HomeMy WebLinkAboutTract Map 3552 Lot 93 Hydrology (2)
LA COS-'
ENGIINJURIi1'UG
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-w.. 3:SSZ-
L.o\~~
1950 KEllOGG AVE.
CARlSBAD, CALIFORNIA 92008
TEL 760-931-0290 FAX 438-5251
EMAll: Icengr@connectnet,com
CIVIL. STRUCTURAL
MECHANICAL_ PETROLEUM
~ ()1lYV'~ \ L---I 10-0 1.--
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HYDROLOGY REVIEW
AND
HYDROLOGY & HYDRAULIC
CALCULATIONS
PREPARED FOR:
GUNDERSON RESIDENCE
NW CNR. CABRlllO AVE. & JOHN WARNER RD.
TEMECULA, CA. 92592
PREPARED BY:
LA COSTA ENGINEERING
1950 Kellogg Avenue
Carlsbad, CA 92008
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HYDROLOGY REVIEW
The Gunderson property located on the northwest comer ofCabrillo Avenue and John
Warner Road is within a 48 acre watershed area. Specifically, storm runoff from this
large watershed may flow through the Gunderson property.
A draft hydrology study titled Warner/Santiago Road Assessment District Improvement
'. Project prepared by Earth Resources is attached to this document as addendum. This
draft report was prepared to provide hydrologic flow amounts at various basin locations
and to address the lack of adequate drainage facilities in the area.
Currently storm runoff in the drainage basin begins at the end of both Colver Court and
La Presa Loop, south of Santiago Road and flows in a south-southwesterly direction. The
drainage course is made up of native earthen material and directs flows through multiple
culverts at road crossings downstream. Additional streamlets and draws feed the main
channel until the drainage channel reaches the intersection ofJeramie Drive and John
Warner Road.
It appears that the construction of additional homes, subdivisions and graded road
improvements have directly impacted the drainage courses within the watershed area.
Specifically the construction of John Warner Road and the raising of the road across the
drainage course near Jeramie Drive have caused the storm flows to abandon original
downstream channels. At the point of intersection ofJohn Warner and Jeramie Drive the
entire watershed flows are directed southerly onto John Warner Road and flow southerly
within the graded and ultimately paved right-of-way. Per review of the existing
topographic maps and site visits to the area in question, it appears larger storm flows will
crest John Warner Road and continue down the original drainage. In this area a deep
channel with a 3' concrete swale exists west ofJohn Warner Road. For a 100 year storm
occurrence, a significant but unquantified portion of the 107 cfs will crest J ohn Warner
Road and flow through said channel and swale, crest a driveway, wind its way through
the property directly north ofthe Gunderson's (Lot 94), flow through the Gunderson
property (Lot 93) and finally reach the rip-rap detention basin on the northeast comer of
John Warner Road and Cabrillo Avenue. Based upon reports of multiple residents in the
area, our review of the topographic maps appears to be correct; a large percentage of
storm water flow unfortunately is directed down John Warner Road due to previous road
construction , and the lack of a large culvert under road.
The existing storm flow conditions detailed above are not desirable. Additionally, per the
draft hydrology report, the 107 cfs flows are too great for the rip-rap detention basin and
(2) 12" culverts located on the northwest comer ofCabrillo Ave. and John Warner Rd.
(S.E. comer of the Gunderson Lot 93). The two culverts extend under Cabrillo Ave. and
exit on the south end of Cabrillo Ave. into a 3-4' deep drainage channel located west of
John Warner Rd. This channel flows south-southwest through residential areas.
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The Grading Plan for the Gunderson property addresses much of these concerns. Please
refer to the grading plan on file with the City for topographic data and site design. A new
drainage channel is designed through the Gunderson property to accept the full I 07 cfs
watershed basin drainage flows plus additional sediment loads. This new channel will
convey storm waters to the existing rip-rap detention basin at the southeast comer of the
site. Due to the multiple small detention areas upstream and planned detention areas per
the Draft WarneriSantiago Hydrology Report, the Gunderson property was designed with
two detention basins on-site which will handle a "Fair Share" 30% portion of the
sediment drive for the entire basin. Refer to the attached hydraulic analysis sheets for
flow capacities at .various cross-sections through the Gunderson channel. If the City
decides at any future date to reroute the full watershed flows under John Warner Road
near Jeramie Dr., the Gunderson property will adequately direct the flows to the existing
rip-rap detention basin at the northwest comer of Cabrillo Ave. and John Warner Road.
