111 9rEOp CAUF�a�,\
uhder the supervise gn of-
Jeremy W. Patapoff, P.E.
Date prepared:
March 30, 2006
d 5
'Tt
_a-
.E „c
tA.1
%
TABLE OF CONTENTS
I. INTRODUCTION ......................................................... ..............................1
H. METHODOLOGY ........................................................ ............................1 -2
III. STORM WATER RUNOFF ANALYSIS ....:........................ ............................2 -3
IV. STORM DRAIN HYDRAULICS ....................................... ..............................3
V. BIBLIOGRAPHY ......................................................... ..............................3
TECHNICAL APPENDIX
10 -YEAR STORM ANALYSIS
20 -YEAR STORM ANALYSIS
100 -YEAR STORM ANALYSIS
WSPG OUTPUT
CATCH BASIN SIZING
STREET CROSS - SECTION CAPACITY
RIVERSIDE COUNTY FLOOD CONTROL PLATES
HYDROLOGY MAP
� I
� I
I. INTRODUCTION
The purpose of this report is to present the hydrology and hydraulic analysis for the 10 -year, 20-
year and 100 -year storm water discharge for proposed Avenue 52 and Madison Club (Tract
33076 -1) tributary areas. The project area is proposed Avenue 52 located in the City of La
Quinta, California and is bounded by Madison Street (west) and runs approximately 2,500 feet
east along Avenue 52 to the Madison Club entry. The proposed street and adjacent landscape
will consist of approximately 6.20 acres. This report is specific to proposed Avenue 52 only, for
additional references for the complete system analysis, reference "Hydrology Report - Madison
Club 100 -Year Storm Volume and Storage Analysis" (Volume I), "Hydrology and Hydraulics
Study for Madison Club (Golf Course Storm Drain Backbone)" (Volume II) submitted separately.
This report is intended to accompany the "Off -Site Storm Drain Improvement Plans for Avenue
52" plans as Volume IIIC. The reference report "Hydrology Report - Madison Club 100 -Year
Storm Volume and Storage Analysis" (Volume I) was submitted with the "Mass Grading and
Perimeter Wall Plans" and addressed the necessary storage volume to retain all off -site and on-
site runoff generated by the largest 100 -year 24 -hour event based on the Synthetic Unit
Hydrograph method for Madison Club. This report will cover each storm drain main line, which
will include lateral sizing, catch basin sizing, street capacity and compliance with the City's "first
flush" requirement.
This report is intended to provide a comprehensive analysis of Avenue 52 peak storm runoff
volumes and how they are conveyed to retention areas (lakes) within Madison Club. Specifically,
this report will substantiate the "Off -Site Storm Drain Improvement Plans for Avenue 52" design
plans, which will show the catch basin and storm drain pipe system only.
H. METHODOLOGY
Madison Club (on -site) and its perimeter streets (off -site) are hydrologically isolated. All runoff
within the project and a portion of the perimeter streets will be stored on -site. Within the site
there are seven (7) lakes and two (2) low points. Although each watershed drains to a lake or low
point within the golf course, only four (4) of the seven (7) lake features serves as the project's
ultimate storage devices. Each watershed area drains by way of storm drains through the golf
course to these four (4) lakes. From these four (4) lakes the water is discharged to on -site dry
wells. These dry wells are intended to remove water from the site over time and are not
considered part of the routing analysis. The hydrology map in the Technical Appendix shows the
delivery system in each watershed area to the adjacent lake for storage. The reports titled
"Hydrology Report - Madison Club 100 -Year Storm Volume and Storage Analysis" and
"Hydrology and Hydraulics Study for Madison Club (Golf Course Storm Drain Backbone)"
provide the analysis for the storage and routing mentioned.
In this report, watershed areas were modeled according to the Riverside County Flood Control
and Water Conservation District's (RCFC &WCD) Hydrology Manual. Sub areas were created to
represent catch basin collection areas within each watershed. A storm drain line was sized and
will be constructed in each sub -area to convey the peak 100 -year storm runoff to a storage basin
(lake). All runoff within a sub area is intended to flow towards a catch basin, enter the storm
drain pipelines to be conveyed to the respective storage basin (lake).
� I
I I
' The peak storm flow discharge rates from the sub -areas were calculated with integrated rational
method /unit hydrograph method hydrology software available from Advanced Engineering
Software (AES), Version 2001, based on the (RCFC &WCD) Hydrology Manual. The software
was used to analyze the peak discharges generated by a 10 -year, 20 -year and a 100 -year
frequency storm. During analysis, conservative C= values were used (Approximately 0.83 -0.84)
for the rational method analysis of the landscaped and street areas. Street flow time was included,
and the times of concentration and peak runoffs in this report are conservative based on the
assumed C- values. The soil group classified for the project area is type `B" soil. Rainfall
intensity values were developed from the slope of the intensity duration curves RCFC &WCD
Hydrology Manual figure D -4.6.
