HomeMy WebLinkAboutDiamond Hills Golf Course- Hydrology and Drainage Study (Volume 1)Preliminary Engineering Investigation
DIAMOND HILL GOLF COURSE
HYDROLOGY AND DRAINAGE STUDY
March 24, 2000
Prepared For:
Dennis Lee
Desert Dunes Golf Course
19-300 Palm Dr.
Desert Hot Springs, CA 92240
Prepared By:
(W
B �obert "BeiQ,ffYi E= `Ro- st 6&c'9lssociates
Professional Engineers, Planners & Surveyors
~ P.O. Box 57057, 14725 Alton Parkway, Irvine, CA 92619
(949)472-3505 Fax: (949) 472-8122
Contact Persons:
Jun Wang
Andy Gong
RBF JN 10-033209
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Index
I. Objective
II. Methodology
III. Proposed Development Condition
IV. Pre -development Condition
V. Hydraulics
Appendix A:
Hydrology Maps
Appendix B:
Watershed Isohyetal Maps
Appendix C:
Watershed Point Rainfall Data
Appendix D:
Multi -Storm Rainfall
Appendix E:
Watershed Loss Factor
Appendix F:
Detention Basin Outflow Curves
Appendix G:
Detention Basin Storage Curves
Appendix H:
AES Rational Method Computer Output
• 100 -Year Pre -developed Conditions
• 100 -Year Developed Conditions
• 25 -Year Developed Conditions
• 10 -Year Developed Conditions
• 5 -Year Developed Conditions
• 2 -Year Developed Conditions
Appendix I:
AES Multi -Storm Analysis
• 100 -Year, 24-hour rainfall, Developed Conditions
• 100 -Year, 48-hour rainfall, Developed Conditions
• 100 -Year, 24-hour rainfall, Developed Conditions
• 25 -Year Developed Conditions
• 10 -Year Developed Conditions
• 5 -Year Developed Conditions
• 2 -Year Developed Conditions
Appendix J:
STORM Analysis
DIAMOND HILL GOLF COURSE
HYDROLOGY STUDY
I. Objective
The proposed Diamond Hill Golf Course development which involves construction of an 18 -hole
golf course, a practice range, a club house, parking, and maintenance facilities is located in the City
of Fontana, west of Locust Avenue and north of Armstrong Road (Figure 1). The development will
encompass approximately 197 acres of currently undeveloped land bordered by the San
Bernardino/Riverside County line on the south and the Southern California Edison easement on the
north. The objective of this hydrology study is to provide the City of Fontana with sufficient data
and analysis to support the project proponents proposal to develop the site in the absence of existing
downstream drainage facilities. The applicant understands that issuance of construction permits will
be subject to review and approval of detailed construction drawings and hydraulic calculations for
the proposed drainage facilities.
II. Methodology
San Bernardino County's Rational and Unit Hydrograph hydrologic procedures were followed to
determine runoff volumes and peak rates from 100 -year, 25 -year, 10 -year, 5 -year, and 2 -year storm
events. The precipitation and rainfall intensity information were determined based upon the
isohyetal map and intensity -duration curves in the County's Hydrology Manual. Computer
programs developed by Advanced Engineering Software (AES) for the rational method and unit
hydrograph computations were utilized in the hydrology analysis. The results of the hydrology
calculations are provided in Technical Appendices.
III. Proposed Development Condition
A watershed drainage map representing the proposed Diamond Hill Golf Course project is provided
in Appendix A. In order to reduce the runoff being released form the watershed west of Locust
Avenue the proposed lake areas would be utilized as detention basins linked with storm drain pipes
from upstream to downstream. Locations as well as notations of the on-site detention basins (or
Iakes) are shown on the proposed condition drainage map. The reduced runoff would eventually be
discharged to 11" Street at Locust Avenue and then carried further by an earthen channel. The peak
discharge at the outlet is expected to be reduced below the anticipated street conveyance capacity.
A flow chart showing the drainage characteristics is also presented in Appendix A.
With the proposed drainage configuration, the peak runoff and hydrographs of inflows to the
detention basins under each of the n -year storms were computed using the San Bernardino County's
rational and unit hydrograph methods. Th -c land use type of public park (90% pervious) was
-1-
assumed for drainage basins within the project area. Lakes on the golf course are modeled as
commercial area with a 100% imperviousness. The detention basin outflows were determined
through a hydrologic routing procedure based upon the stage -outflow and basins stage -storage
characteristics as plotted in Appendix F and G, respectively.