There are visible minor drainage plumes through the Gunderson property that reach
Cabrillo Ave. The topography is such that water along the north side ofCabrillo Ave.
along the Gunderson property flows easterly at 0.4% to a curb inlet opening at the rip-rap
basin. The existing water flows on the property and the subsequent Gunderson drainage
improvements will not direct any additional water toward Cabrillo Ave. The Gunderson
drainage improvements will actually decrease the overall local sheet flow that currently is
collected and routed easterly along the north and south sides ofCabrillo Avenue as well
as the remaining 100 year storm waters that crest Cabrillo Ave. and directly impact the
residence directly south of the Gunderson property and across Cabrillo Ave. (Lot 80).
An additional site visit revealed the following information of concern to the City of
Temecula regarding directed flows across Cabrillo. Per the aerial topography by Archer
Engineering, 100 year storm flows will crest the rip-rap detention basin due to the
inadequate sized (2) 12" culverts and continue directly across the intersection of Cabrillo
Avenue and John Warner Road. The crested flows will either flow southerly on John
Warner Road or iI)ll1lediately sheet flow over Cabrillo Ave. and enter the 3' -4' deep
channel on the south side ofCabrillo Ave. The Lot 80 residence on the south side of
Cabrillo Ave. has built up a I' high landscape berm across the entire property. The
driveway entrances are also somewhat built up. The 100 year storm flows will follow the
path of/east resistance and lower elevation and will flow to the east of this residence.
For additional protection, the City may want to extend in height and in length the AC
berm located on the south side ofCabrillo Ave. and raise the crown of the easterly
driveway of Lot 80 so as to more purposely direct any crested flows into the 3'-4' deep
drainage channel south ofCabrillo Avenue.
The Gunderson Grading Plan will be a great enhancement to the overall drainage design
of Santiago /Warner Watershed Basin. After approval and construction of the Gunderson
Grading Plan, the design and construction ofthe John Warner Road/Jeramie Drive
Culvert (under John Warner Rd.) and Detention Basin Improvement and the construction
of other possible upstream detention basins will become the final key to drainage and
sediment control for the upper Warner/Santiago watershed basin.
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Triangular Channel Analysis & Design
Open Channel - Uniform flow
'Worksheet Name: N. Side Cabrillo Ave
~omment: Flow along N. Cabrillo Ave. Section~-~
Solve For Discharge
Given Input Data:
Left Side Slope..
Right Side Slope.
Manning's n..... .
Channel Slope....
Depth. , . . . . . . . . . .
Computed Results:
Discharge........
Velocity........ .
Flow Area. .......
Flow Top Width...
Wetted Perimeter.
Critical Depth...
Critical. Slope..,
Froude Number. ...
20.00:1 (H:V)
15.00:1 (H:V)
0.018
0.0040 ft/ft
0.60 ft
14.72 cfs oS
2.34 fps
6.30 sf
21. 00 ft
21. 03 ft
0.54 ft
0.0073 ft/ft
0.75
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Triangular Channel Analysis & Design
Open Channel - Uniform flow
,Worksheet Name: S. Side Cabrillo Ave
:Solve For Discharge
Comment: Flow along S. Side of Cabrillo Ave. Section 1-\
Given Input Data:
Left Side. Slope..
Right Side Slope,
Manning's n......
Channel Slope.. '.
Depth. . . . . . . . . . . .
Computed Results:
Discharge. .......
Velocity.........
Flow Area. . . . . . . .
Flow Top Width...
Wetted Perimeter.
Critical Depth...
Critical Slope...
Froude Number. ...
12.00:1 (H:V)
15.00:1 (H:V)
0.018
0.0040 ft/ft
1. 00 ft
44.32 cfs ....