Pipe hydraulic calculations were performed using the Water Surface Pressure Gradient (WSPG)
software. WSPG software, authorized by CIVILDESIGN Corporation, is based upon the
Manning equation for conduit and channel flow, incorporating principles of continuity and
conservation of energy. Street capacities and catch basin sizing were calculated using AES
software. Curb inlet capacities were based on the Bureau of Public Roads nomograph plots for
flow -by and sump basins.
III. STORM WATER RUNOFF ANALYSIS
Reference the Hydrology Map in the Technical Appendix for relevant analysis information for
sub - areas, catch basins and other hydrologic information for the storm water runoff analysis.
The runoff on the South half of Avenue 52 drains to one (1) main storm drain discharge system:
1B -2 (Line 2H). The sump catch basin within this area received all the respective flow from the
sub -area. All storm drain pipe line sizing was estimated from AES and then confirmed with the
HGL data from WSPG.
Proposed Avenue 52 has a responsibility to convey all storm water runoff from the south half of
Avenue 52 into the Madison Club. A high point at Meriwether directs the majority of the flow to
enter the one (1) sump catch basin in the right hand turn pocket before the Madison Club Entry
with the remaining 150' of Ave 52 draining to the down stream catch basin to the East. Any
remaining flow at the intersection of the project will enter on Meriwether Way (entry to Madison
Club). All storm water will reach retention basin, Lake A within Madison Club.
The following table is a summary of the results of the hydrology analysis for each storm drain
line including: node number, catch basin number, tributary sub -area, tributary surface area, and
sub -area 100 -year flow (Q100)•
Table 1: 100 Year Distribution of Flow
Catch Basin #
ode #
Storm Drain
Line
Tributary
Sub -Area
Tributary
Surface Area
Sub -Area
Q100
1 3
Line 2H
1b-1
6.32 Acres
15.43 CFS
TOTAL
15.43 CFS
Pa
The following table is a summary of the catch basin sizes that were determined from the 100 -year
storm water runoff estimate. Part of the criteria of the catch basin sizing was the following: flow
could not exceed right of way, must maintain one (1) operating lane of traffic in each direction,
and a flow -by catch basin would accept approximately 75% of the flow.
Table 2: Catch Basin Summary
Catch Basin #
ode #
Type
Sub -Area Q100
Inflow
By -pass
Gutter Flow
Depth
Inlet
Length
1 3
Sump
15.43 CFS
15.43 CFS
0.0 CFS
0.63 FT
10.0 FT
TOTAL
15.43
CFS
15.43 CFS
(2) The entry is approximately 40 feet downstream of catch basin #2 and all by -pass storm water flow will enter Madison Club entry and
proceed to Phase 1 storm drain system.
IV. STORM DRAIN HYDRAULICS
The hydraulic analysis was performed utilizing WSPG software to establish the designed pipe
line sizes for all mainlines and laterals to convey water from each respective sub -area to the
storage basins (lakes). The WSPG software created an HGL that was capable of being placed in
the profile section of the design plans utilizing the 100 -year water surface of the storage basins
(lakes). Line 2E connects into the Madison Club Phase 1 Storm Drain System. The 100 -year
HGL was obtained from the design plans of the Madison Club Phase l Storm Drain, and
represents the 100 -year water surface elevation for analysis. The software incorporated all
manholes, junctions, horizontal curves and vertical bends in the analysis. The output reports can
be found in the Technical Appendix for reference.
Note: All supporting documentation is located in the Technical Appendix of this report for
reference.
V. BIBLIOGRAPHY
1. Riverside County Flood Control and Water Conservation District Hydrology Manual
(April 1978).
2. Hydrology Report Madison Club 100 -Year Storm Volume and Storage Analysis
(March 29, 2005).
3. Hydrology and Hydraulics Study for Madison Club (Golf Course Storm Drain Backbone)
Volume H (July 27, 2005).
4. Hydrology and Hydraulics Study for Madison Club Phase 1; Volume IIIA (July 12,
2005).
3
a
SISi.�Ii�N}.' Wz101S21��. -Oi
AVE52- 10.TXT
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON
RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT
(RCFC &WCD) 1978 HYDROLOGY MANUAL
(c) Copyright 1982 -2004 Advanced Engineerin Software (aes)
(Rational Tabling version 6.OD3
j Release Date: 01/01/2004 License ID 1566
Analysis prepared by:
RCE Consultants, Inc.
