SP 2001-051 Preliminary Hydrology Report (2001)VISTA MONTANA
PRELIMINARY
HYDROLOGY
REPORT
January 17, 2001
PREPARED BY:
MDS Consulting
Planners * Engineers * Surveyors
17320 Redhill Avenue, Suite 350
Irvine, CA 92614
Phone 949/ 251-8821 Fax 949/ 251-0516
Morse Dokich Schultz
7 D 0 K I C H 1,-u, CA 92614
tieFr, no J.�' WC 1
r.Tn� a
PLANNERS ENGINEERS SURVEYORS
CALI
Da te
[File: G:\513\28\VISTAMONTANA.doc]
1/17/01
ti
ON
INDEX
• Pro`ect Desci tion f Narrative
Section A: Hydrology Calculation
1. Q100 Hydrology Calculation
2. Hydrology Map for Rational Method Analysis
Section B: Unit Hydrograph Calculation
1. Q100 / 24 Hour
2. Hydrology Map for Unit Hydrograph Analysis
PROJECT DESCRIPTION / NARRATIVE
The following hydrologic analysis is provided for preliminary justification ofstorm drain improvements
proposed for the Vista Montana General Man Amendment, Zone Change, Specific Plan, and Village Use
Permit in the City of La Quita, County of Riverside, State of California.
The site is currently used for agricultural purposes. Current drainage is in a northerly / northeasterly
direction via over land sheet flow. The site slopes at approximately 0.5% undulates due to crop rows.
Proposed storm drain improvements will provide 100 year runoff retention on site. Residential area storm
drain storage will be provided above the base water surface elevation of the lake located in the center of the
project and below curb flow line of the surrounding streets. Commercial areas runoff retention will be
provided within the individual commercial lots. Commercial retention is anticipated within landscape area
depressions, leach fields or a combination thereof. Storni drain improvements will consist of several storm
drain fines internal to the project with off site storm drain improvement within Eisenhower Drive. Each line
will be fitted with a bubbler to prevent lake waters from backflowing into the system and drywells to collect
nuisance flows prior to entering the lake.
Storm drain Rational Meted and Unit Hydrograph analysis is prepared using AES modeling software for
Riverside County.
SECTION A
r`
fY�
{ •r
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON
RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT
(1 (RCFC&WCD) 1978 HYDROLOGY MANUAL
(* (c) Copyright 1982-99 Advanced Engineering Software (aes)
Ver. 1.5A Release Date: 01/01/99 License ID 1269
Analysis prepared by:
C, MDS CONSULTING
(1 17320 REDHILL AVENUE SUTIE 350
( IRVINE CA. 92614
949-251-8821
************************** DESCRIPTION OF STUDY **************************
*
* TENTATIVE TRACT NO. 29858
* DEVELOPED HYDROLOGY - RATIONAL METHOD
*
* AREA A
**************************************************************************
FILE NAME: HYDRO-A.DAT
TIME/DATE OF STUDY: 09:38 01/18/2001
USER-SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
FUSER -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
2 -YEAR, 1 -HOUR PRECIPITATION(INCH) = 0.500
100 -YEAR, 1 -HOUR PRECIPITATION(INCH) = 1.600
COMPUTED RAINFALL INTENSITY DATA:
STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH/HOUR) = 1.600
SLOPE OF INTENSITY DURATION CURVE = 0.5900
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)
y-1 30.0 - u20.0 - 0.018/0.018/0.020 -0.67 2.00 0.0313 0.167
0.0150
GLOBAL STREET FLOW -DEPTH CONSTRAINTS:
1. Relative Flow -Depth = 0.00 FEET
as (Maximum Allowable Street Flow Depth) - (Top -of -Curb)
2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
****************************************************************************
FLOW PROCESS FROM NODE 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 = 599.40
UPSTREAM ELEVATION = 44.00
DOWNSTREAM ELEVATION = 42.00
ELEVATION DIFFERENCE = 2.00
TC = 0.359*[( 599.40**3)/( 2.00)]**.2 = 14.513
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.697
CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7633
SOIL CLASSIFICATION IS "A"
SUBAREA RUNOFF(CFS) = 3.67
TOTAL AREA(ACRES) = 1.30 TOTAL RUNOFF(CFS) = 3.67
END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 1.30 TC (MIN.) = 14.51
PEAK FLOW RATE(CFS) = 3.67
END OF RATIONAL METHOD ANALYSIS
1
C,
****************************************************************************
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON
RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT
(RCFC&WCD) 1978 HYDROLOGY MANUAL
(c) Copyright 1982-99 Advanced Engineering Software (aes)
Ver. 1.5A Release Date: 01/01/99 License ID 1269
Analysis prepared by:
MDS CONSULTING
17320 REDHILL AVENUE SUTIE 350
IRVINE CA. 92614
949-251-8821
************************** DESCRIPTION OF STUDY **************************
* TENTATIVE TRACT NO. 29858
* DEVELOPED HYDROLOGY - RATIONAL METHOD
*
* AREA B
**************************************************************************
FILE NAME: HYDRO-A.DAT
TIME/DATE OF STUDY: 09:39 01/18/2001
-----------------------------------------------------------------------------
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
2 -YEAR, 1 -HOUR PRECIPITATION(INCH) = 0.500
100 -YEAR, 1 -HOUR PRECIPITATION(INCH) = 1.600
COMPUTED RAINFALL INTENSITY DATA:
STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH/HOUR) = 1.600
SLOPE OF INTENSITY DURATION CURVE = 0.5900
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 ^30.0 r -20.0 0.018/0.018/0.020 0.67` 2.00 0.0313 0.167
0.0150
GLOBAL STREET FLOW -DEPTH CONSTRAINTS:
1. Relative Flow -Depth = 0.00 FEET
as (Maximum Allowable Street Flow Depth) - (Top -of -Curb)
2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
****************************************************************************
FLOW PROCESS FROM NODE 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 = 201.00
1
l
l
l
1
l
1
l
1.