3.28 fps
13 .50 sf
27.00 ft
27.07 ft
0.92 ft
0.0061 ft/ft
~ 4'\-cFS
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NEW GUNDERSON DRAINAGE CHANNEL
HYDRAULIC CALCULATIONS
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Triangular Channel Analysis & Design
Open Channel - Uniform flow
Worksheet Name: Drainage @ Steep Sl
,Comment: 1
Solve For Depth
Given Input Data:
Left Side Slope.,
Right Side Slope.
Manning's n.. ....
Channel Slope..,.
Discharge... .....
I Computed Results:
Depth. . . . . . . . . . . .
Veloci ty. . . . . . . . .
Flow Area........
Flow Top Width...
Wetted Perimeter.
Critical Depth...
Critical Slope.,.
Froude Number....
2.40:1 (H:V)
2.40:1 (H:V)
0.018
0.2140 ft/ft
200.00 cfs
( rz' WI'i:>t' ~1"~, ~.lS 1 "'--.;;> J
1. 63 ft ~ ~.S I .,/"
31.53 fps
6.34 sf
7.80 ft
8.45 ft
3.36 ft
0.0044 ft/ft
6.16 (flow is Supercritical)
Open Channel Flow Module, Version 3.12 (c) 1990
Haestad Methods, Inc, * 37 Brookside Rd * Waterbury, Ct 06708
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Triangular Channel Analysis & Design
Open Channel - Uniform flow
Worksheet Name: Drain. @ Bot. of Sl
Comment: 2
Solve For Depth
Given Input Data:
Left Side Slope..
Right Side Slope.
Manning's n. .....
Channel Slope....
Discharge........
Computed Results:
Depth. . . . . . . . . . . .
Velocity...... ...
Flow Area..... ...
Flow Top Width...
Wetted Perimeter.
Critical, Depth. . .
Critical Slope...
Froude Number. ...
8.00:1 (H:V)
8.00:1 (H:V)
0.018
0.1333 ft/ft
200.00 cfs
1. 11 ft
20.26 fps
9.87 sf
17.77 ft
17.91 ft
2.08 ft
0.0047 ft/ft
4.79 (flow is
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Triangular Channel Analysis & Design
Open Channel - Uniform flow
Worksheet Name: Drainage @ Back Yard
Comment: 3
Solve For Depth
Given Input Data:
Left: Side Slope..
Right Side Slope.
Manning's n.. ....
Channel Slope....
Discharge. .......
Computed Results:
Depth. . . . . . . . . . . .
Velocity.........
Flow Area. . . . . . . .
Flow Top Width...
Wetbed Perimeter.
Critical Depth...
Critical: Slope...
Froude Number....
25.00:1 (H:V)
25.00:1 (H:V)
0.018
0.0300 ft/ft
200.00 cfs
(50' ""\~ oit<.~ J I' 1:> €'V? )
L.. I' v'
o . 96 ft
8.74 fps
22.88 sf
47.83 ft
47.87 ft
1. 32 ft
0.0054 ft/ft
2.23 (flow is Supercritical)
Open Channel Flow Module, Version 3.12 (c) 1990
Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708
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Triangular Channel Analysis & Design
Open Channel - Uniform flow
'Worksheet Name:. Drainage @ Det.Basin
'Comment: 4
:Solve For Depth
:Given Input Data:
Left Side Slope..
Right Side Slope.
Manning's n. . . . . .
Channel Slope....
Discharge..... ...
:Computed Results:
Depth. . . . . . . . . . . .
Velocity. . . . . . . . .
Flow Area..... ...
Flow Top Width...
Wetted Perimeter.
Critical Depth...
Critical Slope...
Froude Number. ...
5.00:1 (H:V)
5.00:1 (H:V)
0.018
0.0440 ft/ft
200.00 cfs
I
f L.1,
1.64 t
14.95 fps
13 .38 sf
16.36 ft
16.68 ft
2.51 ft
0.0045 ft/ft
2.91 (flow is
(30' "'\~ ~\n\\ J S' 'i>~)
,/
Supercritical)
Open Channel Flow Module, Version 3.12 (c) 1990
Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708
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Circular Channel Analysis & Design
Solved with Manning's Equation
Open Channel - Uniform flow
Worksheet Name: Gunderson Property
Comment: Pipe under driveway 1 5
Solve For Actual Depth
Given
Input Data:
Diameter..........