one 7enner Street, Suite 200
Irvine, CA 92618
(949) 453 -0111
* * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY
MADISON CLUB - AVENUE 52
10 YEAR
MARCH 24, 2006
******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * **** **
FILE NAME: AVE52.DAT
TIME /DATE OF STUDY: 10:56 03/24/2006
----------------------------------------------------------------------------
-- USER - SPECIFIED - HYDROLOGY- AND - HYDRAULIC - MODEL INFORMATION:
--------------------- - - - - --
USER SPECIFIED STORM EVENT(YEAR) = 10.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 -
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95
10 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 2.830
10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.000
100 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 4.520
100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.600
SLOPE OF 10 -YEAR INTENSITY- DURATION CURVE = 0.5805893
SLOPE OF 100 -YEAR INTENSITY - DURATION CURVE = 0.5796024
' COMPUTED RAINFALL INTENSITY DATA:
STORM EVENT = 10.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.010
SLOPE OF INTENSITY DURATION CURVE = 0.5806
RCFC &WCD HYDROLOGY MANUAL "C "- VALUES USED FOR RATIONAL METHOD
NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL
AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES
*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 34.0 20.0 0.020/0.020/0.020 0.67 2.00 0.0313 0.167 0.0150
2 19.0 14.0 0.020/0.100/0.050 0.50 5.00 0.0100 0.010 0.0150
GLOBAL STREET FLOW -DEPTH CONSTRAINTS:
1. Relative FIOw -Depth = 1.00 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 1_00 -TO- - - - - --
NODE 2_ -
2.00 is CODE = 21
---------------------
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««<
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS CONDOMINIUM
TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2
INITIAL SUBAREA FLOW- LENGTH(FEET) = 183.00
UPSTREAM ELEVATION(FEET) = 1010.11
DOWNSTREAM ELEVATION(FEET) = 1008.22
ELEVATION DIFFERENCE(FEET) = 1.89
TC = 0.359 *[( 183.00 * *3) /( 1.89)] * *.2 = 7.203
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.458
CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8268
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 0.97
TOTAL AREA(ACRES) = 0.34 TOTAL RUNOFF(CFS) = 0.97
1 » - -
FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 62
-- ---- ------ ----- ----- -------------
--------------------
>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««<
»»>( STREET TABLE SECTION # 1 USED)««<
' Page 1
1
r
I i
ul
AVE52- 10.TXT
UPSTREAM ELEVATION(FEET) = 1008.22 DOWNSTREAM ELEVATION(FEET) = 993.47
STREET LENGTH(FEET) = 2300.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 34.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00
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) = 0.0150
Manning'S FRICTION FACTOR for'Back -of -walk Flow Section = 0.0200
* *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.01
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.44
HALFSTREET FLOOD WIDTH(FEET)• = 14.27
AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.25
PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.00
STREET FLOW TRAVEL TIME(MIN.) = 17.04 TC(MIN.) = 24.25
10 YEAR RAINFALL INTENSITY(I.NCH /HOUR) = 1.709
CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7803
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 5.68 SUBAREA RUNOFF(CFS) = 7.57
TOTAL AREA(ACRES) = 6.02 PEAK FLOW RATE(CFS) = 8.55
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.51 HALFSTREET FLOOD WIDTH(FEET) = 17.79
FLOW VELOCITY(FEET /SEC.) = 2.55 DEPTH *VELOCITY(FT *FT /SEC.) = 1.31
LONGEST FLOWPATH FROM NODE 1.00 TO NODE 3.00 = 2483.00 FEET.
FLOW PROCESS FROM NODE 4.00 TO NODE 3.00 IS CODE = 81
----------------------------------------------------------------------------
» »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «<
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.709
CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7803
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 0.30 SUBAREA RUNOFF(CFS) = 0.40
-TOTAL AREA(ACRES) = 6.32 TOTAL RUNOFF(CFS) = &.95
TC(MIN.) = 24.25
FLOW PROCESS FROM NODE 3.00 TO NODE 5.00 IS CODE = 31
----------------------------------------------------------------------------
» » >COMPUTE PIPE -FLOW TRAVEL TIME THRU.SUBAREA « «<
»»> USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «<
ELEVATION DATA: UPSTREAM(FEET) = 989.00 DOWNSTREAM(FEET) = 983.75
FLOW LENGTH(FEET) = 115.00 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.0 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 11.76
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 8.95
PIPE TRAVEL TIME(MIN.) = 0.16 TC(MIN.) = 24.41
LONGEST FLOWPATH FROM NODE 1.00 TO NODE 5.00 = 2598.00 FEET.
END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 6.32 TC(MIN.) = 24.41
PEAK FLOW RATE(CFS) = 8.95
END OF RATIONAL METHOD. ANALYSIS
Page 2
SIS�"1�fNb' W?101S21b'9�. -O�
AVE52- 20.TxT
RATIONAL-METHOD-HYDROLOGY COMPUTER PROGRAM BASED ON
RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT
(RCFC&WCD) 1978 HYDROLOGY MANUAL
(c) Copyright 1982 -2004 Advanced Engineeringg Software (aes)
(Rational Tabling Version 6.OD)
Release Date: 01/01/2004 License ID.1566
Analysis prepared by:
RCE Consultants, Inc.
