HomeMy WebLinkAboutDrainage Study (May17,2002)'
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DRAINAGE STUDY
REPORT
Tract 29929 & 29929-1: Harveston
City of Temecula, Califomia
May 17, 2002
Prepared for:
Lennar
24800 Chrisanta Drive
Mission Viejo, California
Prepared by:
RBF CONSULTING
27555 Ynez Road, Suite 400
~ ~ ~ Temecula, California 92591-4679
CONSULTING 909.676.8042telephone
909.676.72400 fax
Contact Person:
Ejaz Mohammad, RCE 58580
RBF JN 15-100354.001
~~~i~~~~~
MAY 2 1 2002
CITY OF TEMECULA
Report History
Date Comment
9/26/01 Original submittal
11/26/01 Second submiMal per
commen4s City of
Temecula
5N7/02 Modified per C.O.T. 2n°
plan check comenfs
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TABLE OF CONTENTS
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' STUDY SUMMARY . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1
1.1 Background ....................................................1
1.2 Drainage Pattern . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1
' 1.3 Hydrology ...................................... .....2
...........
1.4 Hydraulics .....................................................3
' TABLE OF APPENDICES
' Appendix A ........................................................... Figures
Appendix B .......................................................... Exhibits
Appendix C . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Hydrologic Calculations
t Appendix D . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Hydraulic Calculations
........................................
Appendix E Stormdrain Improvement Plans
t TABLE OF FIGURES
' Figure 1 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Site Vicinity
Figure 2 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . : . . . . . . . . . . Hydrologic Soils Group Map
' TABLE OF EXHIBITS
' Exhibit A . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Historical Condition Drainage Pattern
Exhibit B . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Proposed Condition Hydrology Map
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TRACT 29929 & 29929-1 STORMDRAIN DESIGN REPORT
' HARVESTON SPECIFIC SITE PLAN i ••~
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' STUDY SUMMARY
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' 1.1 Background
The proposed tracts (Tract 29929, and 29929-1) are located in the County of Riverside within the
' corporate boundary of the City of Temecula, and is proposed for single family residential homes.
The tract is part of master community development plan project known as Harveston (Tract 29639,
City of Temecula.) The master community development site consists of about 520 acres of
' commercial, business park and residential uses. The site is currently undeveloped and is bounded
by Interstate 15 to the west, the Winchester Highlands Business Park and Santa Gertrudis Creek
to the South, Warm Springs Creek and the Warm Springs Specific Plan area to the north and east.
' Figure 1 indicates the site vicinity and its relationship to the surrounding area.
Overall land gradients are moderate, averaging from about 1 to 5 percent in stream courses.
Ground cover is indigenous grass with fair coverage, and erosion does not appearto be a probiem
' in the streams or on the adjacent hillsides. Over 70 percent of the site is tributary to Santa
Gertrudis Creek, either directly via Assessment District 161 (A.D. 161) improvements or by locai
storm drain systems. The remaining portion of the site is tributary to Warm Springs Creek. Runoff
' from a majority of the site passes beneath Interstate 15 to local facilities in the Northstar Business
Park and the Signal Landmark Business Park which ultirnately discharge to either Santa Gertrudis
Creek or Warm Springs Creek. Smaller portions of the site are directly tributary to Santa Gertrudis
' Creek and Warm Springs Creek.
Purpose of this report is to summarize the hydroiogic and hydraulic study results for tract 29929
' and 29929-1, and report the designed pipe and inlet sizes.
' 1.2 Drainage Pattern
Tracts 29929 and 29929-1, historically, have sheet flowed towards the main drainage course
, draining to the 84" CIPP pipe at the north end of Yne2 Road. Exhibit A shows the drainage pattern
for the historicai condition.
The drainage pattern forthe proposed condition has not changed from the historical condition. The
' drainage flow from Tract 29929-1 is picked up by catchbasin inlets and is carried by stormdrain
pipe to deliver to the infrastructure stormdrain pipe on Harveston Drive. The stormdrain pipe
through tract 29929-1 also carries flow from stormdrain system at Landings Road, which picks up
', drainage from south side of Ysabel Barnett Elementary Schooi and lots 8& 9 of tract 29639.
