HomeMy WebLinkAboutTract Map 9833-3 Lot 23 Drainage
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9%33- 3
10,(;23
DRAINAGE STUDY
FOR
SOUTHEWEST/JEDEDlAH SMITH ROAD
TEMECULA, CALIFORNIA
ENGINEER OF WORK
EXCEL ENGINEERING
346 State Place
Escondido, CA 92029
(760) 745-8118
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HYDROLOGY STUDY
FOR
SOUTHWEST/JEDEDlAH SMITH ROAD
GRADING PLAN
TEMECULA, CALIFORNIA
OBJECTIVE
The purpose of this study is to determine the water surface elevation of the 100-yr flows through the
property. The property is about 2 acres in size. It lies within the limits of the City of Temecula, California
and is located northerly of Highway 79 and near the intersection Calle De Valdero and ledediah Smith
Road. (See Figure Below)
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Based on the Hydrology Map of Tract No. 9833 prepared by Shaller & Lohr Associates, Inc. dated
December, 1997, the flow through the property is 592 cubic feet per second (cfs). This flow currently
enters the property at the southwesterly comer via two 84" RCP storm drains. It then proceeds northerly
through a natural channel. This channel has a slope of about 2.50% and varies in depth from 4-6 feet and
width from 20-80 feet.
METHODOLOGY
Using the information acquired from the hydrology map mentioned above, the channel was divided into
three cross-sections and analyzed to determine the water surface elevations. The analysis of the channel
entailed the use of Manning's Equation:
1.49 1 1
Q(cap) =-AR'S'
n
Where, A = Cross-sectional area in square feet (sf)
R = Hydraulic Radius (area divided by wetted perimeter)
S = Slope
n = Roughness Coefficient
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HYDROLOGY STUDY
FOR
SOUTHWEST/JEDEDIAH SMITH ROAD
GRADING PLAN
TEMECULA, CALIFORNIA
OBJECTIVE
The purpose ofthis study is to determine the water surface elevation of the I OO-yr flows through the
property. The property is about 2 acres in size. It lies within the limits of the City of Temecula, California
and is located northerly of Highway 79 and near the intersection Calle De Valdero and Jedediah Smith
Road. (See Figure Below)
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Based on the Hydrology Map of Tract No. 9833 prepared by Shaller & Lohr Associates, Inc. dated
December, 1997, the flow through the property is 592 cubic feet per second (cfs). This flow currently
enters the property at the southwesterly comer via two 84" RCP storm drains. It then proceeds northerly
through a natural channel. This channel has a slope of about 2.50% and varies in depth from 4-6 feet and
width from 20-80 feet.
METHODOLOGY
Using the information acquired from the hydrology map mentioned above, the channel was divided into
three cross-sections and analyzed to determine the water surface elevations. The analysis ofthe channel
entailed the use of Manning's Equation:
) 1.49 A '81
Q(cap =- R' ,
n
Where, A = Cross-sectional area in square feet (sf)
R = Hydraulic Radius (area divided by wetted perimeter)
S ~ Slope
n = Roughness Coefficient
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The depth of flow at each cross-section was calculated and the average flow through the channel was
determined to be about 1.5 feet. Furthermore, the proposed pad elevation is about 22 feet higher than the
flow line elevation at the outlet. Hence, it is reasonable to assume that proposed structures will not be
inundated by 100-yr tlows.
Please see Appendix A for the following:
a) Map of site showing cross-sections.
b) Copy of portion of Hydrology Map of Tract No. 9833 prepared by Shaller & Lohr Associates, Inc.
dated December, 1997.
c) Cross-sections.
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APPENDIX A
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