One 7enner Street, Suite 200
Irvine, CA 92618
(949) 453 -0111
**a * * * *** *** * * *** * * * * * * * ** DESCRIPTION OF STUDY * ** * * * * *** * ** * * * ** ** ** * ***
* MADISON CLUB - AVENUE 52
* 20 YEAR
* MARCH 24, 2006
FILE NAME: AVE52.DAT
TIME /DATE OF STUDY: 10:52 03/24/2006
------------------7---------------------------------------------------------
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
----------------------------------------------------------------
USER SPECIFIED STORM EVENT(YEAR) = 20.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95
10 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 2.830
10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.000
100 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 4.520
100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.600
SLOPE OF 10 -YEAR INTENSITY - DURATION CURVE = 0.5805893
SLOPE OF 100 -YEAR INTENSITY - DURATION CURVE = 0.5796024
' COMPUTED RAINFALL INTENSITY DATA:
STORM EVENT = 20.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.169
SLOPE OF INTENSITY DURATION CURVE = 0.5805
RCFC&WCD HYDROLOGY MANUAL "C "- VALUES USED FOR RATIONAL METHOD
NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC &WCD HYDROLOGY MANUAL
AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES
*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 34.0 20.0 0.020/0.020/0.020 0.67 2.00 0.0313 0.167 0.0150
2 19.0 14.0 0.020/0.100/0.050 0.50 5.00 0.0100 0.010 0.0150
GLOBAL STREET FLOW -DEPTH CONSTRAINTS:
1. Relative Flow -Depth = 1.00 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 1.00 TO NODE 2.00 IS CODE = 21
»»> RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««<
' ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS CONDOMINIUM
TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2
INITIAL SUBAREA FLOW- LENGTH(FEET) = 183.00
UPSTREAM ELEVATION(FEET) = 1010.11
DOWNSTREAM ELEVATION(FEET) = 1008.22
ELEVATION DIFFERENCE(FEET) = 1.89
TC = 0.359 *[( 183.00 * *3) /( 1.89)] * *.2 = 7.203
20 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.002
CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 1.14
TOTAL AREA(ACRES) 0.34 TOTAL RUNOFF(CFS) = 1.14
-- »» - - - - -
FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 62
-
----- ---- ------ ---- ---- ------------=
>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA ««< ------ -------------
» »>( STREET TABLE SECTION # 1 USED) ««<
Page 1
AVE52- 20.T)r
UPSTREAM ELEVATION(FEET) = 1008.22 DOWNSTREAM ELEVATION(FEET) = 993.47
STREET LENGTH(FEET) = 2300.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 34.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00
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) = 0.0150
Mannino's FRICTION FACTOR for Back -of -walk Flow Section = 0.0200
* *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.94
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.46
HALFSTREET FLOOD WIDTH(FEET) = 15.29
AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.35
PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.09
STREET FLOW TRAVEL TIME(MIN.) = 16.30 TC(MIN.) = 23.50
20 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.015
CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7922
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 5.68 SUBAREA RUNOFF(CFS) = 9.07
TOTAL AREA(ACRES) = 6.02 PEAK FLOW RATE(CFS) = 10.20
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.54 HALFSTREET FLOOD WIDTH(FEET) = 19.04
FLOW VELOCITY(FEET /SEC.) = 2.67 DEPTH *VELOCITY(FT *FT /SEC.) = 1.44
LONGEST FLOWPATH FROM NODE 1.00 TO NODE 3.00 = 2483.00 FEET.
FLOW PROCESS FROM NODE 4.00 TO NODE 3.00 IS CODE = 81
----------------------------------------------------------------------------
»» >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «<
20 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.015
CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7922
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 0.30 SUBAREA RUNOFF(CFS) = 0.48
TOTAL AREA(ACRES) = 6.32 TOTAL RUNOFF(CFS) = 10.68
TC(MIN.) = 23.50
FLOW PROCESS FROM NODE 3.00 TO NODE 5.00 IS CODE = 31
----------------------------------------------------------------------------
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «<
» »> USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW)« «<
ELEVATION DATA: UPSTREAM(FEET) = 989.00 DOWNSTREAM(FEET) = 983.75
FLOW LENGTH(FEET) = 115.00 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.9 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 12.31
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 10.68
PIPE TRAVEL TIME(MIN.) = 0.16 TC(MIN.) = 23.66
LONGEST FLOWPATH FROM NODE 1.00 TO NODE 5.00 = 2598.00 FEET.
END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 6.32 TC(MIN.) _ 23.66
PEAK FLOW RATE(CFS) = 10.68
END OF RATIONAL METHOD ANALYSIS
Page 2
SIS�."1�'N� W?J01S21�'3i. -OOI
AVE52- 100.TxT
********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON
RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT
(RCFC&WCD) 1978 HYDROLOGY MANUAL
(c) Copyright 1982 -2004 Advanced Engineerin Software (aes)
(Rational Tabling version 6.OD3
Release Date: 01/01/2004 License ID 1566
Analysis prepared by:
RCE Consultants, Inc.