Based upon the San Bernardino County Flood Control District's Detention Basin Policy and Design
Criteria, the proposed golf course detention basins (or lakes) were designed to accommodate the
runoff resulting from the 100 -year rainfall. A multi -day analysis was performed using 24-hour, 48-
hour, and 72 -hour rainfall durations to ensure that the proposed detention basins have adequate
storage capacities. Rainfall patterns and magnitudes of the multi -day storms were created following
the criteria introduced in the San Bernardino County Hydrology Manual. The results are provided
in Table 1. As indicated in the table, the maximum outflow generated from the project site was
estimated to be 15.7 cfs, which is discharged to 11 `h Street and conveyed by an earthen channel.
Hydrology analyses considering the 25-, 10-, 5-, and 2 -year rainfalls were also performed for the
proposed project. The results are provided in Appendix I.
IV. Pre -development Condition
The proposed project is expected to substantially reduce the runoff to the streets east of the
watershed area. For the purpose of comparison, a pre -development condition analysis was
conducted to determine the 100 -year flood peak runoff rates based upon the 25 -year rainfall. A
drainage map delineated for the pre -development condition watershed is provided in Appendix A.
The drainage sub -basins were identified based upon the USGS topographic map. The soil type was
identified according to the soil maps provided in San Bernardino County's Hydrology Manual. For
drainage basins located within the mountainous areas, "natural and barren" were assumed for the
land use characteristics.
Based upon the flow pattern shown in the drainage map, runoffs reaching Locust Avenue are
expected to exit near 7`h Street, 91h Street, and 11`h Street. The computed 100 -year peak flow rates
are listed in the table below. The detailed computation is provided in Appendix H.
Table 2 Pre -development Condition Analysis Results
Locust Avenue Location
100 -year Peak Flow (cfs)
7`' Street
204.19
9t' Street
127.39
11 `h Street
91.06
The proposed detention basins would provide a substantial reduction of the runoff from the
-2-
watershed to the existing local streets. The runoff carrying capacity for 1111 street, 60' right of way
and 24' of pavement with a gradient of 0.5%, is approximately 28.2 cfs, which is greater than the
peak outflow of the detention basin. With the storage capacity of the detention basins combined
with the metered outflow, the 100 -year flood event peak runoff is reduced to 16.5% of estimated
peak runoff from existing land uses tributary to I lt' Street.
V. Hydraulics
The Storm Drain Analysis Program PC/RD4412 created by the Los Angeles County
Department of Public Works, Roads Department was used to perform a hydraulic analysis of
the proposed storm drain system. The program calculates the hydraulic grade line elevation
of a proposed or existing storm drain system given the physical characteristics and the
discharge rate. It can calculate both pressure and open channel flow in a conduit with either
a circular or rectangular conveyance cross section.
The program starts the computation for the hydraulic grade line by evaluating the friction
losses and minor losses throughout the system. The junction losses are evaluated by equating
pressure plus momentum for the incoming and outgoing flows through the junction. This is
accomplished by applying the formula developed by the City of Los Angeles, which establishes
that the summation of pressures, ignoring friction, is equal to the average cross section flow
area, multiplied by the change in the hydraulic gradient through the junction. The basic flow
elevations used for the main lines at either end of the junction that apply to the pressure plus
momentum equation depends on the type of flow at each end of the junction. These elevations
are determined by computing the drawdown curves for each line. The control elevation for the
lateral or lateral system is taken as the average of the hydraulic grade line elevations at both
ends of the junction. If the water elevation in the lateral is above this control, the momentum
contributed by the lateral in the analysis of the junction is decreased in proportion to the ratio
of the area in the lateral below the control to the total area of flow.
When flow changes from partial to full or from full to partial, the program determines and
prints the location where this change occurs. If the flow reaches normal depth within a
channel, the program determines and prints the location. When flow changes from
supercritical to subcritical because of downstream conditions, it happens via a hydraulic jump;
the program determines the precise location of the jump by equating the pressure plus
momentum for the two kinds of flow. It prints the jump location, pressure plus momentum at
the jump and the depth of water before and after the jump.
The storm drain analysis file is provided inAppendix J.