Slope. . . . . . . . . . . . .
Manning's n... . . , .
Discharge....... ..
computed Results:
Depth. . . . . . . . . . . . .
Velocity..........
Flow Area.........
Critical Depth. ...
Critical Slope....
Percent Full... ...
Full Capacity.. ...
QMAX @.94D........
Froude Number.....
3.00 ft
0.0570 ft/ft
0.013
112.00 cfs
(otL ~ k7.""#1.I1j" O\M\-)
~ Pftl:X'<:-'1l..T'-\ S \,,~
1. 86 ft
24.40 fps
4.59 sf
2.93 ft
0.0251 ft/ft
61. 85 %-
159.24 cfs
171.30 cfs
3.43 (flow is Supercritical)
Open Channel Flow Module, Version 3.12 (c) 1990
Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708
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Triangular Channel Analysis & Design
Open Channel - Uniform flow
'Worksheet Name: Drain. @ Front Yard
Comment: 6
Solve For Depth
.Given Input Data:
Left Side Slope..
Right Side Slope.
Manning's n......
Channel Slope....
Discharge........
Computed Results:
Depth. . . . . . . . . . . .
Velocity... ......
Flow Area........
Flml Top Width.. .
Wetted Perimeter.
Critical Depth...
Critical Slope...
Froude Number....
10.00:1 (H:V)
10.00:1 (H:V)
0.018
0.0500 ft/ft
112.00 cfs
C'~o I ""~. ~ \ tt-rt , \.... I ,,60-'1' J
LI.5' /
0.99 ft
11.49 fps
9.75 sf
19.74 ft
19.84 ft
1. 51 ft
0.0052 ft/ft
2.88 (flow is
Supercritical)
Open Channel Flow Module, Version 3.12 (c) 1990
Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708
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Circular Channel Analysis & Design
Solved with Manning's Equation
Open Channel - Uniform flow
Worksheet Name: Culvert at Cabrillo
Comment: (2) - 12" Pipe Culverts under Cabrillo Ave. Sec."heN 4-4
Solve For Full Flow Capacity
Given Input Data:
Diameter. . . . . . . . . .
Slope. . . . . . . . . . . . .
Manning's n.......
Discharge.........
Computed Results:
Full Flow Capacity.. ...
Full Flow Depth.. ......
Velocity... .......
Flow Area..... ....
Critical Depth.. . .
Critical Slope....
Percent Full... ...
Full Capacity. ....
QMAX @.94D........
Froude Number.....
1. 00 ft
0.0345 ft/ft
0.012
7.17 cfs
('t ~,.p~) (1Co'::~)
7.17 cfs
1. 00 ft
9 . 13 fps
0.79 sf
0.98 ft
0.0307 ft/ft
100.00 %
7.17 cfs
7.71 cfs
FULL
-:: 11 eft,
Open Channel Flow Module, Version 3.12 (c) 1990
Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708
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Trapezoidal Channel Analysis & Design
Open Channel - Uniform flow
Worksheet Name: Cabrillo/J.Warner
/'6
Comment: Flow Section of Cabrillo-John Warner Inters'j Sec....OAt S'S
Solve For Discharge
Given Input Data:
Bottom Width.....
Left Side Slope..
Right Side Slope.
Manning's n......
Channel Slope. ...
Depth. . . . . . . . . . . .
Computed Results:
Discharge........
Velocity. ... .....
Flow Area. .... ...
Flow TOp , Width. ..
Wetted Perimeter.
Critical.Depth.. .
Critical Slope...
10.00 ft
100.00:1 (H:V)
40.00:1 (H:V)
0.016
0.0170 ft/ft
0.50 ft
116.95 ds ~ n-1~~
5.20 fps
22.50 sf
80.00 ft
80.01 ft
0.64 ft
0.0053 ft/ft.
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Trapezoidal Channel Analysis & Design
Open Channel - Uniform flow
'Worksheet Name: S. Drainage Channel
Comment: Flow Section of South Drainage Channel J S eC. tlO" '3':!l
Solve For Discharge
Given Input Data:
Bottom Width.....
Left Side Slope..
Right Side Slope.
Manning's n......
Channel Slope....