One 7enner street, Suite 200
Irvine, CA 92618
(949) 453 -0111
* * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * **
* MADISON CLUB - AVENUE 52
* 100 YEAR
* MARCH 24, 2006
FILE NAME: AVE52.DAT
TIME /DATE OF STUDY: 10:45 03/24/2006
------------------------------------------------------------------
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
----------------------------------------------------------------------------
USER SPECIFIED STORM EVENT(YEAR) = 100.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95
10 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 2.830
10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.000
100 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 4.520
100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.600
SLOPE OF 10 -YEAR INTENSITY - DURATION CURVE = 0.5805893
SLOPE OF 100 -YEAR INTENSITY - DURATION CURVE = 0.5796024
COMPUTED RAINFALL INTENSITY DATA:
STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.600
SLOPE OF INTENSITY DURATION CURVE = 0.5796
RCFC &WCD HYDROLOGY MANUAL "C "- VALUES USED FOR RATIONAL METHOD
NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC &WCD HYDROLOGY MANUAL
AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES
*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 34.0 20.0 0.020/0.020/0.020 0.67 2.00 0.0313 0.167 0.0150
2 19.0 14.0 0.020/0.100/0.050 0.50 5.00 0.0100 0.010 0.0150
GLOBAL STREET FLOW -DEPTH CONSTRAINTS:
1. Relative Flow -Depth = 1.00 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 1.00 TO NODE 2.00 IS CODE = 21
-------------------------------------------------=--------------------------
»»> RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «<
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS CONDOMINIUM
TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2
INITIAL SUBAREA FLOW- LENGTH(FEET) = 183.00
UPSTREAM ELEVATION(FEET) = 1010.11
DOWNSTREAM ELEVATION(FEET) = 1008.22
ELEVATION DIFFERENCE(FEET) = 1.89
TC = 0.359 *[( 183.00 * *3) /( 1.89)] * *.2 = 7.203
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.467
CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8493
SOIL CLASSIFICATION IS "B"
SUBAREA-RUNOFF(CFS) = 1.58
TOTAL AREA(ACRES) = 0.34 TOTAL RUNOFF(CFS) = 1.58
********************************************* * * ** * * * * * * * * * * * * ** * * * * * * * * * * * **
FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 62
----------------------------------------------------------------------------
Page 1
t
AVE52- 100.TxT
»» >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «<
>>>>>( STREET TABLE SECTION # 1 USED)« «<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
UPSTREAI4 ELEVATION(FEET) = 1008.22 DOWNSTREAM ELEVATION(FEET) = 993.47
STREET LENGTH(FEET) = 2300.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 34.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00
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) = 0.0150
Manning'S FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200
* *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 8.54
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.51
HALFSTREET FLOOD WIDTH(FEET) = 17.79
AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.54
PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.31
STREET FLOW TRAVEL TIME(MIN.) = 15.06 TC(MIN.) = 22.27
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.842
CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8152
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 5.68 SUBAREA RUNOFF(CFS) = 13.16
TOTAL AREA(ACRES) = 6.02 PEAK FLOW RATE(CFS) = 14.74
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.60 HALFSTREET FLOOD WIDTH(FEET) = 22.09
FLOW VELOCITY(FEET /SEC.) = 2.91 DEPTH *VELOCITY(FT *FT /SEC.) = 1.74
LONGEST FLOWPATH FROM NODE 1.00 TO NODE 3.00 = 2483.00 FEET.
********************************************* * * * *** * * * * * * * * * * * * * * ** * * **** * **
FLOW PROCESS FROM NODE 4.00 TO NODE 3.00 IS CODE = 81
----------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «<
_ ____ _______________________________
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.842
CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8152
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 0.30 SUBAREA RUNOFF(CFS) = 0.70
TOTAL AREA(ACRES) = 6.32 TOTAL RUNOFF(CFS) = 15.43
TC(MIN.) = 22.27
FLOW PROCESS FROM NODE 3.00 TO NODE 5.00 IS CODE = 31
----------------------------------------------------------------------------
»» >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA ««<
- -» »> USING - COMPUTER-ESTIMATED - PIPESIZE -(NON _PRESSURE- FLOW)<<< << -- - - - - --
ELEVATION DATA: UPSTREAM(FEET) = 989.00 DOWNSTREAM(FEET) = 983.75
FLOW LENGTH(FEET) = 115.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.2 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 13.41
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 15.43
PIPE TRAVEL TIME(MIN.) = 0.14 TC(MIN.) = 22.41
LONGEST FLOWPATH FROM NODE 1.00 TO NODE 5.00 = 2598.00 FEET.
