HomeMy WebLinkAboutParcel Map 30797 Hydrology Report
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HYDROLOGY STUDY AND HYDRAULIC DESIGN
PUP 652, 29141 VALLEJO AVENUE
TEHECULA, CALIFORNIA
Project No. 8S3WRC-557
April 19, 1991
'Ii<. 3e"\.o/1
'" P 2.\.1
Prepared for:
Rancho Community Reformed Church
29141 Vallejo Avenue
Temecula, California 92390
Attn: Dr. Steve Struikmans
Prepared by:
CALIFORNIA GEO TEK, INCORPORATED
42030 Avenida Alvarado, Suite A
Rancho California, California 92390
(714) 676-2782
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CALIFORNIA GEO TEK, INC.
42030 Avenida Alvarado, Suite A . Temecula, CA 92390 . (714) 676-2782
April 19, 1991
Project No. 8S3WRC-557
INTRODUCTION
This Hydrology Stpdy and Hydraulic Design has been compiled to determine the
hydrologic parameters of the subject development and to adequately size drainage
conveyance structures. This study includes: (1) determining watershed runoff,
(2) sizing the dr~inage facilities, (3) rational method criteria and pipeflow
charts, and (4) preparing this study presenting the findings, conclusions, and
recommendations.
Plate 1 - On-Site, Hydrology Map (40-Scale, in pocket)
Appendix A - Hydrologic and Hydraulic Data, Charts, Tables, and Calculations
7,.,.
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8S3WRC-557
Rage 2
FINDINGS
Site Conditions
The site consistS1of approximately 7t acres in area and is located between
Vallejo Avenue and 1-15, adjacent to Palma Drive. Runoff affecting the parcel
is generated from,on-site conditions only, as the terrain either slopes away
from the site or, as in the case of Vallejo Avenue, has been improved with
paving, curb, and:gutter. There are two existing buildings on the site with two
additional buildings being proposed.
HYdroloQY
The Q100 runoff for the watershed areas was determined in accordance with the
Rational Method a~ presented in the Riverside County Flood Control and Water
Conservation :District Hydrology Manual. With the exception of A20, all surfaces
'were assumed :paved, even though approximately 10 percent of the area is
landscaped. ,Velocity discharge curves were developed to account for the paved
iparking surfaces., All calculations reflect ultimate improved conditions.
IHYdraulic DesiQn
IManning's equation was used to determine the maximum capabilities of the five
'foot wide by one ~oot deep (minimum) terrace drain and the proposed 4 inch ABS
Ipipes.
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:8S3WRC- 557
'Page 3
CONCLUSIONS AND RECOMMENDATIONS
Conclusions
1. The QI00 runoff onto Vallejo Avenue is as follows: subarea A-I - 2.56 cfs,
subarea A-2 " 0.59 cfs.
2, The maximum QI00 runoff to low point confluence is 23.09 cfs.
,
3. The drainage,area of the parcel is 5.26 acres. The remaining area is
unimproved.
4. The capacity of the five foot wide by one foot deep (minimum) terrace drain
is 31.1 cfs.
5. The capacity of the 4 inch ABS pipe is 1.04 cfs.
Recommendations
1. All drainage ,conveyance structures shall be installed as shown on the
precise :grading plan as prepared by California Geo Tek, Inc. dated
September 1990.
2. Riprap shall ,be installed at the point of discharge for the terrace drain.
Rock gradation is to be 0 to 5 percent no larger than 150 pounds
(15 inches), ,and 50 to 100 percent no larger than 300 pounds (18 inches).
3. Riprap shall ,be installed at the point of discharge for the earthen swale
along the no~thwest property line. Rock gradation is to be 0 to 5 percent
no larger than 50 pounds (10 inches), and 50 to 100 percent no larger than
100 pounds (12 inches).
4. Two 4 inch ABS pipes will be installed at the outlet of the 2 foot by 2 foot
by 1 foot deep catch basin to insure QI00 carrying capacity.
Respectfully submitted,
~Uc.<2 ~L
Bruce R. Lee
RCE 23396
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APPENDIX A
HYdroloQic and HYdraulic Data
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LEGEND ~ HYDROLOGIC SOILS GROUP MAP
SOILS GROUP BOUNDARY FOR
A SOILS GROUP OESIGNATION
IRCFC a WCD TEMECULA
HYDROLOGY J''1JANUAL ~~ CR
0 FEET 5000
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I Tc' LIMITATIONS:
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1000 90 2. Maximum area = 10 Acr.. ~
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EXAMPLE: l-
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Development, Tc = 12.6 min.
6 (2) L =550', H =5.0', K = Commercial
I 100 40
Development, Tc : 9,7 inin,
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I 4 Reference: Bibliography ilem No. 35.
.' "RCFC 8 weD TIME OF CONCENTRATION
I HYDROLOGY ~/JANUAL
,
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CALCULATION SHEET
HYDROLOGY
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RUNOFF COEFFICIENT CURVES
SOIL GROUP - B
COVER TYPE -URBAN LANDSCAPING
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(RUNOFF INDEX NUMBER 56)
" RAINFALL INTENSITY IN INCHES PER HOUR
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HYDRAULIC DATA AND CALCULATIONS
2
A=1TD
4
Wp = 11 D
n = .014
Sf = So (design criteria, as pressure flow)
Pipe = Proposed 4 inch ABS
So = 0.350
QlOO = 1. 30 cfs
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Q = 1.~86 A (~p)2/3 (Sf)I/2
Q = 106.143 (0.087) (~:~m2/3 (0.350)1/2
Q = 106.143 (0.087) (0.191) (0.592)
Q = 1.04 cfs (per pipe)
NOTE: Two 4 inch, ABS pipes are to be installed to ensure QI00 carrying
capac ity.
A = ..l1l n = .016
2
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Wp
S = design slope
Conveyance = proposed terrace
drain, 5' x I' deep (minimum)
2/3 1/2
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n
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Q = 1.486 (2.500)(2.500)2/3 (0.050) 1/2
5.398
0.016
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iHydrology Study) 0.016
Q = 31.1 cfs
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