The drainage flow from tract 29929 sheet flows to an inlet in Street AA near Harveston Drive. The
' flow is captured and carried through drainage pipe coming from tract 29929-1.
Exhibit B shows the proposed condition drainage basin boundary, drainage pattern, and peak flows
' in each sub-basin. 3
TRACT 29929 & 29929-1 STORMDRAW DESIGN REPORT ~
' HARVESTON SPECIFIC SITE PLAN 1 •
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' 1.3 Hydrology
sruov
' The total drainage area in this study is less than 300 acres, therefore Rational Method was used
in estimating the peak flow per Riverside County Flood Control Hydroiogy Manual.
' Discharges have been computed for 10-year and 100-year hypothetical storm return frequencies.
Rainfall used in the studies was taken from the Riverside County Hydrology Manual for the
"Murrieta-Temecula and Rancho California" areas. The hydrologicsoils groupwas based on Plate
' C-1.52 of RCFC & WCD Hydrology Manual. Figure 2 shows the hydrologic soils group over the
master community project site. Basic assumptions and criteria for use in runoff computations are:
t : Soil Group B;
Initial area is generally less than about 10 acres and flow path lengths less than 1,000 feet.
, Appendix C includes a summary report of hydrology calculations performed for the basins in this
study. Exhibit B shows the basins along with 100-year peak flows for the proposed condition.
Table A shows the 10- and 100-year peak flows with time of concentration for each sub-basin
t coming from upstream of stormdrain system in Tract 29929-1. Tabie B shows the 10- and 100-
year peak flows in each sub-basin of Tract 29929 & 29929-1.
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Table A: Drainage System Starting at the West End of Township Road
Peak Flow Summary for the Proposed Condition
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b
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N Drainage Time of ~' peek ~cfs)
u
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as
n
ame Area (ac.) Concentration
(min.)
10-Year
100-Year
161 1.9 8.4 4.2 6.3
162 0.8 7.8 1.9 2.8
163 2.3 8.9 5.0 7.3
164 0.7 10.8 1.4 2.0
166 0.8 11.6 1.5 2.3
167 5.7 9.7 12.1 17.8
TRACT 29929 & 29929-1 STORMDRAIN DESIGN REPORT ~
, HARVESTON SPECIFIC SITE PLAN 2
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STUDYSUMMARY
Table B: Drainage System in Tract 29929 & 29929-1
Peak Flow Summary for the Proposed Condition
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b
b
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N Drainage Time of ~' peak (cfs)
u
-
as
n
ame Area (ac.) Concentration
(min.)
10-Year
100-Year
151 8.9 12.5 14.1 21.6
152 4.2 11.3 7.5 11.3
153 2.1 14.0 3.3 5.0
154 2.7 11.2 4.8 7.2
156 1.2 12:5 2.0 3.0
158 0.5 11.2 1.0 1.4
' 1.4 Hydraulics
~ Pipe hydraulic caiculations for the 100-year frequency peak flow were performed. The caiculation
results summary is included in Appendix D. The hydraulic grade lines in each pipe are drawn in
the stormdrain improvement plans.
' Inlet sizes were caiculated for the 100-year flows. Table C in Appendix D shows the inlet size for
each catchbasin inlet.
' The street fiow capacities at top of curb line and at right of way line were checked for 10- and 100-
years peak flow. Appendix D includes summary for street capacity checking.