l
l
1,
UPSTREAM ELEVATION =
43.00
DOWNSTREAM ELEVATION =
42.00
ELEVATION DIFFERENCE =
1.00
TC = 0.359*L( 201.00**3)/(
1.00)]**.2 = 8.655
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.015
CONDOMINIUM DEVELOPMENT
RUNOFF COEFFICIENT = .7863
(�
SOIL CLASSIFICATION IS
"A"
SUBAREA RUNOFF(CFS) =
3.15
TOTAL
-RUNOFF(CFS)-=------3_15-------------
--TOTAL -AREA(ACRES)-=------080---
END OF STUDY SUMMARY:
F`
TOTAL AREA(ACRES) =
0.80 TC(MIN.) = 8.65
PEAK FLOW RATE(CFS) =
3.15
(
END OF RATIONAL METHOD
ANALYSIS
1
l
l
l
1
l
1
l
1.
l
l
1,
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON
RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT
(RCFC&WCD) 1978 HYDROLOGY MANUAL
(c) Copyright 1982-99 Advanced Engineering Software (aes)
Ver. 1.5A Release Date: 01/01/99 License ID 1269
Analysis prepared by:
C, MDS CONSULTING
C, 17320 REDHILL AVENUE SUTIE 350
IRVINE CA. 92614
949-251-8821
************************** DESCRIPTION OF STUDY **************************
*
* TENTATIVE TRACT NO. 29858
* DEVELOPED HYDROLOGY - RATIONAL METHOD
* AREA C
**************************************************************************
FILE NAME: HYDRO-A.DAT
TIME/DATE OF STUDY: 09:34 01/18/2001
-
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
2 -YEAR, 1 -HOUR PRECIPITATION(INCH) = 0.500
100 -YEAR, 1 -HOUR PRECIPITATION(INCH) = 1.600
COMPUTED RAINFALL INTENSITY DATA:
STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH/HOUR) = 1.600
SLOPE OF INTENSITY DURATION CURVE = 0.5900
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 30.0 c20.0 0.018/0.018/0.020 ^0.67 2.00 0.0313 0.167 0.0150
GLOBAL STREET FLOW -DEPTH CONSTRAINTS:
1. Relative Flow -Depth = 0.00 FEET
as (Maximum Allowable Street Flow Depth) - (Top -of -Curb)
2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
****************************************************************************
FLOW PROCESS FROM NODE 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 = 200.00
UPSTREAM ELEVATION = 43.00
DOWNSTREAM ELEVATION = 42.00
ELEVATION DIFFERENCE = 1.00
TC = 0.359*[( 200.00**3)/( 1.00)]**.2 = 8.629
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.024
CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7864
SOIL CLASSIFICATION IS "A"
SUBAREA RUNOFF(CFS) = 7.90
TOTAL AREA(ACRES) = 2.00 TOTAL RUNOFF(CFS) = 7.90
END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 2.00 TC(MIN.) = 8.63
PEAK FLOW RATE(CFS) = 7.90
END OF RATIONAL METHOD ANALYSIS
1
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON
RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT
(RCFC&WCD) 1978 HYDROLOGY MANUAL
(c) Copyright 1982-99 Advanced Engineering Software (aes)
Ver. 1.5A Release Date: 01/01/99 License ID 1269
Analysis prepared by:
MDS CONSULTING
17320 REDHILL AVENUE SUTIE 350
IRVINE CA. 92614
949-251-8821
************************** DESCRIPTION OF STUDY **************************
* TENTATIVE TRACT NO. 29858
* DEVELOPED HYDROLOGY - RATIONAL METHOD
*
* AREA D
**************************************************************************
FILE NAME: HYDRO-A.DAT
TIME/DATE OF STUDY: 09:36 01/18/2001
-----------------------------------------------------------------------------
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
2 -YEAR, 1 -HOUR PRECIPITATION(INCH) = 0.500
100 -YEAR, 1 -HOUR PRECIPITATION(INCH) = 1.600
COMPUTED RAINFALL INTENSITY DATA:
STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH/HOUR) = 1.600
SLOPE OF INTENSITY DURATION CURVE = 0.5900
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 30.0 20.0 0.018/0.018/0.020 0 67 2.00 0.0313 0.167
0.0150
GLOBAL STREET FLOW -DEPTH CONSTRAINTS:
1. Relative Flow -Depth = 0.00 FEET
as (Maximum Allowable Street Flow Depth) - (Top -of -Curb)
2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
****************************************************************************
FLOW PROCESS FROM NODE 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 = 687.20
UPSTREAM ELEVATION =
45.50
DOWNSTREAM ELEVATION =
42.00
ELEVATION DIFFERENCE =
3.50
TC = 0.359*[( 687.20**3)/(
3.50)]**.2 = 14.086
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.762
CONDOMINIUM DEVELOPMENT
RUNOFF COEFFICIENT = .7647
SOIL CLASSIFICATION IS
"A"
SUBAREA RUNOFF(CFS) =
11.80
TOTAL AREA(ACRES) =
4.10 TOTAL RUNOFF(CFS) = 11.80
END OF STUDY SUMMARY:
TOTAL AREA(ACRES) =
4.10 TC(MIN.) = 14.09
('
PEAK FLOW RATE(CFS) =
11.80
END OF RATIONAL METHOD
ANALYSIS
�
1
C
(,
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON
RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT
(RCFC&WCD) 1978 HYDROLOGY MANUAL
(c) Copyright 1982-99 Advanced Engineering Software (aes)
Ver. 1.5A Release Date: 01/01/99 License ID 1269
Analysis prepared by:
MDS CONSULTING
17320 REDHILL AVENUE SUTIE 350
IRVINE CA. 92614
949-251-8821
************************** DESCRIPTION OF STUDY **************************
*
* TENTATIVE TRACT NO. 29858
* DEVELOPED HYDROLOGY - RATIONAL METHOD
*
* AREA E
**************************************************************************
FILE NAME: HYDRO-A.DAT
TIME/DATE OF STUDY: 09:41 01/18/2001
`USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
USER SPECIFIEDSTORMEVENT(YEAR) = 100.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE
= 0.95
2 -YEAR, 1 -HOUR PRECIPITATION(INCH) = 0.500
100 -YEAR, 1 -HOUR PRECIPITATION(INCH) = 1.600
COMPUTED RAINFALL INTENSITY DATA:
STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH/HOUR) = 1.600
SLOPE OF INTENSITY DURATION CURVE = 0.5900
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 30.0 20.0 0.018/0.018/0.020 0 67 2.00 0.0313 0.167
0.0150
GLOBAL STREET FLOW -DEPTH CONSTRAINTS:
1. Relative Flow -Depth = 0.00 FEET
as (Maximum Allowable Street Flow Depth) - (Top -of -Curb)
2. (Depth) * (Velocity) Constraint = 6.0 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
****************************************************************************
FLOW PROCESS FROM NODE 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 = 328.50
UPSTREAM ELEVATION = 45.20