(G:\GRP8TDATAl33209\ WPW MWPDOCS\Iiydrpt.wpd)
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Figure 1 Vicinity Map of the Proposed Rancho La Tierra Golf Course
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Table 1 Routing Analysis for Multi -day Storms
100 -Year
24 -Hour Storm Event
Basin
Inflow (cfs)
Max. Storage
Volume (Ac -ft)
Outflow (cfs)
1UU1.bO
48.46
1.43
7.90
1003.20
44.86
0.06
43.10
1003.30
43.12
0.21
35.40
1003.40
35.42
0.21
31.70
1003.50
31.70
0.17
29.40
1009.2*
151.11
---
136.15
1013
78.58
7.20
9.30
931
75.98
2.25
8.20
911
138.77
9.99
10.50
915
337.66
73.16
15.40
" Basin 1009.2 channel routing, no storage
100 -Year
48 -Hour Storm Event
Basin
Inflow (cfs)
Max. Storage
Volume (Ac -ft)
Outflow (cfs)
1UU1.bU
48.92
1.44
7.90
1003.20
44.80
0.06
43.10
1003.30
43.10
0.21
35.40
1003.40
35.40
0.21
31.70
1003.50
31.70
0.17
29.40
1009.2*
151.90
---
136.90
1013
79.20
7.36
9.40
931
76.70
2.27
8.30
911
139.60
10.02
10.50
915
339.40
80.11 1
15.70
Basin 1009.2 channel routing, no storage
100 -Year
72 -Hour Storm Event
Basin
Inflow (cfs)
Max. Storage
Volume (Ac -ft)
Outflow (cfs)
IUU1.bU
48.YU
1.44
7.90
1003.20
45.30
0.06
43.50
1003.30
43.50
0.22
35.60
1003.40
35.60
0.21
31.90
1003.50
31.90
0.17
29.60
1009.2*
151.90
---
136.90
1013
79.20
7.36
9.40
931
76.70
2.27
8.30
911
139.60
10.02
10.50
915
339.50
80.29 1
15.70
Basin 1009.2 channel routing, no storage
DIAMOND HILLS GOLF COURSE
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Watershed Map of Diamond Hills Golf Course under Existing Conditions
DIAMOND HILLS GOLF COURSE
ours U IrviLwnn �' U. , o— I—VU , �I•OGAM , WILLUAW J, U.-* 12345574 1
ENGINEERS & PJ ANNERS
FACSIMILE TRANSMISSION COVER SMETC
DATE: o'�
TIME:
TO:
FIRM
W NUMBER: 0 5 U 6& /
FROM: Todd Miller
FAX NUMBER:_(909) 888.5107
MAIN PH®NE:
OFFICE; San Bernardino
2 MAIN PHONE:_ (909)386.0200
This FAX consists of ) pages (including cover sheet if
problems with this transmissions lease contact ) —there are any
StN I UY -IWILLUAN 5.b. ; 3— 7-00 ; 9, 53AM ; WILLDAN S, B. -4
7T WILLDAN
Serving Public Agencles
Memorandum
T0: Felipe Molinos, City of Fontana
FROM: Todd Miller
SUBJECT: Diamond Hill Golf Course Hydrology and Drainage Study
Informal First Review
DATE: March 7, 2000
1234567;9 2
We have completed our informal first review of the Hydrology and Drainage Report for
the subject project. The following is a list of general comments for the overall informal
first plan check.
Rational Method Hydrology Analysis
Need to provide Drainage System Map that shows the following; Watercourse,
Watershed boundary, Subarea boundary, Node numbers, node elevations, area in
acres, north arrow, scale, etc, See example sheet D-20 of the San Bernardino County
Hydrology Manual,
Unit Hydrograph Analysis 24, 48, and 72 hr
Continue 001
1, Provide the following information,
a, Watershed Map including Boundary and Geometric Information
b. Land Use Map showing existing and ultimate development (with study area
outlined).
c. Soil Group Map (with study area outlined).
d. Watershed Information Form (Figure E-7)
e. 1 -Hour, 6 -Hour, 24 -Hour Rainfall Isohyetals
f. Area -Averaged Rainfall Determination
g. 3 -Hour Area -Averaged Rainfall Estimation (Figure E-8)
SLNI by;W1LLUAN 5. B. ; 3— 7-00 ; 9:53AM ; WILLDAN 5. B. -+ 1234567;# 3
h. 5 -Minute and 30 -Minute Area -Averaged Rainfall Estimations. (Figure D-3)
i, Adjusted and Unadjusted Mass Rainfall Plots; Depth -Area Effects. (E-4, E-8)
j. Watershed -Loss Information Map
k. Area -Averaged Maximum Loss Rate (Fm) Determination, (Show cals or use AES
Software)
Area -Averaged Low Loss Fraction ( ) Determination. (Show cats. Or use AES
software)
Flow -Through Detention Basin Calculations 24, 48, and 72 hr
2, Provide the following information;
a, Hydraulic calculations for the outflow structures that were used to determine
Basin outflow verses depth.
b. Detention basin outflow (c.f.s.) as a function of depth (feet),
c. Detention basin storage (acre — feet) as a function of depth (feet),
d. Detention basin information form (Figure F-8),
e, Detention Basin inflow I outflow hydrographs,
f, Detention basin routing calculations.
The multiday storm runs appear to conform to the required form. Verify that the low -loss
fraction for node 1003.2 to 1003.2 code 1, is correct. It appears that the storm runoff
yleld (Y) was used and not the low loss fraction ( ).
If you have anv question please call me at 949.470-8848
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