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TRACT 29929 & 29929-1 STORMDRAIN DESIGN REPORT ~
, HARVESTON SPECIFIC SITE PLAN 3
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Appendix A:
Figures
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~~ li~ VICINITY MAP
~.. _ __ ____
I TR 29929, 29929-1~ HARVESTON
~ lD : . •
PLANNINO ^ DC910N ^ CON9TRLlCT10N
^ ^ ^ 27555 Yf~2 ROAD, ~400
' TEt~CULA, CAL.FOMlIA 94591-4679
C ~ N S U LTI N G 509.5768on2 . pqx ao9.e76.72qo • wwwpBF.cqn
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PLANNIN~ ^ DE91pN ^ CON9TftlICT10N
'~ ~ ~ 27555 YNEZ ROAD, SUIIE 400
7EMEWLA, CALIFORNIA 92591-4679
C O N S LJ LT I N G 909.676.8042 • FAX 909.6767240 • wwwABF.com
~
~IGURE 2
HYDRO~OGIC SOI~S GROUP MAP
HARVESTON MASTER PLAN
SOURCE: PLATE C-1.52 RCFC & WCD HYDROLOGY MANUAL
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, Hydrologic calculation for this tract was performed with tract 29639 infrastructure storm drain study
submitted to the RCFC&WCD, and the caiculation summary is included with that study report. A
' courtesy copy of the study report is being provided to the City of Temecula for reference.
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~ CATCHBASIN SIZING
~ HYDRAULIC CALCULATIONS
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SUMMARY
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Table C: Catchbasin Sizes in Tract 29929 8~ 29929-1
Node CB # Inlet Size (ft) Capacity (cfs) Q100 (cfs)
158 21 7 11.5 0.4
156 22 7 11.5 3
154 20 7 11.5 7.2
153 18 7 11.5 5
152 19 7 11.5 11.3
151 17 21 22.0 20.7
150.9 16 7 11.5 0.3
354Hydro.xls 12/11/2001 RBF Consultants, Inc. ~`
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Worksheet
Worksheet for Curb Inlet In Sag
Project Description
Worksheet CB in Sag
Type Curt Inlet In S;
Solve For Spread
~nput Data
Discharge 11.50 cfs ~' L~ ~.Ll~I~~ ~-/ r~' i~~.~ C'~S
Gutter Width 2.00 ft
Gutter Cross Slope ~ 9.g °/,
Road Cross Slope 2.0 % /
`~ /
~ ° ~
Curb Opening Len~ 7.00 R~-"'
> ~~-
Opening Height 0.50 ft
Curb Throat Type iorizontal
Local Depression 4.0 in ~
Local Depression l 4.00 ft
Results
Spread 2.73 k
Throat InGine An 30.00 degree
Depth 0.50 k
Gutter Depressio 1.9 in
Total Depression 5.9 in
1~
Project Engineer: Ejaz Mohammatl, P.E.
h:~ptlata\~5100181Wwg\hydrology\181cb.fm2 RoDeRBein,WI111amFrost&ASSOCIates - FlowMasterv8.0[814b]
08/26/Ot 04:55:55 PM ~ Haestatl Methods, Inc. 37 Brooksitle Roatl Wa[erbury, CT 06708 USA (203) 755-1888 , Page 1 of t
, Worksheet
Worksheet for Curb Inlet In Sag
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rojec
escr
pt
on
Worksheet CB in Sag
. Type CurblNetln S
, Solve For Spread
Input Data ~ ~
' Discharge 15.00 cfs G..~'"'(~.. C.,.~-/~/~-[,~"~~ i~~ C-,CI
Gutter Width 2.00 ft
Gutter Cross Slope 9.g %
' Road Cross Slope 2.0 %
Curb Opening Len~ 14.00 ft ~-"""L, ~~~ ~ ~/~~
Opening Height 0.50 ft
, Curb Throat Type iorizontal
Local Depression 4.0 in
Local Depression 1 4.00 ft
' Results
Spread 2.76 ft
Throat InGine An 30.00 degree
' Depth 0.50 k
Gutter Depressio 1.9 in -
Total Depression 5.9 in
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h:~pdata\75100181~dwglhydrology\181cb.tm2 Robert Bein, Willlam Frost g Associates Project Engineer: Ejaz Mohammatl, P.E.
