HomeMy WebLinkAboutParcel 19 Hydrology & HydraulicRF
J U L 1998
CITYOF ENGINEERING DEPARTMENT
WESTERN TEL COM
TEMECULA
PARCEL 19 OF PARCEL MAP 28471-1
HYDROLOGY/HYDRAULIC
July 1998
Prepared For.-
WESTERN
or:WESTERN TEL COM
By: V�
Hector L. orre , RCE 3630
WESTERN TEL COM
TEMECULA
PARCEL 19 OF PARCEL MAP 28471-1
HYDROLOGY/HYDRAULIC
PURPOSE
The purpose of this study is to determine the developed 100 year storm run-off and to
determine curb outlet design discharge capacity.
DEVELOPED HYDROLOGY
Hydrology calculations estimate the proposed curb outlet at Winchester Road Will be subject
to 3.240 cfs and that the 6 inch ramp drain Will discharge 0.61 cfs at Zevo Drive during the
developed 100 year storm event.
CURB OUTLET CAPACITY
Hydraulic analysis estimate a modified 5" deep curb outlet has sufficient capacity to discharge
the developed 100 year storm.
100 YEAR
HYDROLOGY
DEVELOPED CONDITION
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON
RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT
(RCFC&WCD) 1978 HYDROLOGY MANUAL
(C) Copyright 1982,1986 Advanced Engineering Software (AES]
**********DESCRIPTION OF RESULTSxxxxxxxxxxxxx*xx+x+.xx+**+xxxx***xx*+..*+xxx
* WESTERN TEL -COM 100 YEAR ON-SITE RUNOFF
* HLC
* JULY 1, 1998
xxxxxxxxxxxxx**+x*xxxxxxxxx**x**xxxxxxxxxx+xxxx+xxxxxxxx*xxxxx*:rxxxxxxxxxx**
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USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
--------------------------------------------------------------------------
USER SPECIFIED STORM EVENT(YEAR) = 100.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE _ .90
10 -YEAR STORM 10 -MINUTE INTENSITY(INCH/HOUR) = 2.360
10 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) = .880
100 -YEAR STORM 10 -MINUTE INTENSITY(INCH/HOUR) = 3.480
100 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) = 1.300
SLOPE OF 10 -YEAR INTENSITY -DURATION CURVE _ .5505732
SLOPE OF 100 -YEAR INTENSITY -DURATION CURVE _ .5495536
COMPUTED RAINFALL INTENSITY DATA: _._J
STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH/HOUR) = 1.3000
SLOPE OF INTENSITY DURATION CURVE = .5496
RCFC&WCD HYDROLOGY MANUAL "C" -VALUES USED
Advanced Engineering Software [AES]
SERIAL No. I00971
VER. 3.3C RELEASE DATE: 2/20/86
I+ix**x*,r**x***xxx**:x*:x.***x*.x**.*x*******x*,t+***
:t+***r:*x'�F�+�w^,r*xx+'✓*x'**�
FLOW PROCESS FROM NODE 1.00 TO NODE
2.00 IS CODE = 2
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»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW -LENGTH = 182.00
UPSTREAM ELEVATION = 87.90
DOWNSTREAM ELEVATION = 77.67
ELEVATION DIFFERENCE = 10.23
TC = .303*[( 182.00**3)/( 10.23)]**.2 =
4.322
COMPUTED TIME OF CONCENTRATION INCREASED TO
5 MIN.
100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) =
5.093
SOIL CLASSIFICATION IS "B"
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT =
.8846 '
SUBAREA RUNOFF(CFS) _ .06
TOTAL, AREA(ACRES) _ .03 TOTAL RUNOFF(CFS)
_ .06
j/2
�0C i,. 4,.12r
�uk5 DULi2i )j
FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 2
----------------------------------------------------------------------------
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW -LENGTH = 370.00
UPSTREAM ELEVATION = 92.90
DOWNSTREAM ELEVATION = 87.37
ELEVATION DIFFERENCE = 5.53
TC = .303*[( 370.00**3)/( 5.53)]**.2 = 7.481
100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.082
SOIL CLASSIFICATION IS "B"
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .6816
SUBAREA RUNOFF(CFS) = 3.24
TOTAL AREA(ACRES) _ .90 TOTAL RUNOFF(CFS) = 3.24
--- _----------------- _____________________________________________________
END OF RATIONAL METHOD ANALYSIS
CURB AUT
6 INCH PVC
HYDRAULIC CAPACITY
------------------------------------------------------
HYDRAULIC ELEMENTS - I PROGRAM PACKAGE
(C) copyright 1982,1986 Advanced Engineering Software (AES]
Advanced Engineering Software (AES]
SERIAL No. I0612I
VER. 2.3C RELEASE DATE: 2/20/86
d pVC � n✓= � I`,,
J �
****x*****DESCRIPTION OF RESULTS****xxxx*******x******x*******x**********xx*
* 6" PVC DRAIN CAPACITY AT 5=0.0100
* HLC CIVIL ENGINEERING
* JULY 1, 1998
**xx***x**x***x**x***x********x****x****xx*x*****x*x***x*xx****x***xxx***x**
***xx*****xx********x*x*xx****x**x*x*****x****x*****x****xx*x**x**x***xx****
»»PIPEFLOW HYDRAULIC INPUT INFORMATION««
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PIPE DIAMETER(FEET) _ .500
FLOWDEPTH(FEET) _ .500
PIPE SLOPE(FEET/FEET) _ .0100
MANNINGS FRICTION FACTOR = .012000
»»> NORMAL DEPTH FLOW(CFS) _ .61
O , 61=c S
G i 00 ID @ S= 0•U rniiv.