HomeMy WebLinkAboutTract Map 32170 Hydrology(Aug.4,2004)Hydraulic & Hydrologic Study
Tract No. 32170
Harveston-Phase il
Neighborhood 6
August 04, 2004
PREPARED fOR
William tyon Homes
11800 Sterling Avenue, Suite A
Riverside, California 92503
PROJECT ENGINEER
Jeffrey R. tundstrom, R.C.E.
PREPARED BY
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TABLE OF CONTENTS
SECTION TITLE
L INTRODUCTION
A. Background
B. Method of Analysis
C. Summary of Results
D. References
II. F'IGURES
Figure 1 Vicinity Map
Figure 2 Site Map
Figure 3 Hydrologic Soils Group Map
Figure 4 Hydrology Map
III. CALCULAI'IONS
A. 100 Year Strom Analysis
i. Rational Method Calculations
B. 10 Year Strom Analysis
i. Rational Method Calculations
C. PipeF7ow Analysis
D. F1owMaster Street Section Analysis
HYDRAULIC & HYDROLOGIC STUDY FOR TRACT NO. 32170
By Lunds[rom & Associa[es 2
8/4/2004
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I. INTRODUCTION
HYDRAULIC & HYDROLOGIC STUDY FOR TRACT NO. 32170 ~j
By Lundstrom & Associates 3 8/4/2004
I.A. Background
The proposed project is located in the County of Riverside within the corporate
boundary of the City of Temecula. It is a portion of the Harveston-Phase II or
Tract 29639-2 development. This is shown pictorially on Figure 1, the Vicinity
Map. Neighborhood 6 consists of lots 7 and 30 of Tract 29639-2. It contains 4.6
acres and will contain 14 multifamily condominium buildings.
The site is currently a mass graded pad per plans by RBF Consulting. The site
is bounded by Date St. to the Northwest, Lakeview Road to Northeast,
Harveston Drive to the Southeast and Charleston Lane to the Southwest. Figure
2 contains the proposed Site Map for this project. Currently the Site drains into a
24" RCP designed by RBF Consulting. The hydraulic analysis for this pipe can
be found in their report titled "Drainage Infrastructure Design Report Tract
29639-2" dated September 24, 2003.
The purpose of this report is to show that the 100 year flows for the designed
storm will be equal to or less than those estimated by the RBF report. Secondly
this report will design the storm drain infrastructure facilities for Neighborhood 6.
I.B. Methodology
This hydrology study quantifies the 100 year discharge for Neighborhood 6 in the
post construction condition. Due to the small size of the project (4.6 acres), the
Rational Method, as described in Plate D-1 of the RCFC&WCD Manual, dated
April 1978 was used as the basis for this report. This is a physically based
numerical method where runoff is assumed to be directly proportional to rainfall
and area minus losses due to infiltration and depression storage. Flows are
computed based on the formula Q= CIA, where:
Q= Discharge in Cubic Feet per Second (cfs)
C= Runoff Coefficient, based on Land Use and
Hydrologic Soils Group, Plate D-5.3
I= Rainfall Intensity, Inches/Hour (in/hr) based on Time
of Concentration and Plate D-4.1
A = Area, Acres.
~ The runoff coefficient models the amount of flow that reaches the storm drain
facilities compared to the amount of rainfall that infiltrates the soil. It is
dependent on the land use and soil type. The land use type for this project is
~ Multiple Family Residential: Condominiums. Plate D-5.6 shows that impervious
cover for this type of use is 45-70 percent with a value of 65 recommended to be
used.
' HYDRAULIC & HYDROLOGIC STUDY FOR TRACT NO. 32170
By Lundstrom & Associa[es 4 $/4/2004
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The Initial Time of Concentration was found using Plate D-3 of the RCFC&WCD
^ Manual. For the purpose of this report, a 100 ft swale at 1% was used to find the
A Time of Concentration for a quarter acre single family lot. The corrected Time of
Concentration was found for the condominium use by using the 65% impervious
~ cover (AI).