DOWNSTREAM ELEVATION = 43.50
ELEVATION DIFFERENCE = 1.70
TC = 0.359*[( 328.50**3)/( 1.70)]**.2 = 10.451
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.487
CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7781
SOIL CLASSIFICATION IS "A"
SUBAREA RUNOFF(CFS) = 6.63
TOTAL AREA(ACRES) = 1.90 TOTAL RUNOFF(CFS) = 6.63
END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 1.90 TC(MIN.) = 10.45
PEAK FLOW RATE(CFS) = 6.63
END OF RATIONAL METHOD ANALYSIS
1
****************************************************************************
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON
RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT
(RCFC&WCD) 1978 HYDROLOGY MANUAL
(c) Copyright 1982-99 Advanced Engineering Software (aes)
Ver. 1.5A Release Date: 01/01/99 License ID 1269
Analysis prepared by:
MDS CONSULTING
17320 REDHILL AVENUE SUTIE 350
IRVINE CA. 92614
949-251-8821
************************** DESCRIPTION OF STUDY **************************
* TENTATIVE TRACT NO. 29858
* DEVELOPED HYDROLOGY - RATIONAL METHOD
*
* AREA F
**************************************************************************
FILE NAME: HYDRO-A.DAT
TIME/DATE OF STUDY: 09:43 01/18/2001
vUSER 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
2 -YEAR, 1 -HOUR PRECIPITATION(INCH) = 0.500
100 -YEAR, 1 -HOUR PRECIPITATION(INCH) = 1.600
COMPUTED RAINFALL INTENSITY DATA:
STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH/HOUR) = 1.600
SLOPE -OF INTENSITY DURATION CURVE = 0.5900
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 30.0 -- 20.0 0.018/0.018/0.020 -0.67- 2.00 0.0313 0.167
0.0150
GLOBAL STREET FLOW -DEPTH CONSTRAINTS:
1. Relative Flow -Depth = 0.00 FEET
as (Maximum Allowable Street Flow Depth) - (Top -of -Curb)
2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
****************************************************************************
FLOW PROCESS FROM NODE 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 = 338.30
UPSTREAM ELEVATION = 45.20
DOWNSTREAM ELEVATION = 43.50
ELEVATION DIFFERENCE = 1.70
TC = 0.359*[( 338.30**3)/( 1.70)]**.2 = 10.637
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.440
CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7773
SOIL CLASSIFICATION IS "A"
SUBAREA RUNOFF(CFS) = 3.11
TOTAL AREA(ACRES) = 0.90 TOTAL RUNOFF(CFS) = 3.11
END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 0.90 TC(MIN.) = 10.64
PEAK FLOW RATE(CFS) = 3.11
END OF RATIONAL METHOD ANALYSIS
l
l
l
l
l
t
l
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON
RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT
(RCFC&WCD) 1978 HYDROLOGY MANUAL
(c) Copyright 1982-99 Advanced Engineering Software (aes)
Ver. 1.5A Release Date: 01/01/99 License ID 1269
Analysis prepared by:
MDS CONSULTING
17320 REDHILL AVENUE SUTIE 350
IRVINE CA. 92614
949-251-8821
************************** DESCRIPTION OF STUDY **************************
*
* TENTATIVE TRACT NO. 29858
* DEVELOPED HYDROLOGY - RATIONAL METHOD
*
* AREA H
**************************************************************************
FILE NAME: HYDRO-A.DAT
TIME/DATE OF STUDY: 09:44 01/18/2001
---------------------------------------------------
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
2 -YEAR, 1 -HOUR PRECIPITATION(INCH) = 0.500
100 -YEAR, 1 -HOUR PRECIPITATION(INCH) = 1.600
COMPUTED RAINFALL INTENSITY DATA:
STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH/HOUR) = 1.600
SLOPE OF INTENSITY DURATION CURVE = 0.5900
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 30.0 T20.0� 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150
GLOBAL STREET FLOW -DEPTH CONSTRAINTS:
1. Relative Flow -Depth = 0.00 FEET
as (Maximum Allowable Street Flow Depth) - (Top -of -Curb)
2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
****************************************************************************
FLOW PROCESS FROM NODE 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 = 544.60
UPSTREAM ELEVATION = 44.00
DOWNSTREAM ELEVATION = 41.40
ELEVATION DIFFERENCE = 2.60
TC = 0.359*[( 544.60**3)/( 2.60)]**.2 = 13.001
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.944
CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7683
SOIL CLASSIFICATION IS "A"
SUBAREA RUNOFF(CFS) = 4.85
TOTAL AREA(ACRES) = 1.60 TOTAL RUNOFF(CFS) = 4.85
END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 1.60 TC(MIN.) = 13.00
PEAK FLOW RATE(CFS) = 4.85
END OF RATIONAL METHOD ANALYSIS
1
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON
RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT
(RCFC&WCD) 1978 HYDROLOGY MANUAL
(c) Copyright 1982-99 Advanced Engineering Software (aes)
Ver. 1.5A Release Date: 01/01/99 License ID 1269
Analysis prepared by:
MDS CONSULTING
17320 REDHILL AVENUE SUTIE 350
IRVINE CA. 92614
949-251-8821
************************** DESCRIPTION OF STUDY **************************
* TENTATIVE TRACT NO. 29858
* DEVELOPED HYDROLOGY - RATIONAL METHOD
*
* AREA J
**************************************************************************
FILE NAME: HYDRO-A.DAT
TIME/DATE OF STUDY: 10:11 01/18/2001
USER SPECIFIEDHYDROLOGYAND 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
2 -YEAR, 1 -HOUR PRECIPITATION(INCH) = 0.500
100 -YEAR, 1 -HOUR PRECIPITATION(INCH) = 1.600
COMPUTED RAINFALL INTENSITY DATA:
STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH/HOUR) = 1.600
SLOPE OF INTENSITY DURATION CURVE = 0.5900
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 30.0 -20.0 0.018/0.018/0.020 -0.67f 2.00 0.0313 0.167
0.0150
GLOBAL STREET FLOW -DEPTH CONSTRAINTS:
1. Relative Flow -Depth = 0.00 FEET
as (Maximum Allowable Street Flow Depth) - (Top -of -Curb)
2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
****************************************************************************
FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<<
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW -LENGTH = 323.10
1
UPSTREAM ELEVATION =
44.00
DOWNSTREAM ELEVATION =