Depth. . . . . . . . . . . .
Computed Results:
Discharge.. ......
Velocity........ .
Flow Area. . . . . . . .
Flow Top Width. . .
Wetted Perimeter.
Critical Depth...
Critical Slope...
Froude Number....
6.00 ft
2.00:1 (H:V)
1.67:1 (H:V)
0.018
0.0100 ft/ft
3.00 ft
431.09 cfs .,;
12 .4.9 fps
34.52 sf
17.01 ft
18.55 ft
3.76 ft
0.0040 ft/ft
FULL
~"\~\c.~
Open Channel Flow Module, Version 3.12 (c) 1990
Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708
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ADDENDUM
. Warner/Santiago Road Assessment District
Improvement Project "Draft" Hydrology Study
. Photo Exhibits
. Hydrology Maps
2-\
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I4J 003/008
'['I...
:IR CEIVED
WARNER / SANTIlAGO ROAD
i i AUG 1 9 2002 ASSE SMENT DISTRICT IMPROVEMENT PROJECT
I '
!CITY OF TEMECULA HYDROLOGY STUDY
ENGINEERING DEPARTMENT
INTRODUCTION
From approximately 1975 to the middle 1980's, the area around John Warner Road between
. kramie Drive and S,antiago Road was subdivided into large parcels. The subdivisions reflect the
developmentpattems established during earlier land divisions along Ynez Road in the
southeastern portion of the City ofTemecula.
. This region of the City of characterized by small ranches on parcels of land typically no smaller
than 5 acres. Public improvernent are sparse and generally include water and power and
, communications facilities and, in some locations, paved traveled ways. However, while the area
Under consideration enjoys improved water and power and communications systems, the
. roadways which are,private have been left unimproved.
~tudy Purpose
. Currently, the homeowners along 10hn Warner Road, the La Presa Loop, Colver Court, Lolita
. Road and Paulita Road have banded together in pursuit of various improvements that will upgrade
traveling conditions.and storm water conveyance during wet weather. The analyzes contemplated
, herein will establish, the basis for the ronovation of existing drainage facilities necessary to protect
. private property and proposed roadway construction. Further. the analyzes will result in
recommendations for the construction of new flood control facilities capable of reduction the
. impacts of sedimentation on downstream properties.
, The final Engineer's Report will include a written history of project development and system
alternates, a detailed analysis of each alternate, calculations and other documentation supporting
t\1e analysis and recommendations. Construction cost estimates, developed during the analysis of
, tlle alternates, will include costs for construction, right-of-way acquisition and other items
. incidental to the construction of the recommended facilities.
I
Hydrologic Analysis
An analysis of the 'rfatershed will determine the impact of certain storm events within the area
tributary to the intersection of lohn Warner Road and Jeramie Drive. To insure accurate
modeling of the tributary area, subarea boundaries have been identified on the most current
tl:>pography available and verified by field evaluation. When complete, the hydrologic
calculations predict runoff at key points throughout the watershed.
,
~ethodology
l!Iydrologic methods used to determine the peak discharges for the study area are based upon
driteria set forth in the Riverside County Flood Control District Hydrology Manual, dated 1978,
efs incorporated in the Civilcadd/Civildesign rational method software package (copyright 1989-
~ 999). Runoff calcwations have been prepared for multiple storm events including 10-year and
,
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Augusl6, 2002 City of T emecu/a Page}
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WARNER / SANTIAGO ROAD
ASSESSMENT DISTRICT IMPRovEMENT PROJECT
HYDROLOGY STUDY
]OO-year return frequency storms. Runoff quantities and storm volumes for the stated storms
~ve been estimated using the Rational Method and the Synthetic Unit Hydrograph Method,
respectively.
.
"
: . Watershed Description
Watershed boundaries and the limits of subareas within the watershed were determined using
tbpography developed by the Riverside County Flood Control and Water Conservation District in
June 1982. Although this topography does not depict the current level of development within the
study area, field verjfication has shown that current development activities have not significantly
altered drainage patterns through the area.
Overall, the watershed encompasses approximately 48-acres south of Santiago Road and east of
Vallejo Avenue (See hydrology map for more details). Previous land divisions have divided the
area into five acre parcels which typically developed as small horse ranches. In general, the area
is built out.