Discharges for both the 100-year and 10-year hypothetical storm return
~ frequencies where computed for the site. Rainfall data used in the study was
taken from the Plate D-4.1 "Murrieta - Temecula and Rancho California" areas.
This data was interpolated to find the intensities for the various times of
, concentrations used in the calculations.
The Manual utilizes the Soil Conservation Service (SCS) soil classification
' system. It classifies soils into (4) hydrological groups: A through D, with D being
the least impervious. The soil map Plate C-1.52 is superimposed with the project
and is included as Figure 3. It shows that for this project the soil type is BC. For
~ the purposes of this report and to be conservative Soil Type C was used for the
entire project.
~ The Runoff Coefficients were found by the use of Plate D-5.3. This graph allows
for a variance in the Coefficient depending on the intensity of the event. For the
~ purposes of this report a C value of 0.88 was used, this number is conservative
based on the Land Use and Intensity for the project. The streets were modeled
as commercial areas and a C value of 0.89 was used for them.
~ The results of these calculations can be found in Section 3 of this report.
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I. C. Summary of Results
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The calculations show that 14.0 cfs will be discharged from the site during a 100-
year storm event and 9.3 cfs in a 10-year event. RBF Consulting's report
"Drainage Infrastructure Design Report, Tract 29639-2" dated September 24,
2003 estimated that these numbers to be 15.0 cfs and 10.0 cfs respectfully. This
is shown as Node 159 of their report.
Since a conservative approach was taken in developing these numbers, and
they are slightly less than those predicted by RBF, no further analysis is required
at this time. When the final grades and alignment for the Strom Drain System
within the project are determined, a hydraulic grade line analysis for the system
will be preformed and pipe sizes will be adjusted to accommodate this study.
The street cross sections were also analyzed for these storms to ensure that
HYDRAULIC & HYDROLOGIC STUDY FOR TRACT NO. 32170
By Lundstrom & Associa[es 5
8/4/2004 ~
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~ storm water running in the gutters could be maintained within the street per the
RCFC&WCD Manuals requirements. These calculations and cross sections are
' in Section 3 of this report and show that the water will be maintained with in the
curbs for the design events.
, The storm drain system within the project was analyzed to determine the
hydraulic grade line for the system. The analysis was performed by the
PIPEFLOW software, as part of the AES program. The calculations are included
~ in Appendix III.C.
I. D. References
Riverside County Flood Control and Water Conservation District
Hydrology Manual prepared under the direction of John W. Bryant,
Chief Engineer RCFC&WCD, dated April 1978.
2. Drainage Infrastructure Design Report, Tract 29639-2, Harveston
Master Plan of Drainage - Phase 2, prepared by Robert Bein, William
Frost & Associates, dated September 24, 2003.