_
END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 6.32 TC(MIN.) = 22.41
PEAK FLOW RATE(CFS) = 15.43
END OF RATIONAL METHOD ANALYSIS
Page 2
M M M M M r M M r M M M M M M M= M
LINE2H.OUT
0 FILE: LINE2H.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 1
Program Package serial Number: 1735
WATER SURFACE PROFILE LISTING Date: 3 -28 -2006 Time: 2:28:25
MADISON CLUB 100 YEAR
OFFSITE AVENUE 52, LINE 2H
JULY 14, 2005
I Invert I Depth I water I Q I Vel Vel I Energy I Su er IcriticallFlow ToplHeight /IBase Wtl INO wth
Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.Ey.I Elev I Depth I Width IDia.. -FTIor I.D.I ZL IPrs /Pip
L /Elem ICh Slope I I I I -I SF Avel HF a,r ISE at DpthjFroude NlNorm ,tDp ,t I "N" -I X -Fall1 ZR IType Ch
�tra���fr I f ���t I a,tirtrtrtr�� I n�traa� I t tr�tr I irirkirtrt n � fr,tatre 1 ,t�tr�afr�
I I I I I I I I I I I I
9002.410 984.000 5.260 989.260 15.43 8.73 1.18 990.44 .00 1.41 .00 1.500 .000 .00 1 .0
-I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1-
113.250 .0494 .0216 2.44 5.26 .00 .89 .013 .00 .00 PIPE
I I I I I I I I I I I I I
9115.660 989.590 2.114 991.704 15.43 8.73 1.18 992.89 .00 1.41 .00 1.500 .000 .00 1 .0
0
Page 1
�NI2'ISv
***************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
» »SUMP TYPE BASIN INPUT INFORMATION««
--------------------------------------------------------=------------- - - - - --
Curb Inlet Capacities are approximated based on the Bureau of
Public Roads nomograph plots for flowby basins and sump basins.
BASIN INFLOW(CFS) = 15.43
BASIN OPENING(FEET) = 1.00
DEPTH OF WATER(FEET) = 0.63
» »CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 10.00
***************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
» »STREETFLOW MODEL INPUT INFORMATION ««
CONSTANT STREET GRADE(FEET/FEET) = 0.005000
CONSTANT STREET FLOW(CFS) = 15.43
AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000
CONSTANT SYMMETRICAL STREET HALF- WIDTH(FEET) = 52.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 52.00
INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020000
CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.67
CONSTANT SYMMETRICAL GUTTER- WIDTH(FEET) = 2.00
CONSTANT SYMMETRICAL GUTTER- LIP(FEET) _. 0.03150
CONSTANT SYMMETRICAL GUTTER- HIKE(FEET) = 0.16700
FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS
STREET FLOW MODEL RESULTS:
STREET FLOW DEPTH(FEET) = 0.63
HALFSTREET FLOOD WIDTH(FEET) = 23.48
AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.70
PRODUCT OF DEPTH &VELOCITY = 1.70
,lLr��a�
NOLL03S- 5�02101332LLS
ST CAP 10.tXt
» »STREETFLOW MODEL'INPUT INFORMATION ««
--------------------------------------------------=-------------------------
CONSTANT STREET GRADE(FEET /FEET) = 0.005000
CONSTANT STREET FLOW DEPTH(FEET) = 0.60
AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 .
CONSTANT SYMMETRICAL STREET HALF- WIDTH(FEET) = 32.00
.DISTANCE FROM CROWN TO CROSS.FALL GRADEBREAK(FEET) = 32.00
INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000
OUTSIDE STREET CROSSFALL(DECIMAL) = 0..020000
CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.67
CONSTANT SYMMETRICAL GUTTER- WIDTH(FEET) = 2.00
CONSTANT SYMMETRICAL GUTTER- LIP(FEET) = 0.03125
CONSTANT SYMMETRICAL GUTTER- HIKE(FEET) = 0.16700
FLOW ASSUMED TO FILL STREET ON ONE SIDE.
-----------------------------------------------------------------
STREET FLOW MODEL RESULTS:
------------------------------------------------------------=---------------
STREET FLOW DEPTH(FEET) = 0.60
HALFSTREET FLOOD WIDTH(FEET) = 21.84
HALFSTREET FLOW(CFS) = 12.54
AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.53
PRODUCT OF DEPTH &VELOCITY = 1.50
Page 1
ST CAP 20.txt
» »STREETFLOW MODEL INPUT INFORMATION ««
-----------------------------------------------------------------------------
CONSTANT STREET GRADE(FEET /FEET) = .0.005000
CONSTANT STREET FLOW DEPTH(FEET) = 0.60
AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000
CONSTANT SYMMETRICAL STREET HALF- WIDTH(FEET) = 32.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 32.00
INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020000
CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.67
CONSTANT SYMMETRICAL GUTTER- WIDTH(FEET) = 2.00
CONSTANT SYMMETRICAL GUTTER- LIP(FEET) = 0.03125
CONSTANT SYMMETRICAL GUTTER- HIKE(FEET) = 0.16700
.FLOW ASSUMED TO FILL STREET ON ONE SIDE.