' 09/26/01 04:5622 PM ~ Haestad Methods, Inc. 37 Brooksitle Road Waterbu ~ CT 06708 USA
~Y. FlowMaster v8.0 [814b]
(203) 755-1668 Page 1 of ~
, Worksheet
Worksheet for Curb Inlet In Sag
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Worksheef CB in Sag
, Type Curb Inlet In S~
Solve For Spread
Input Data
' Discharge 22.00 ds L~"^-L . ~p~P~(,('~~r ,,. 2`L ~,JG~
Gutter Width 2.00 ft
Gutter Cross Slope 9.9 %
' Road Cross Slope 2.0 %
Curb Opening Len~ 21A~ ft !!'"'""Z ~~
y ~ r'j~ ~
Opening Height 0.50 ft ~
' Curb Throat Type ionzontal
Local Depression 4.0 in
Lopl Depression l 4,00 ft ,
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Spread 2.72 ft
Throat Incline An 30.00 degree
' Depth 0.50 ft
Gutter Depressio 1.9 in ~
Total Depression 5.9 in
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h:~ptlata\15100181 Wwg\hytlrology\181cb.fm2
Robert Beln, Wllliam Frost 8 Associates Project Engineer Ejaz Mohammatl, P.E.
'
0926/01 04:56:57 PM 0 Haestatl Methods, Inc.
37 Brookside Road Watertiury, CT 08708 USA FlowMaster v8.0 [814b]
(203) 755-1666 Page t of 1
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' Street Canacitv Checkin~• Tract 29929 & Tract 29929-1
, Criteria to be satisfied:
• The 10-yeaz peak flow should be less than the top of curb street capacity.
• The 100-yeaz peak flow should be less than the property line street capacity.
~ • If there is a drainage boundary at the crown of the street, then the 100-year peak flow
should be less than the half-street capacity to top of curb (and below street crown
line.)
' S
treet Capacity @ Minimum Street Slope 0.5%
• Half-Street with water at Top of Curh= 10.0 cfs
t • Full-Street with water at Top of Curb= 20.0 cfs
• Full-Street with water at Right of Way Line=25.3 cfs
' Criteria Checking:
i. Streets Draining to Node 151 (CB # 18 & 19): Q100= 21.6 cfs, Q10=14.1 cfs
• Tract 29929 Interior Streets and Street AA: Since all street drain to one
, concentration point, full street width can be used for capacity analysis. The full-
street top of curb capacity higher than 10-year peak flow, and the full-street right
' of way line capacity higher than the 100-year peak flow generated, hence OK.
• E Half-Harveston Drive: Flow is very small fraction (from about 0.5 acres of
street), coming only from Hazveston Drive. Flow approximately Q100=1.2 cfs,
Q10=0.8 cfs, which is both below half-street capacity at Top of Curb, hence OK.
, 2. Streets Draining to Node 152 (CB #20): Q100=113 cfs, Q10=7.5 cfs
• E Half-Street AA Lot 48 to 59, North Ha1f of Street CC Lot 29 & 59, W Half of
' Street EE Lot 29 through 43: Flow on these streets is approximately half of flow
coming to Node 152, since the flow to this node comes approximately equally
from two sides. Therefore, Q100=5.7 cfs, Q10=3.8 cfs, which aze smaller than
' the half-street capacity to top of curb. Hence OK.
3. Streets Draining to Node 153 (CB #21) ): Q100=5.0 cfs, Q10=33 cfs
• S Half-Street CC Lot 60 to 71, W Half-Street BB Lot 15 & 60: The half-street top
, of curb capacity (10.0 cfs) higher than the flow generated for 10- and 100-year
peak flow, hence OK.
4. Streets Draining to Node 154 (CB #22) ): Q100=7.2 cfs, Q10=4.8 cfs
' • E Half-Street EE Lot 16, Lot 20 through 28, Lots 33 through 39, Landings Road
Lot 39 & 28: The half-street top of curb capacity (10.0 cfs) higher than the flow
generated for 10- and 100-yeaz peak flow, hence OK.
, 5. Streets Draining to Node 156 (CB #23) ): Q100=3.0 cfs, Q10=2.0 cfs
• N Half-Street BB Lot 1 through 15, E Half-Street EE Lot 1& 72: The half-street
top of curb capacity (10.0 cfs) higher than the flow generated for 10- and 100-
' yeaz peak flow, hence OK.