3. Drainage Infrastructure Design Report, Haroeston Master Plan of
Drainage, prepared by Robert Bein, William Frost & Associates, dated
February 20, 2002.
HYDRAULIC & HYDROLOGIC STUDY FOR TRACT NO. 32170 ~
By Lundstrom & Associates 6 8/4/2004
II. FIGURES
II' HYDRAULIC & HYDROLOGIC STUDY FOR TRACT NO. 32170 ~
By Lundstrom & Associa[es 7 8/4/2004
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RGURE 1 - IRCIN/TY MAP
• HARVESTON PHASE 11- NEK;HBORh100D 6
ClTY OF TEMECUL4 TRACT NO. 32170
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SAN D6C0, CAI.Q~ORMA B2108
ASSO ATES (819~ 8+1-5900 FA% (el9) 8.~-59~0
FIGIJRE 2 - SITE MAP
HARVESTON PHASE 11- NEK3HBORFrOOD 6
CITY OF TEMRCULA TRACT NO 32170
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FIGUI~E 3
HYDROLOGIC SOILS GROUP MAP
HARVESTON PHASE-II
SOURCE: PLATE C-1.52 RCFC & WCD HYOROLOGY MANUAL
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III. A. 100 YEAR STORM ANALYSIS
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III. A. i. RATIONAL METHOD
' CALCULATIONS
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By Lundsvom & Associates 10 S/4/2004
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By Lundstrom & Associates 11
8/4/2004
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1 CALCULATIONS
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HYDRAULIC & HYDROLOGIC STUDY FOR TRACT NO. 32170
By LundsVOm & Associates 13
8/4/2004
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HARVESTON-NEIGHBORHOOD6
Velocity Calculation
(Based on PIPEFLOW Analysis)
NODE HGL EGL DIFF VELOCITY
(ft) (ft) (ft) (fps)
LINE A 1002.09 1106.18 1106.271 0.091 2.42
1167.04 1106.4 1106.537 0.137 2.97
1171.71 1106.554 1106.642 0.088 2.38
1270.97 1107.221 1107.464 0.243 3.96
1271.97 1107.564 1107.574 0.01 0.80
1439.75 1108.637 1108.767 0.13 2.89
NODE HGL EGL DIFF VELOCITY
(ft) (ft) (ft) (fps)
LINE A-1 100223 1106.55 1106.575 0.025 1.27
1439.75 1107.301 1107.468 0.167 328
NODE HGL EGL DIFF VELOCITY
(ft) (ft) (ft) (fps)
LINE A-2 1002.78 1107.502 1107.828 0.326 4.58
108820 1108.427 1108.671 0.244 3.96
NODE HGL EGL DIFF VELOCITY
(ft) (ft) (ft) (fps)
LINE B 2971.94 1104.4 1104.707 0.307 4.45
3094.38 1104.867 1105.174 0.307 4.45
309721 1105.123 1105.545 0.422 5.21
1084.10 1105.63 1106.052 0.422 5.21
1088.77 1106.175 1106.337 0.162 3.23
1152.81 1106.304 1106.512 0.208 3.66
1153.81 1106.589 1106.639 0.05 1.79
1267.11 1106.9 1107.161 0.261 4.10
1270.73 1107.356 1107.477 0.121 2.79
144425 1108.974 1109.177 0.203 3.62
NODE HGL EGL DIFF VELOCITY
~n> ~n> ~n> (fps)
LINE B-1 1000.00 1106.59 1106.769 0.179 3.40
1040.40 1106.807 1106.987 0.18 3.40
NODE HGL EGL DIFF VELOCITY
(ft) (ft) (ft) (fps)
LINE B-2 1002.11 1707.102 1108.089 0.987 7.97
1029.89 1109.013 1109.205 0.192 3.52
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III. D. FLOWMASTER STREET
CALCULATIONS
I~ HYDRAULIC & HYDROLOGIC STUDY FOR TRACT NO. 32170
By Lundsvom & Associates 14
,
8/4/2004
`~/
30' GEN. UTILITY t ACC~SS ESMT.
4' 7'
1R
15' ~ 15'
2X 2%
. D
7' 4'
7X
a
A.C. PAVEMENT AND BASE SIDEWALK (TYP.)
CURB dc GUTfER (T1P.)
PRIVATE DRIVE "A"
NOT TO SCALE
24' 6EN. UTIL77Y t AOCESS E5~/!.
A.C. PAVEMENT AND BASE
q1RB & GUTTER (TYP.)
PRIVATE DRIVE "B"
NOT 1U SCALE
24' 6EN. UlILITY k ACf,~SS ESNf.
,.,~ ~ ....