42.40
ELEVATION DIFFERENCE =
1.60
TC = 0.303*L( 323.10**3)/( 1.60)1**.2 = 8.838
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.953
COMMERCIAL DEVELOPMENT
RUNOFF COEFFICIENT = .8673
SOIL CLASSIFICATION IS
"A"
SUBAREA RUNOFF(CFS) =
4.30
TOTAL AREA(ACRES) =
1.00 TOTAL RUNOFF(CFS) = 4.30
END OF STUDY SUMMARY:
TOTAL AREA(ACRES)
= 1.00 TC (MIN.) = 8.84
PEAK FLOW RATE(CFS)
= 4.30
----------------------------------
___________________________________________________________________________
END OF RATIONAL METHOD
ANALYSIS
1
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON
RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT
(RCFC&WCD) 1978 HYDROLOGY MANUAL
n (c) Copyright 1982-99 Advanced Engineering Software (aes)
Ver. 1.5A Release Date: 01/01/99 License ID 1269
Analysis prepared by:
MDS CONSULTING
C 17320 REDHILL AVENUE SUTIE 350
C, IRVINE CA. 92614
949-251-8821
************************** DESCRIPTION OF STUDY **************************
*
* TENTATIVE TRACT NO. 29858
* DEVELOPED HYDROLOGY - RATIONAL METHOD
*
* AREA L
**************************************************************************
FILE NAME: HYDRO-A.DAT
TIME/DATE OF STUDY: 10:09 01/18/2001
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
2 -YEAR, 1 -HOUR PRECIPITATION(INCH) = 0.500
100 -YEAR, 1 -HOUR PRECIPITATION(INCH) = 1.600
COMPUTED RAINFALL INTENSITY DATA:
STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH/HOUR) = 1.600
SLOPE OF INTENSITY DURATION CURVE = 0.5900
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 30.0 20.0 0.018/0.018/0.020 0 67 2.00 0.0313 0.167 0.0150
GLOBAL STREET FLOW -DEPTH CONSTRAINTS:
1. Relative Flow -Depth = 0.00 FEET
as (Maximum Allowable Street Flow Depth) - (Top -of -Curb)
2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
****************************************************************************
FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<<
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW -LENGTH = 276.20
UPSTREAM ELEVATION = 42.90
DOWNSTREAM ELEVATION = 41.50
ELEVATION DIFFERENCE = 1.40
TC = 0.303*[( 276.20**3)/( 1.40)1**.2 = 8.262
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.154
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8681
SOIL CLASSIFICATION IS "A"
SUBAREA RUNOFF(CFS) = 5.82
TOTAL AREA(ACRES) = 1.30 TOTAL RUNOFF(CFS) = 5.82
END OF STUDY SUMMARY:
TOTAL AREA (ACRES ) = 1.30 TC (MIN . ) = 8.26
PEAK FLOW RATE(CFS) = 5.82
END OF RATIONAL METHOD ANALYSIS
1
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON
0101 RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT
(RCFC&WCD) 1978 HYDROLOGY MANUAL
(c) Copyright 1982-99 Advanced Engineering Software (aes)
(` Ver. 1.5A Release Date: 01/01/99 License ID 1269
Analysis prepared by:
MDS CONSULTING
C 17320 REDHILL AVENUE SUTIE 350
(' IRVINE CA. 92614
f 949-251-8821
************************** DESCRIPTION OF STUDY
**************************
( * TENTATIVE TRACT NO. 29858
f * DEVELOPED HYDROLOGY - RATIONAL METHOD
f * AREA K
f**************************************************************************
f
( FILE NAME: HYDRO-A.DAT
TIME/DATE OF STUDY: 10:06 01/18/2001
-
(________________________________________________________
( USERSPECIFIED -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
( 2 -YEAR, 1 -HOUR PRECIPITATION(INCH) = 0.500
100 -YEAR, 1 -HOUR PRECIPITATION(INCH) = 1.600
c COMPUTED RAINFALL INTENSITY DATA:
( STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH/HOUR) = 1.600
SLOPE OF INTENSITY DURATION CURVE = 0.5900
( 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 30.0 820.0^ 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150
GLOBAL STREET FLOW -DEPTH CONSTRAINTS:
1. Relative Flow -Depth = 0.00 FEET
as (Maximum Allowable Street Flow Depth) - (Top -of -Curb)
2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
t
****************************************************************************
( FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 21
____________________________________________________
>> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<<
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW -LENGTH = 463.50
l
l
UPSTREAM ELEVATION = 40.70
DOWNSTREAM ELEVATION = 38.40
ELEVATION DIFFERENCE = 2.30
TC = 0.303*[( 463.50**3)/( 2.30)]**.2 = 10.206
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.550
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8655
SOIL CLASSIFICATION IS "A"
SUBAREA RUNOFF(CFS) = 13.78
TOTAL AREA(ACRES) = 3.50 TOTAL RUNOFF(CFS) = 13.78
****************************************************************************
FLOW PROCESS FROM NODE 2.00 TO NODE 2.00 IS CODE = 1
>>>>>DESIGNATEyINDEPENDENT STREAM FOR CONFLUENCE« <<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 10.21
RAINFALL INTENSITY(INCH/HR) = 4.55
TOTAL STREAM AREA(ACRES) = 3.50
PEAK FLOW RATE(CFS) AT CONFLUENCE = 13.78
****************************************************************************
FLOW PROCESS FROM NODE 3.00 TO NODE 2.00 IS CODE = 21
>> >>>RATIONAL -METHOD INITIAL SUBAREA ANALYSIS<< <<<
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW -LENGTH = 680.00
UPSTREAM ELEVATION = 42.30
DOWNSTREAM ELEVATION = 38.40
ELEVATION DIFFERENCE = 3.90
TC = 0.303*[( 680.00**3)/( 3.90)]**.2 = 11.558
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.228
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8639
SOIL CLASSIFICATION IS "A"
SUBAREA RUNOFF(CFS) = 15.34
TOTAL AREA(ACRES) = 4.20 TOTAL RUNOFF(CFS) = 15.34
****************************************************************************
FLOW PROCESS FROM NODE 2.00 TO NODE 2.00 IS CODE = 1
>> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<<
>> >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<< <<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 11.56
RAINFALL INTENSITY(INCH/HR) = 4.23
TOTAL STREAM AREA(ACRES) = 4.20
PEAK FLOW RATE(CFS) AT CONFLUENCE = 15.34
** CONFLUENCE DATA **
STREAM
RUNOFF
Tc
INTENSITY
AREA
NUMBER
(CFS)
(MIN.)