Terrain within the study area consists of steep hills partially covered with sage scrub and native
grasses. The. main! drainage course is steep and well defined throughout the study area.
Originating near the end of Lolita Road, this natural conveyance flows westerly and
southwesterly. crossing Paulita Road south of Lolita Road and John Warner Road twice south of
q;olver Court. Downstream of the second crossing, the watercourse begin to broaden taking the
riharacteristics of and alluvial fan as it crosses Jeramie Drive.
I
,
,
I
I
I
~atershedlHydrology
Watershed models ,have been developed using previously described methods. As noted,
calculations have been prepared for 10- and lOO-year remm frequency stonns. Table X-I
summarizes the model outcomes at various concentration points throughout the watershed.
Conc~trllLion point 100Year Runoff IUO-year Runoff
, John Warner Road $10 Colver Court (6) 34 cfs 53 ciS
,
John Warner Road 1>etWeen La Presa Loop and 56 cfS 90 cfs
Colver Court (7)
John Warner Road at Jeramie Drive (8) 66 cf. 107 cfs
*ydrology calculations supporting the runoff values cited above are provided in Appendices ''B''
;jnd "C", respectively.
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WARNER / SANTIAGO ROAD
ASSESSMENT DISTRICT IMPROVEMENT PROJECT
HYDROLOGY STUDY
Sediment Analysis
Sediment yield from a watershed, is the quantity of sediment moving past a particular point, is
sometimes mistakenly assumed to be synonymous with erosion. Within a channel, material
eroded from the land slope combined with materials from the banks and channel bed can be a
significant component of the sediment transported past a point of the stream. Eroded material
may be deposited back to the channel bed, on a flood plain or other locations within the watershed
when the sedimen1load exceeds the transport capacity of the runoff.
Methodology
Sediment yield from a watershed is a function of several factors including vegetative cover,
rainfall intensity, slope of the watershed, geology, soil type and size of the drainage basin. As
noted above, I sediment yield is the rate at which sediment passes a particular point and is
. typically estimated as a volumetric rate per year.
Methods of estimating erosion and sediment yield from rangelands are based primarily on
I principles dev:eloped in areas where cultivated agricultural activities are prevalent. Techniques
: incorporating disturbance of the soil be tillage are not generally applicable to rangelands, so
I erosion estimating :techniques must be adjusted to reflect these land use differences for
I rangelands.
,
I
: In June 1982, the U.S. Department of Agriculture published proceeding from the Worlcshop on
I EWmating Erosion and Sediment Yield 011 Rangelands. This symposium evaluated numerous
. methods of estim~ting erosion and sediment yield in semi-arid regions of the southwest. After
. reviewing theproc..MiTlgl' and evaluating the methods presented, we have determined the most
. applicable methods to area under consideration include:
,~
The Pacific Southwest Interagency Conmrittee Method (pSIAC); and,
The Dendy/Boulton Method.
, ~'
'P.acific Southwest Interagency Committee Method
: The Pacific Southwest Interagency Conmrittee Method was originally intended fur use on
,~atersheds on. 10 square miles or mOle. However, when tested on small watersheds the method
. demonstrated a high level of accuracy when compared to field measurements. The method
requires using nine factors to determine the sediment yield classification for a watershed.
: ~e nine factors required include geology, soils type, climate runoff; topography,' ground cover,
bind use, upland erosion and channel erosion. Each factor is assigned a numerical value from a
dting chart. Summing the rating chart values for the nine factors defines a sediment yield
classification" which in turn can be converted to the average annual sediment yield.
i
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WARNER / SANTIAGO ROAD
ASSESSMENT DISTRICT IMPROVEMENT PROJECT
HYDROLOGY STUDY
,
. her evaluating the watershed factors required to determine the sediment yield classification, a
value of75 has bee~ determined to most representative of the study area Using this classification
v:alue, the annual sediment yield for the watershed is estimated at 3,764 cubic feet..
. The DendylBoulton Method
, ~dy and Boulton .derived sediment yield equations having widespread applicability using data
. from approximately: 800 reservoirs throughout the United States to obtain measured sediment
: y,ield values. The data acquired have been segregated into two areas where IUDoffwas either less
i ~ or greater than 2 inches per year.