2%
A.C. PAI~E'MEN7 AND BASE ~
M' WRB FACE AT GARAGES ~~ `k ~~~
PRIVATE DRIVE "C" & "D"
NOT TO SCALE
12' ~ 12'
1S
, - 28
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Cross Section - Private Drive B(Half-Street)
Cross Section for Irregular Channel
Project Description
Worksheet Private Drive B (Half-Sfi
Flow Element Irregular Channel
Methotl Manning's Formula
Solve For Discharge
Section Data
Mannings Coefficiei 0.015
Channel Slope 0.006000 fVft
Water Surface Elev 0.50 ri
Elevation Fange .00 to 0.50
Discharge 17.62 cfs
~. o+oo 0+02 0+04 a+os o+oe o+,o
a+iz
v:z.o~
H:~
NTS
~CD
Project Engineer: Tom Grace
o:\...\water resources~hytlro study~30058n601.fm2 Luntlstrom & Associates FlowMaster v7.0 [7.0005]
07/27/04 04~1725 PM ~ Haestatl Methods, Inc. 37 Brooksitle Roatl Waterbury, CT 06708 USA +1-203755-1666 Page 1 of 1
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Private Drive C and D
Worksheet for Irregular Channel
Project Description
Worksheet Private Drive C t
Flow Element Irregular Channe
Method Manning's Formi
Solve For Discharge
Input Data
Channel Slope 070000 fUft
Water Sudace Eleu 0.16 k
Options
Current Roughness Methcrved Lottefs Method
Open Channel Weighting rved Lottefs Method
Closed Channel Weightini Horton's Methotl
Results
Mannings Coeftic 0.015
Elevation Range ).00 to 0.98
Discharge 1.18 cfs
Flow Area 0.7 tt~
Wetted Perimetei 8.76 fl
Top Width 8.67 ft
Actual Depth 0.16 ft
Critical Elevation 0.17 R
Critical Slope 0.007640 Wft
velociry t.7a ft/s
Velociry Heatl 0.05 ft
Specific Energy 0.21 ft
Froutle Number 1.73
Flow Type iupercritical
Roughness Segments
Start End Mannings
Station Station Coefficient
0+00 0+25 0.015
Natural Channel Points
Station Elevation
~n> ~n~
o+oo o.se
o+oo o.as
o+za o.oo
o+2a o.oe
o+zs o.ie
~
Pmject Engineer: Tom Grace
o:\...\water resourcesMydro study~30058n607.im2 Lundstrom & Aswciates FlowMaster v7.0 [7.0005]
07/27/04 04:37:25 PM ~ Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1
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Cross Section - Private Drive C and D
Cross Section for Irregular Channel
Project Description
Worksheet Private Drive C !
Flow Element Irregular Channe
Method Manning's Formi
Solve For Discharge
Section Data
Mannings CoeHiciei 0.015
Channel Slope 0.070000 Wft
Water Surtace Elev. 0.16 ft
Elevation Range .00 to 0.98
Discharge 1.18 cis
0+00 0+05 0+10 0+15 0+20
0+25
v:~o.o~
H:1
NTS
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Project Engineer: Tom Grece
o:\...\water resources~hytlio stutly~30058n601.fm2 Luntlstrom 8 Associates FlowMaster v7.0 [7.0005]
07/27/04 04:37:30 PM ~ Haestad Methotls, Inc. 37 Brookside Road Waterbury, CT 06708 USA +t-203-755-1666 Page 1 of 1
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Private Drive C and D
Rating Table for irregular Channel
Prqect Description
Worksheet Private Drive C !
Flow Element Irregular ChannE
Method Manning's Formi
Solve For Discharge
Input Data
Water Surtace EIev.0.16 k
Options
Current Roughness Methc>ved Lotter's Method
Open Channel Weighting rved Lottets Methotl
Closed Channel Weightini Horton's Method
Attribute Minimum Maximum Increment
Ghannel Slope (iNft) 0.005000 0.010000 0.000200
Channel
Slope
(+~n) ischarg
(cfs) Velociry
(fVs) Flow
Area
ch~) Wetted
Perimete