(INCH/HOUR)
(ACRE)
1
13.78
10.21
4.550
3.50
2
15.34
11.56
4.228
4.20
*********************************WARNING**********************************
IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED
ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA
WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW.
**************************************************************************
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 27.33 10.21 4.550
2 28.15 11.56 4.228
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 28.15 Tc(MIN.) = 11.56
TOTAL AREA(ACRES) = 7.70
LONGEST FLOWPATH FROM NODE 3.00 TO NODE 2.00 = 680.00 FEET.
END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 7.70 TC(MIN.) = 11.56
PEAK FLOW RATE(CFS) = 28.15
END OF RATIONAL METHOD ANALYSIS
1
****************************************************************************
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON
RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT
(RCFC&WCD) 1978 HYDROLOGY MANUAL
(c) Copyright 1982-99 Advanced Engineering Software (aes)
Ver. 1.5A Release Date: 01/01/99 License ID 1269
Analysis prepared by:
MDS CONSULTING
17320 REDHILL AVENUE SUTIE 350
IRVINE CA. 92614
949-251-8821
************************** DESCRIPTION OF STUDY **************************
* TENTATIVE TRACT NO. 29858
* DEVELOPED HYDROLOGY - RATIONAL METHOD
*
* AREA M
**************************************************************************
FILE NAME: HYDRO-A.DAT
TIME/DATE OF STUDY: 10:14 01/18/2001
---------------------------------------------------
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
2 -YEAR, 1 -HOUR PRECIPITATION(INCH) = 0.500
100 -YEAR, 1 -HOUR PRECIPITATION(INCH) = 1.600
COMPUTED RAINFALL INTENSITY DATA:
STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH/HOUR) = 1.600
SLOPE OF INTENSITY DURATION CURVE = 0.5900
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 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150
GLOBAL STREET FLOW -DEPTH CONSTRAINTS:
1. Relative Flow -Depth = 0.00 FEET
as (Maximum Allowable Street Flow Depth) - (Top -of -Curb)
2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
****************************************************************************
FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<<
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW -LENGTH = 803.50
UPSTREAM ELEVATION = 55.60
DOWNSTREAM ELEVATION = 44.50
ELEVATION DIFFERENCE = 11.10
TC = 0.303*[( 803.50**3)/( 11.10)]**.2 = 10.364
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.509
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8653
SOIL CLASSIFICATION IS "A"
SUBAREA RUNOFF(CFS) = 8.58
TOTAL AREA(ACRES) = 2.20 TOTAL RUNOFF(CFS) = 8.58
END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 2.20 TC(MIN.) = 10.36
PEAK FLOW RATE(CFS) = 8.58
END OF RATIONAL METHOD ANALYSIS
1
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON
RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT
(RCFC&WCD) 1978 HYDROLOGY MANUAL
(c) Copyright 1982-99 Advanced Engineering Software (aes)
Ver. 1.5A Release Date: 01/01/99 License ID 1269
Analysis prepared by:
MDS CONSULTING
17320 REDHILL AVENUE SUTIE 350
IRVINE CA. 92614
949-251-8821
************************** DESCRIPTION OF STUDY **************************
* TENTATIVE TRACT NO. 29858
* DEVELOPED HYDROLOGY - RATIONAL METHOD
*
* AREA N
**************************************************************************
FILE NAME: HYDRO-A.DAT
TIME/DATE OF STUDY: 10:48 01/18/2001
- USER fSPECIFIED -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
2 -YEAR, 1 -HOUR PRECIPITATION(INCH) = 0.500
100 -YEAR, 1 -HOUR PRECIPITATION(INCH) = 1.600
COMPUTED RAINFALL INTENSITY DATA:
STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH/HOUR) = 1.600
SLOPE OF INTENSITY DURATION CURVE = 0.5900
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 30.0 20.0 0.018/0.018/0.020 -0.67 2.00 0.0313 0.167 0.0150
GLOBAL STREET FLOW -DEPTH CONSTRAINTS:
1. Relative Flow -Depth = 0.00 FEET
as (Maximum Allowable Street Flow Depth) - (Top -of -Curb)
2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
****************************************************************************
FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<<
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW -LENGTH = 164.60
1
A�
UPSTREAM ELEVATION =
44.00
DOWNSTREAM ELEVATION =
43.20
ELEVATION DIFFERENCE =
0.80
TC = 0.303*[( 164.60**3)/( 0.80)]**.2 = 6.774
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.795
COMMERCIAL DEVELOPMENT
RUNOFF COEFFICIENT = .8704