6. Streets Draining to Node 158 (CB #24) ): Q100=1.4 cfs, Q10=1.0 cfs
• W Half-Street CC Lot 1& 72, S Half-Street BB Lot 1& 15: The half-street top of
' curb capacity (10.0 cfs) higher than the flow generated for 10- and 100-year peak
flow, hence OK.
,
~ StreetCapacity.doc 09/27/O]
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Cross Section
Cross Section for Irregular Channel
Project Description
Worksheet Street Capaciry to Rl1Po
FlowElement IrregularChannel
Method Manning's Formula
Solve For Discharge
Section Data
Sr~~c-r ~~P~ ci~r -ro R/w
.
~ r/)/N. ,SvoGe ~'~~
Mannings Coefficiei 0.022
Slope 0.5 % ,
WaterSurfaceElev 100.60 ft
Elevation Range 1.00 to 100.60 '
Discharge 25.33 cfs ~i~ C~ ~~ C/ ?y
100.60
100.25
100.00
-0+40.00 -0+30.00 -0+20.00 -0+~0.00 0+00.00 0+~0.00 0+20.00 0+30.00 0+40.00
V:t 0.0~
H:1
N TS
`Y
Project Engineer: Ejaz Mohammad, P.E.
h:~ptlataN5700181 Wwg\hydrology\781cb.fm2 Robart eetn, Wlllfam Frost & Associates ~ FlowMaster v6.0 [614b]
09/27/01 10:18:40 AM ~ Haestad Methods, Inc. 37 Brookside Roatl Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1
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Table
Rating Table for Irregular Channel
Prqect Description
Worksheet Street Capacity to RM~
Flow Element Irregular Channel
Method Manning's Formula
Solve For Discharge
Input Data
Water Surface Elev 00.60 ft
Options
Current Raughness Methcrved Lotter's Method
Open Channel Weighting rved Lottefs Method
Closed Channel Weightin~ Horton's Method
Attribute Minimum Maximum Increment
Siope (%) 0.5 2.5 0.5 ~
Slope ischarg Velociry Flow Wetted Top
(%) (ds) (ft/s) Area Perimete Wdth
(fP) ~ft) ~ft)
0.5 25.33 1.75 14.5 64.83 64.00
1.0 35.83 2.47 ~ 14.5 64.83 64.00
1.5 43.88 3.03 14.5 64.83 64.00
2.0 50.67 3.50 ~4.5 64.83 64.00
2.5 56.65 3.9'I 14.5 64.83 64.00
~
~" ~.~~'.~ Gf7`7
~ ~F~~ ~ T ~ ~ ~./'~~
)- t~ tL. ~/~ ~`Z~ / ~/!n .f t..o ~t,~`
\1
h:~pdata\15100181\Cwg~hydrology\181cb.fm2 Robert Bein, William Frost &ASSOCiates Project Engineer: Ejaz Mohammad, P.E.
09/27/01 10:17:00 AM ~ Haestatl Methotls, Inc. 37 Brookside Road Waterbu CT 08708 USA FlowMaster v8.0 [6~bb]
~Y, (203) 755-1886 Page 1 ot 1
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Worksheet
Worksheet for Irregular Channel
Project Descnption
Worksheet Street Capacity to WW
FlowElement IrregularChannel
Method Manning's Fortnula
Solve For Discharge
Input Data
Slope 0.5 °~ ~-''~1i SVpQ~
Water Surface Elev 00.60 ft
Opdons
Current Roughness Methcwed Lotters Method
Open Channel Weighting rved Lotters Method
Closed Channel Weightini HoRon's Method
C.1 ~% /~ /// S l
ST ~-~--P~ur7 C~
~ ~~./ Li~E• " I~rrA/~~O ~E~~
Results
Mannings Coeffic 0.022
Elevation Range ).00 to'100.60
Discharge 25.33 cfs
FlowArea 14.5 ft
Wetted Penmetei 64.83 ft
Top Width ~ 64.00 ft
Actual Depth 0.60 R
Critical Elevation 100.51 ft
Critical Slope 1.2 %
Velocity 1.75 ft/s
Velociry Head 0.05 k
Specific Energy 100.65 ft
Froude Number 0.65
Flow Type Subcritical
Roughness Segments
Start End Mannings
Station Sfation Coefficient
-0+32.00 -O+zZ.00 0.035
-O+pz.00 O+yp.00 0.015
0+22,00 0+32.00 0.035
Natural Channel Points
Station Elevation
~h) ~K)
-0+32.00 100.60
-0+22.00 100.50
-0+21.90 '100.00
-0+~8.00 100.16
0+00.00 100.52
0+15.00 '100.16
O+p1.90 100.00
0+22.00 100.50
0+32.00 100.60
~V
ProjeM Engineer: Ejaz Mohammaq P.E.