------------------------------------------------- ------
STREET FLOW MODEL RESULTS:
----------------------------------------------------------------------------
STREET FLOW DEPTH(FEET) = 0.60
HALFSTREET FLOOD WIDTH(FEET) = 21.84
HALFSTREET FLOW(CFS) = 12.54
AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.53
PRODUCT OF.DEPTH &VELOCITY = 1..50
Page 1
ST CAP 100.txt
»» STREETFLOW MODEL INPUT INFORMATION ««
---------------------------------------0------------------------------------
CONSTANT STREET GRADE(FEET /FEET) = 0.005000
CONSTANT STREET FLOW DEPTH(FEET) = 0:67
AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0,015000
CONSTANT SYMMETRICAL STREET HALF- WIDTH(FEET) = 32.00
DISTANCE FROM.CROWN TO CROSSFALL GRADEBREAK(FEET) = 32.00
INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000
OUTSIDE STREET CROSSFALL(DECIMAL) = .0.020000
CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.67
CONSTANT SYMMETRICAL GUTTER- WIDTH(FEET) = 2.00
CONSTANT SYMMETRICAL GUTTER- LIP(FEET) = 0.03125
CONSTANT SYMMETRICAL GUTTER- HIKE(FEET) = 0.16700
FLOW ASSUMED TO FILL STREET ON ONE SIDE.
---------------------------------------------------
STREET FLOW MODEL RESULTS:
----------------------------------------------------------------------------
STREET FLOW DEPTH(FEET) = 0.67
HALFSTREET FLOOD WIDTHI FEET) = 25.59
HALFSTREET FLOW(CFS) = 18.81
AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.79
PRODUCT OF DEPTH &VELOCITY = 1.87
Page 1
ST CAPTURNOUT 10- 100.txt
» »STREETFLOW MODEL INPUT INFORMATION««
------=---------------------------------------------------------------------
CONSTANT STREET GRADE(FEET /FEET) = 0.005000.
CONSTANT STREET FLOW DEPTH(FEET) = 0.67
,AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000
CONSTANT SYMMETRICAL STREET HALF- WIDTH(FEET) = 52.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 52.00
INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020000•
CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.67
CONSTANT SYMMETRICAL GUTTER- WIDTH(FEET) = 2.00
CONSTANT SYMMETRICAL GUTTER- LIP(FEET) = 0.03125
CONSTANT SYMMETRICAL GUTTER- HIKE(FEET) = 0.16700
FLOW ASSUMED TO FILL STREET ON ONE SIDE.
------------------------------------------------------------ - - - ---
STREET FLOW MODEL RESULTS:
----------------------------------------------------------------------------
STREET FLOW DEPTH(FEET) = 0.67
HALFSTREET FLOOD WIDTH(FEET) = 25.59
HALFSTREET FLOW(CFS) = 18.81
AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.79
PRODUCT OF DEPTH &VELOCITY = 1.87
Page 1
S31}�''ld
- 102LLN0� Q001�
%LNYIO� SO 13/�I21
(RANCHO MIRAGE) 54'46'
LEGEND HYDROLOGIC SOILS GROUP MAP
SOILS GROUP BOUNDARY
A SOILS GROUP DESIGNATION ( FOR
R C F C& W C6 CATHEDRAL. CITY
HYD,F?0 ,OGY' 1\11AN1JAL 0 FEET 5000
PLATE C -1.36
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1
HYDROLOGIC SOILS GROUP 'MAP
FOR
MYOMA
PLATE C -1:37
1 D »•.,
1
I I
I I
I I
I I
� I..
1
1
11
LEGEND
- SOILS GROUP BOGRY
A SOILS GROUP DEStMTION
R'CFC & W C D
>- JYDROLOGY JN /JANUAL
HYDROLOGIC SOILS GROUP MAP
FOR
RANCHO MIRAGE
0 FEET 3000
PLATE C -1, 48
1
A
I - ,
INDEX NUMBERS OF
Cover Type (3)
SOIL -COVER COMPLEXES FOR PERVIOUS AREAS -AMC I
Quality of[ .Group
Cover (2 )1 A B C D
A ATURAL COVERS -
Barren
(Rockland, eroded and graded land)
Chaparrel, Broadleaf
(Manzonita, ceanothus and scrub oak)
Chaparrel, Narrowleaf
(Chamise and redshank)
Grass, Annual or Perennial
Meadows or Cienegas
(Areas with seasonally high water table,
principal vegetation is sod forming grass)
Open Brush
.(Soft wood shrubs - buckwheat, sage, etc.)
Woodland
(Coniferous or broadleaf trees predominate.
Canopy density is at least 50 percent)
Woodland, Grass
(Coniferous or broadleaf trees with canopy
density from 20.to 50 percent)
URBAN COVERS -
Residential or Commercial Landscaping
(Lawn, shrubs, etc.)