SOIL CLASSIFICATION IS
"A"
SUBAREA RUNOFF(CFS) =
0.50
TOTAL AREA(ACRES) =
0.10 TOTAL RUNOFF(CFS) = 0.50
END OF STUDY SUMMARY:
TOTAL AREA(ACRES)
= 0.10 TC(MIN.) = 6.77
PEAK FLOW RATE(CFS)
= 0.50
END OF RATIONAL METHOD
---------------------------
ANALYSIS
1
1./51328/HYDRO/RATIONAL. DWG 1-17-01
SECTION B
****************************************************************************
F L 0 0 D R O U T I N G A N A L Y S I S
ACCORDING TO RIVERSIDE COUNTY FLOOD CONTORL AND WATER CONSERVATION DISTRICT
(RCFC&WCD) 1978 HYDROLOGY MANUAL
(c) Copyright 1989-99 Advanced Engineering Software (aes)
Ver. 7.0 Release Date: 01/01/99 License ID 1269
Analysis prepared by:
MDS CONSULTING
Planners * Engineers * Surveyors
17320 Redhill Avenue, Suite 350
Irvine, CA 92614
************************** DESCRIPTION OF STUDY **************************
* TENTATIVE TRACT NO. 30043
* Q100 / 24 HOURS STORM
* AREA GC1
**************************************************************************
FILE NAME: C:\AES99\HYDROSFT\FLOODX\30043\30043UH.100
TIME/DATE OF STUDY: 17:08 01/16/2001
****************************************************************************
FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 1
----------------------------------------------------------------------------
»»>SUBAREA RUNOFF (UNIT-HYDROGRAPH ANALYSIS) ««<
(UNIT-HYDROGRAPH ADDED TO STREAM #1)
WATERCOURSE LENGTH = 1000.000 FEET
LENGTH FROM CONCENTRATION POINT TO CENTROID = 500.000 FEET
ELEVATION VARIATION ALONG WATERCOURSE = 8.500 FEET
BASIN FACTOR = 0.015
WATERSHED AREA = 20.000 ACRES
BASEFLOW = 0.000 CFS/SQUARE-MILE
WATERCOURSE "LAG" TIME = 0.038 HOURS
CAUTION: LAG TIME IS LESS THAN 0.50 HOURS.
THE 5 -MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM)
MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES.
DESERT S -GRAPH SELECTED
UNIFORM MEAN SOIL-LOSS(INCH/HOUR) = 0.065
LOW SOIL -LOSS RATE PERCENT(DECIMAL) = 0.850
MINIMUM SOIL -LOSS RATE(INCH/HOUR) = 0.032
USER -ENTERED RAINFALL = 5.00 INCHES
RCFC&WCD 24 -Hour Storm (15 -Minute period) SELECTED
RCFC&WCD DEPTH -AREA ADJUSTMENT FACTOR(PLATE E-5.8) = 1.0000
UNIT HYDROGRAPH TIME UNIT = 15.000 MINUTES
UNIT INTERVAL PERCENTAGE OF LAG -TIME = 659.357
RUNOFF HYDROGRAPH LISTING LIMITS:
MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 10.00
MODEL TIME(HOURS) FOR END OF RESULTS = 18.00
- ---------------------------------------------------------
UNIT HYDROGRAPH DETERMINATION
----------------------------------------------------------------------------
INTERVAL
"S" GRAPH
UNIT HYDROGRAPH
NUMBER
----------------------------------------------------------------------------
MEAN VALUES
ORDINATES(CFS)
1
77.601
62.566
2
99.887
17.969
3
99.955
0.055
4
99.989
0.027
5
100.000
0.009
TOTAL STORM RAINFALL(INCHES) = 5.00
TOTAL SOIL-LOSS(INCHES) = 1.41
TOTAL EFFECTIVE RAINFALL(INCHES) = 3.59
----------------------------------------------------------------------------
TOTAL SOIL -LOSS VOLUME(ACRE-FEET) = 2.3457
TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 5.9843
----------------------------------------------------------------------------
2 4- H O U R S T O R M
R U N O F F H Y D R 0 G R A P H
'
HYDROGRAPH IN FIVE-MINUTE
---------------
UNIT INTERVALS(CFS)
(Note: Time indicated is
at END of Each Unit Intervals)
---------------------
TIME(HRS) VOLUME(AF)
t-------------------__-----------------_--------------------------_--------------
----------------------------------------
Q(CFS) 0.
5.0 10.0 15.0 20.0
i 10.083
1.6535
5.30
QV
4 10.167
1.6900
5.30
QV
10.250
1.7266
5.30
QV
i 10.333
1.7589
4.69
Q.V
�. 10.417
1.7912
4.69
Q.V
10.500
1.8236
4.69
Q. V
10.583
1.8668
6.28
Q
° 10.667
1.9100
6.28
Q
10.750
1.9532
6.28
QV
10.833
1.9997
6.74
Q
10.917
2.0462
6.74
Q
11.000
2.0926
6.74
Q
s 11.083
2.1370
6.45
Q V
11.167
2.1815
6.45
Q V
11.250
2.2259
6.45
Q V
11.333
2.2699
6.38
Q V
11.417
2.3138
6.38
Q V
11.500
2.3578
6.38
Q V
11.583
2.3976
5.78
.Q V
s 11.667
2.4373
5.78
Q V
11.750
2.4771
5.78
Q V
11.833
2.5179
5.93
Q V
11.917
2.5587
5.93
Q V
12.000
2.5996
5.93
Q V
12.083
2.6562
8.22
QV
12.167
2.7129
8.22
Q V
12.250
2.7695
8.22
Q V .
12.333
2.8327
9.18
Q .
12.417
2.8960
9.18
QV.
12.500
2.9593
9.18
QV.
12.583
3.0276
9.92
QV
12.667
3.0959
9.92
QV
12.750
3.1642
9.92
Q V
12.833
3.2361
10.43
QV
12.917
3.3079
10.43
Q V
13.000
3.3797
10.43
Q V
13.083
3.4631
12.10
VQ
13.167
3.5465
12.10
VQ
13.250
3.6298
12.10
Q
13.333
3.7164
12.57
VQ
13.417
3.8030
12.57
Q
13.500
3.8896
12.57
Q
13.583
3.9526
9.15
Q ,
V
13.667
4.0156
9.15
Q
V
13.750
4.0786
9.15
Q
V
13.833
4.1349
8.18
Q
V
13.917
4.1913
8.18
Q
V .