h:~pdataN5100181 Wwg\hydrology1781cb.fm2 RobeR Bein, Wlillam Frast 8 Assoclates - FlowMaster v8A [614b)
09/27/Ot 10:~7:09 AM ~ Haestad Methods, Inc. 37 Brookside Road Watertury, CT 08708 USA (203) 755-1886 Page 1 of 1
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Cross Section
Cross Section for Gutter Section
Project Description .
Worksheet Half Street Gutter Sec
Type Gutter Section
Solve For Discharge
Section Data
1~/SL%~ :~ 70~° ~i=' C~O~/~
N~~f "~.57/~.e~~ ~-~-P~tL/"~~+ ~ n'~,./.
-.If.A~~- a/' d ' ~r~
Slope 0.5 %, +
GutteaWidth '2. 0 fts ~~ ~~~'~1~~~~r
Gutter Cross Slo~ 7.8 °/,
Road Cross Slop 2.0 %
Spread 19.00 ft
Mannings Coeffic ).076
0.55
0.40
0.30
0.20
0.10
0.00
0+00.00
0+04.00 0+08.00 0+12.00 0+16.00
0+20.00
V:10.0~
H:1
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Project Engineer. Ejaz Mohammatl, P.E.
h:lpdata\15~ 0018~~dwg~hytlrology\781cb.fm2 Robart Bein, Wllliam Frost 8 Assoclates ~ FlowMaster v6.0 (814b]
09/27/Ot 10:18:59 AM ~ Haestatl Methods, Inc. 37 Brookside Road Wa[er6ury, CT 08708 USA (203) 755-166fi Page'I of 1
, Table
Rating Table for Gutter Section
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Worksheet Half Street Gutter Sec
' Type GutterSection ~ ISEL i, T~~
W ~~ ~j/~
Solve For Discharge
' InputData ~ ~~(a`i JT/~-.C`i ET
~ `-'//i/L~r/
Gutter Width 2.00 ft
GutterCrossSlo~ 7.8 % C
,n ~~
~'~A'~~dy~r.~7 ~ ~~, ^ ~~~~~G ,
~~
Road Cross Slop 2.0 °/, ~
~~
' Spread 19.00 ft ~
Mannings Coeffic ).016
' Attribute Minimum Maximum Increment
Slope (%) 0.5 2.5 0.5
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(%) ischarg
(cfs) Velocity
(ftls)
0.5 10.0 2.70
1.0 14.20 3.8'I
1.5 17.39 4.67
2.0 20.09 5.39
2.5 22.46 6.03
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Project Engineer: Ejaz Mohammad, P.E.
hipdata\75100~81~dwg\hydrologyNe'ICb.fm2 RobeReein,WilliamFrostBASSOCiatea ~ FlowMasterv6.0[874b]
' 09/27/01 70:15:46 AM m Haestad Methotls, Inc. 37 Brooksitle Roatl Waterbury, CT 08708 USA (203) 7551686 Page 1 of 1
LINE I
HYDRAULIC CALCULATIONS
SUMMARY
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1 Appendix E:
1
1 Storm Drain Improvement
~ Plan
1
1
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1
Stormdrain Improvement Plans included with the report for plan check.
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