ctt) Top
Width
ch)
D.005000 0.84 126 0.7 8.76 8.67
D.005200 0.85 1.28 0.7 8.76 8.67
D.005400 0.87 1.31 0.7 8.76 8.67
D.005600 0.89 1.33 0.7 8.76 8.67
D.005800 0.90 1.35 0.7 8.76 8.67
0.006000 0.92 7.38 0.7 8.76 8.67
0.006200 0.93 1.40 0.7 8.76 8.67
D.006400 0.95 1.42 0.7 8.76 8.67
D.006600 0.96 1.44 0.7 8.76 8.67
D.006800 0.98 1.47 0.7 8.76 8.67
D.007000 0.99 1.49 0.7 8.76 8.67
D.007200 1.00 1.51 0.7 8.76 8.67
D.007400 1.02 1.53 0.7 8.76 8.67
0.007600 1.03 1.55 0.7 8.76 8.67
D.007800 1.05 1.57 0.7 8.76 8.67
D.008000 1.06 1.59 0.7 8.76 6.67
D.008200 1.07 1.61 0.7 8.76 8.67
D.008400 1.08 7.63 0.7 8.76 8.67
0.008600 7.10 1.65 0.7 8.76 8.67
0.008800 1.11 1.67 0.7 8.76 8.67
D.009000 1.12 1.69 0.7 8.76 8.67
D.009200 1.74 1.70 0.7 8.76 8.67
0.009400 1.15 1.72 0.7 8.76 8.67
D.009600 1.16 1.74 0.7 8.76 8.67
D.009800 1.17 1.76 0.7 6.76 8.67
D.OtOD00 1.18 1.78 0.7 8.76 8.67
5~
Project Engineer: Tom Grace
o:\...\water resourcesViytlro study~30058n607.tm2 Lundstrom 8 Assxiates FlowMaster v7.0 [7.OOOSj
07/27/04 04:37:15 PM O Haestatl Methotls, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 oi 1
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Catch Basin No. 4(Sag Location)
Worksheet for Combination Inlet In Sag
Project Description
Worksheet
Type
Solve For Catch Basin No. 4(Sag)
Combination Inlet In Sag
Curb Opening Length
Input Data
Discharge
local Depression
Local Depression Witlth
Spread
Gutter Width
Gutter Cross Slope
Road Cross Slope
Opening Height
Curb Throat Type
Grate Width
Grate Length
Grate Type
Clogging
2.00 cfs
7.5 in
7.00 ft
9.83 ft
4.00 ft
0.020 tt/ft
0.02o wn
0.50 fl
Horizontal
2.13 ft
z.ss n
P-30 mm (P-1-1/8")
50.0 %
Options
Calculation Option Use Both
Results
Curb Opening Length
Throat Incline Angle
Depth
Gutter Depression
Tofal Depression
Open Grate Area
Active Grate Weir Length
uo~~ +o~ ~~~ 205
o.oo e M~N~MUM opEiJl~b 1-~u~
90.00 degrees
0.07 tt
0.0 in
1.5 in
1.9 R~
5.08 ft
53
Project Engineer: Tom Grace
o:\...\wa[er resources~hytlro study~30058n601.(m2 Luntlstrom 8 Aswciates FlowMaster v7.0 [7.0005]
07/29/04 10:59:43 AM ~ Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1403-755-1666 Page 7 of 7
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Catch Basin No. 4(Sag Location)
Worksheet for Combination Inlet In Sag
Project Description
Worksheet Catch Basin No. 4(Sag)
Type Combination Inlet In Sag
Solve For Curb Opening Length
Input Data
Discharge 4.00 cfs ~0~~ 2Q~
Local Depression 7.5 in
Local Depression Width 7.00 ft
Spread 9.98 ft
Gutler Width 4.00 ft
Gurier Cross Slope 0.020 fVtt
Roatl Cross Slope 0.020 ft/k
Opening Heiqht 0.50 ft
CurbThroatType Horizontal
Grate Witlth 2.13 ft
Grate Length 2.95 ft
Grate Type P-30 mm (P-1-1/8")
Clo9qing 50.0 %
Options
Calculation Option Use Both
Results
~a ~~~~T~
-~~~~~'^ ~M ~P~~~
Curb Opening Length 5.00 ft
Throat Incline Mgle 90.00 degrees
Dep[h 0.20 ft
Gutter Depression 0.0 in
Total Depression 7.5 in
Open Grate Area 7.9 ft'
Active Grate Weir Length 5.08 ft
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Project Engineer. Tom Grace
o:\...\water resourcesViydro study~30058n607.fm2 Lundsirom 8 Associates FlowMaster v7.0 [7.0005]
07/29/04 10:5920 AM 6 Haestad Methods, Inc. 37 Brookside Road Waterbury, C7 06708 USA +1-203-755-1666 Page 1 of t