14.000
4.2476
8.18
Q
V .
14.083
4.3126
9.44
Q
V .
14.167
4.3777
9.44
Q
V.
14.250
4.4427
9.44
Q
V.
14.333
4.5082
9.51
Q.
V
14.417
4.5736
9.51
Q.
V
14.500
4.6391
9.51
Q.
V
14.583
4.7041
9.43
Q
V
14.667
4.7690
9.43
Q
V
14.750
4.8340
9.43
Q ,
V
14.833
4.8969
9.14
Q
V
14.917
4.9598
9.14
Q
V
15.000
5.0227
9.14
Q
V
15.083
5.0830
8.75
Q
V
15.167
5.1432
8.75
Q
V
15.250
5.2035
8.75
Q
V
15.333
5.2611
8.36
Q
V
15.417
5.3187
8.36
Q
V
15.500
5.3763
8.36
Q
V
15.583
5.4247
7.04
Q
V
15.667
5.4732
7.04
Q
V
15.750
5.5216
7.04
Q
V
15.833
5.5677
6.69
Q
V
15.917
5.6138
6.69
Q
V
16.000
5.6599
6.69
Q
V
16.083
5.6737
2.01
Q
V
16.167
5.6876
2.01
Q
V ,
16.250
5.7014
2.01
Q
V .
16.333
5.7061
0.68
Q
V .
16.417
5.7108
0.68
Q
V .
16.500
5.7155
0.68
.Q
V .
16.583
5.7180
0.38
Q
V .
16.667
5.7206
0.38
Q
V .
16.750
5.7232
0.38
Q
V
16.833
5.7253
0.30
Q
V .
16.917
5.7273
0.30
Q
V .
17.000
5.7294
0.30
Q
V .
17.083
5.7358
0.94
Q
V .
17.167
5.7423
0.94
Q
V .
17.250
5.7487
0.94
Q
V .
17.333
5.7565
1.13
Q
V ,
17.417
5.7643
1.13
Q
V .
17.500
5.7720
1.13
Q
V .
17.583
5.7799
1.14 Q
V .
17.667
5.7878
1.14 Q
V .
17.750
5.7956
1.14 Q
V .
17.833
5.8015
0.84 Q
V .
17.917
5.8073
0.84 Q
V .
18.000
5.8131
0.84 Q
V .
END OF FLOODSCx ROUTING ANALYSIS
F L 0 0 D R O U T I N G A N A L Y S I S
ACCORDING TO RIVERSIDE COUNTY FLOOD CONTORL AND WATER CONSERVATION DISTRICT
(RCFC&WCD) 1978 HYDROLOGY MANUAL
(c) Copyright 1989-99 Advanced Engineering Software (aes)
Ver. 7.0 Release Date: 01/01/99 License ID 1269
Analysis prepared by:
MDS CONSULTING
Planners * Engineers * Surveyors
17320 Redhill Avenue, Suite 350
Irvine, CA 92614
************************** DESCRIPTION OF STUDY **************************
* TENTATIVE TRACT NO. 30043
* Q100 / 24 HOURS STORM
* GC2 AREA
**************************************************************************
FILE NAME: C:\AES99\HYDROSFT\FLOODX\30043\GC2UH.100
TIME/DATE OF STUDY: 10:55 01/17/2001
****************************************************************************
FLOW PROCESS FROM NODE 10.00 TO NODE 20.00 IS CODE = 1
------_--_--____--------------------------------------------------------------------
»»>SUBAREA RUNOFF (UNIT-HYDROGRAPH ANALYSIS) ««<
(UNIT-HYDROGRAPH ADDED TO STREAM #1)
WATERCOURSE LENGTH = 1560.000 FEET
LENGTH FROM CONCENTRATION POINT TO CENTROID
= 1075.000 FEET
ELEVATION VARIATION ALONG WATERCOURSE =
10.000 FEET
BASIN FACTOR = 0.015
WATERSHED AREA = 17.000 ACRES
BASEFLOW = 0.000 CFS/SQUARE-MILE
WATERCOURSE "LAG" TIME = 0.063 HOURS
CAUTION: LAG TIME IS LESS THAN 0.50 HOURS.
THE 5 -MINUTE PERIOD UH MODEL (USED IN THIS
COMPUTER PROGRAM)
MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES.