Turf
(Irrigated and mowed grass)
AGRICULTURAL COVERS
Fallow
(Land - plowed but not tilled or seeded)
RCFC a BCD
HYDROLOGY &JANUAL
78 186 191 193
Poor
53
70 80 85
Fair
40
63 75 81
Good
31
57 71 78
Poor
71
82
88
91
Fair
55
72
81
86
Poor
67
78
86
89
Fair.
50
69
79
84
Good
38
61
74
80
Poor
63
77
85
88
Fair
51
70
80
84
Good
30
58
72
78
Poor
62
76
84
88
Fair
46
66
77
83
Good
41.
63
75
81
Poor
45
66
77
83
Fair
36
60
73.
79
Good
28
55
70
77
Poor
57
133
73
82
86
Fair
44
65
77
82
Good
58
72
79
Good 132 .( 56 169 175 '
Poor
Fair
Good
RUNOFF INDEX
PERVIOUS
58 114 8 1117,
44 65 77 82
33 58 72 79
76 185 190 19.2
NUMBERS
AREAS
PLATE E -63 (10f 2)
RUNOFF INDEX NUMBERS OF HYDROLOGIC SOIL -COVER COMPLEXES FOR PERVIOUS AREAS -AMC II
'
Cover Type {3) Quality
of Soil Group
Cover
(2 ) A B C D
AGRICULTURAL COVERS (cont.) -
Legumes, Close Seeded Poor
(Alfalfa,
66 77 85 89
sweetclover, timothy; etc.) Good
58 72 81 85
Orchards, Deciduous
'
(Apples, apricots, pears, walnuts, etc.)
See Note 4
Orchards, Evergreen Poor
57 73 82 86
(Citrus, avocados, etc.) Fair
44 65 77 82
Good
33 58 72 79
'
Pasture, Dryland
(Annual grasses) Poor
Fair
67 78 86 89
50 69 79 84
Good
38 61 74 80
Pasture, Irrigated
'
Poor
(Legumes and perennial grass) Fair
58 74 83 87
44 65 77 82
Good
33 58 72 79
Row Crops Poor
(Field crops - tomatoes, sugar beets, etc.) Good
72 81 88 91
67
78 85 89
Small Grain
.
Poor
oats, barley, etc.)
65 76. 8 4 88
(Wheat,
'
Good
63
175 183 87
Vineyard
'
See Note 4
Notes:
1. All runoff index (RI) numbers are for Antecedent Moisture Condition
(AMC) II.
2. Quality of cover definitions:
Poor- Heavily grazed or regularly burned areas. Less than 50 per-
cent of the ground surface is protected by plant cover or brush
and tree canopy.
Fair - Moderate cover with 50 percent to 75
percent of the
face protected.
ground sur-
Good -Heavy or dense cover with more than 75 percent of
the ground
surface protected.
3. See Plate C-2 for a detailed description of cover types.
4. Use runoff index numbers based on.ground cover type. See
"Cover
discussion
under Type Descriptions" on Plate C -2.
5. Reference 'Bibliography item 17.
R C F C C D RUNOFF INDEX
NUMBERS
HYDROLOGY kJANUAL FOR
PERV.1OUS
AREAS
'
PLATE E- 6.1(2of 2)'
ACTUAL IMPERVIOUS COVER
Land Use (1)
Natural or Agriculture
Single Family Residential: (3)
40,000 S. F. (1 Acre) Lots
20,000 S. F. (�i Acre) Lots
7,200 - 10,000 S. F. Lots
Multiple Family Residential:
Condominiums
Apartments
Mobile home Park
Recommended Value
Range- Percent For Average
Conditions -Percent (2
0 - 10 0
10
- 25
20
30.-
45
40
45 -
55
50
45
- 70
65
65
- 90
80
60 -
85
75
Commercial, Downtown 80 -100
Business or Industrial 90
Notes:
l.'Land use should be based on ultimate development of the watershed.
Long range master plans for the County and incorporated cities
should be reviewed to insure reasonable land use assumptions.
2. Recommended values are based on average Conditions which may not
apply to a particular study area. The percentage impervious may
vary greatly even on comparable sized lots due to differences '
dwelling size, improvements, etc. Landscape practices should also
be considered as it is common in some areas.to use ornamental grav-
els underlain by impervious plastic materials. in place of lawns and
shrubs. A field investigation of a study area should always be made,
and a review of aerial photos, where available may assist.in estimat-
ing the percentage of impervious cover in developed areas.
3. For typical.horse ranch subdivisions increase impervious area 5 per -
cent over the values recommended in the table above.
C F C CD IMPERVIOUS
COVER
{ JYaRO "._O'GY NJANUAL .,.FOR
DEVELOPED AREAS
PLATE E-.6.3
a�w J.�o-�o�a�+ -i
� I
� I
HYDROLOGY MAP
1
(Rear Pocket)
1
1
1
1
1