I Because of widely varying local factors, this method may not have been intended for use at a
specific location. However, the method does express a rational relationship for sediment yield
, that seems realistic for conditions encountered in the southwestern United States.
. Using the Dendy/BQulton Method, it is estimated that the watershed under consideration will
, liield 3,405 cubic feet of sediment on an annual basis.
,
I While other methods of estimating annual sediment yield were tested on the study area, the
: PSIAC Method and ,the Dendy/Boulton Method provided outcomes within reasonable tolerance
. qf each other. Therefore, an average annual sediment yield of 3,764 cubic feet will be empleyed
. during the design of sediment removal structures for the John Warner Road Improvement Project.
iDevelopment of Alternatives
, the development of, alternatives for proposed drainage facilities is dependent of several factors.
Factors affecting al~ve development include, but are not limited to topography, point of
, Concentration, underground and oveIhead utilities, existing flood control facilities, environmental
: ooncerns, public safety and available right-of-way.
,The primaly conceQlS related to the development of alternatives for the John Warner Road
. J'mprovement Project include the use of existing road culverts, underground utilities and available
xpght-of-way. Each alternative presented will require consideration of one or all of these
. <;oncerns.
iExisting Flood Control Facilities
. Infrastructure systems within the study area are limited to those necessllty to meet the minimum
requirements for development. Roadway construction within the area is limited to graded,
. ~arthen' traveled ways. For various reasons, this type of roadway is typically protected from
: JjIooding byroad culverts as opposed to m~;nl;ne storm drains.
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WARNER / SANTIAGO ROAD
ASSESSMENT DISTRICT IMPROVEMENT PROJECT
HYDROLOGY STUDY
Existing road culverts of significant size within the study area include:
;,. 48 inch reinforced concrete pipe crossing John Warner Road west of La Presa Loop;
>' 36 inch reinforced concrete pipe crossing John Warner Road between La Presa Loop and
Colver Court;
.. 36 inch reinforced concrete pipe crossing lohn Warner Road west at Colver Court;
.. 30 inch reinforced concrete pipe crossing Paulita Road south Lolita Road;
Existing Utilities
Within the area under consideration. there are multiple underground utilities that could interfere
With the construction of new drainage facilities. Underground utility systems known to exist
within the study area include water, power, telephone and cable television.
utility companies contacted during the development and analysis of drainage alternatives for the
Iphn Warner Road Improvement Project include:
,
.,
AdeIphia
Eastern Municipal Water District
. Metropolitan Water District of Southern California
Rancho California Water District
Southern Cal.ifomia Edison Company
Southern California Gas Company
Verizon
..
..
.,
oi
..
..
Utility loCll1ions shown on record drawings provided by the noted utilities are snmmorized on an
Existing Utilities Map provided in Appendix ''E''.
Development of Alternatives
The primaty. focus. of the analysis related to the John Warner Road Improvements is the
quantification and mitigation of sediment generated in the watershed. Considering this goal and
various constraints, the alternatives being considered for further evaluation are generally
descnlled as:
.. ALTERNATIVE No. 1- "Do Nothing" .
Constroction drawings for improvements to John Warner Road show the installatioD of
catch basins.and the extension of existing road culverts. Alternate No. 12 considers these
improvements only_
,.L ALTERNATIVE No, 2 - Single Basin Concept
2J::>
4Ugu4t 6. 2002
. City ofTemecula
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WARNER/SANTIAGO ROAD
ASSESSMENT DISTRICT IMPROVEMENT PROJECT
HYDROLOGY STUDY
Sediment removal through the constrnction of a single desilting basin on the south side of
. John WaIlleI'Road at La Presa Loop. Other improvement include catch basins, culvert
extensions, b,asin outlet structure and outlet piping.
~ ALTERNATIVE No.3 - Multiple Basin Concept
Sediment removal through the construction of desilting basins south of John Warner Road
at La Presa Loop and Colver Court. Other improvement include catch basins, culvert
extensions, basin outlet structures and outlet piping.
21
A"gust 6, 2002
City ofTemecula
Page 6
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