DESERT S -GRAPH SELECTED
UNIFORM MEAN SOIL-LOSS(INCH/HOUR) = 0.065
LOW SOIL -LOSS RATE PERCENT(DECIMAL) = 0.850
MINIMUM SOIL -LOSS RATE(INCH/HOUR) = 0.032
USER -ENTERED RAINFALL = 5.00 INCHES
RCFC&WCD 24 -Hour Storm (15 -Minute period) SELECTED
RCFC&WCD DEPTH -AREA ADJUSTMENT FACTOR(PLATE
E-5.8) = 1.0000
UNIT HYDROGRAPH TIME UNIT = 15.000 MINUTES
UNIT INTERVAL PERCENTAGE OF LAG -TIME = 394.570
RUNOFF HYDROGRAPH LISTING LIMITS:
MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 10.00
MODEL TIME(HOURS) FOR END OF RESULTS = 18.00
----------------------------------------------------------
----------------------------------------------------------
UNIT HYDROGRAPH DETERMINATION
----------------------------------------------------------------------------
INTERVAL
"S" GRAPH
UNIT HYDROGRAPH
NUMBER
MEAN VALUES
ORDINATES(CFS)
----------------------------------------------------------------------------
1
64.580
44.258
2
97.840
22.793
3
99.964
1.456
4
99.986
0.015
5
99.996
0.007
6
100.000
0.002
TOTAL STORM RAINFALL(INCHES) = 5.00
TOTAL SOIL-LOSS(INCHES) = 1.41
TOTAL EFFECTIVE RAINFALL(INCHES) = 3.59
----------------------------------------------------------------------------
TOTAL SOIL -LOSS VOLUME(ACRE-FEET) = 1.9938
TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 5.0867
---------------------------------------------------------------------------
L
2 4- H O U R S T 0 R M
R U N O F F H Y D R 0 G R A P H
HYDROGRAPH IN FIVE-MINUTE UNIT INTERVALS(CFS)
(Note: Time indicated is at
END of Each Unit Intervals)
----------------------------------------------------------------------------
TIME(HRS)
VOLUME(AF)
Q(CFS) 0,
5.0 10.0 15.0 20.0
10.083
1.3879
4.81
QV
10.167
1.4211
4.81
Q V
10.250
1.4542
4.81
Q V
10.333
1.4820
4.04
Q .V ,
10.417
1.5098
4.04
Q .V
10.500
1.5376
4.04
Q . V
10.583
1.5728
5.11
Q V
10.667
1.6080
5.11
Q V
10.750
1.6432
5.11
Q V
10.833
1.6824
5.70
Q V
10.917
1.7216
5.70
Q V
11.000
1.7609
5.70
.Q V
11.083
1.7989
5.53
Q V
11.167
1.8370
5.53
Q V
11.250
1.8751
5.53
.Q V
11.333
1.9125
5.43
Q V
11.417
1.9498
5.43
Q V
11.500
1.9872
5.43
Q V
11.583
2.0216
5.00
Q. V
11.667
2.0561
5.00
Q. V
11.750
2.0905
5.00
Q. V
11.833
2.1249
5.01
Q V
11.917
2.1594
5.01
Q V
12.000
2.1939
5.01
Q V
12.083
2.2398
6.67
Q V
12.167
2.2857
6.67
Q V
12.250
2.3317
6.67
Q
V .
12.333
2.3848
7.71
Q
V ,
12.417
2.4379
7.71
Q
V.
12.500
2.4910
7.71
Q
V.
12.583
2.5484
8.33
Q
V
12.667
2.6058
8.33
Q
V
12.750
2.6632
8.33
Q
V
12.833
2.7238
8.81
Q
,V
12.917
2.7845
8.81
Q
V
13.000
2.8451
8.81
Q
. V
13.083
2.9144
10.06
Q V
13.167
2.9836
10.06
Q V
13.250
3.0529
10.06
Q
V
C
13.333
3.1262
10.65
.Q
V
13.417
3.1996
10.65
.Q
V
13.500
3.2729
10.65
.Q
V
13.583
3.3298
8.27
Q
V
13.667
3.3867
8.27
Q
V
13.750
3.4437
8.27
Q
V
d
13.833
3.4921
7.03
Q
V
,
13.917
3.5405
7.03
Q
V
14.000
3.5888
7.03
Q
V
.
14.083
3.6429
7.85
Q
V .
14.167
3.6969
7.85
Q
V.
(
14.250
3.7510
7.85
Q
V.
14.333
3.8067
8.09
Q
V.
14.417
3.8624
8.09
Q
V
14.500
3.9182
8.09
Q
V
14.583
3.9734
8.02
Q
V ,
14.667
4.0287
8.02
Q
V
14.750
4.0840
8.02
Q
V
€
14.833
4.1377
7.81
Q
V
14.917
4.1915
7.81
Q
V
15.000
4.2453
7.81
Q
V
15.083
4.2968
7.49
Q
V
15.167
4.3484
7.49
Q
V
15.250
4.4000
7.49
Q
V
15.333
4.4492
7.16
Q
V
15.417
4.4985
7.16
Q
V
4
15.500
4.5478
7.16
Q
V
15.583
4.5903
6.16
Q
V
15.667
4.6327
6.16
Q
V
15.750
4.6752
5.16
Q
V
(
15.833
4.7145
5.71
.Q
V
15.917
4.7539
5.71
Q
V
16.000
4.7932
5.71
,Q
V
16.083
4.8096
2.38
Q
V
t
16.167
4.8260
2.38
Q
V
{
16.250
4.8423
2.38
Q
V ,
16.333
4.8470
0.68
.Q
V ,
16.417
4.8517
0.68
.Q
V .
l
16.500
4.8564
0.68
Q
V .
16.583
4.8589
0,36
Q
V .
16.667
4.8614
0.36
Q
V .
16.750
4.8639
0.36
Q
V .
16.833
4.8656
0.26
Q
V .
16.917
4.8674
0.26
Q
V .
17.000
4.8692
0.26
Q
V .
17.083
4.8741
0,70
.Q
V ..
(
17.167
4.8789
0.70
Q
V .
17.250
4.8838
0.70
.Q
V .
17.333
4.8903
0.94
.Q
V ,
s
17.417
4.8968
0,94
.Q
V .
17.500
4.9033
0,94
Q .
. V .
17.583
4.9100
0.97
Q
V .
17.667
4.9166
0.97
Q
V .
17.750
4.9233
0.97
Q
. V .
17.833
4.9285
0.76
Q
V .
17.917
4.9338
0.76
Q .
V .
18.000
4.9390
0.76
Q .
. . V
END OF FLOODSCx ROUTING ANALYSIS
e
0 100 200 400 800
C:AUE TAMPW
11 11 44
LE"
TRIBUTARY AREA
RETENTION BASIN, LAKE
PREPARED FOR:
DEVELOPMENT CORPORATION
55-920 PGA Boulevard (760) 564-8000
La Quinta, CA 92253 FAX (760) 564-8005
PREPARED BY:
WT HYDROGRAPH ANALYSIS
TENTATIVE TRACT No. 30043
WY OF LA Qu11lTA
I:/51328/HYDROIUNITL HYD 01/17/2001
7947 dJ Ari! W 59
.
o�m u vxxss
oolicx
v:,Q:7ao-niwis
1
s i w V i r z
raz- 7eo-m-u7s
FLANNIRS
INGINIRRS
SYRVI70Rf
WT HYDROGRAPH ANALYSIS
TENTATIVE TRACT No. 30043
WY OF LA Qu11lTA
I:/51328/HYDROIUNITL HYD 01/17/2001