HomeMy WebLinkAboutTract Map 32169 Hydrology & Hydraulics (Jan.28,2004)HYDRAULIC & HYDROLOGIC STUDY
FOR
TRACT NO. 32169
HARVESTON-PHASE II
NEIGHORBOOD 12
CITY OF TEMECULA, CALIFORNIA
PREPARED FOR: WILLIAM LYON HOMES, INC.
11800 STERLING AVENUE, SUITE A
RIVERSIDE, CA. 92503
(909) 637-2260
PREPARED BY: LUNDSTROM & ASSOCIATES
3333 CAMINO DEL RIO SOUTH, SUITE 300
SAN DIEGO, CA. 92108
(619)641-5900
DATE: January 29, 2004
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TABLE OF CONTENTS
SECTION TITLE
I. INTRODUCTION
A. Background
B. Method of Analysis
C. Summary of Results
D. References
II. FIGURES
Figure 1 Viciniry Map
Figure 2 Site Map
Figure 3 Hydrologic Soils Group Map
Figure 4 Hydrology Map
III. CALCULATIONS
A. 100 Year Strom Analysis
i. Rational Method Calculations
ii. Flowmaster Pipe Calculations
iii. Flowmaster Street Calculations
B. 10 Year Strom Analysis
i. Ratioqal.M thod Calculations
ii. Flowmaste ~~'ipe Calculations
iii. Flowmaster Street Calculations
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HYDRAULIC & HYDROLOGIC STUDY FOR TRACT NO. 32169
By LundsVOm & Associates 2
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I. INTRODUCTION
HYDRAULIC & HYDROLOGIC STUDY FOR TRACT NO. 32169
By Lundstrom 8c Associates 3
1 /29/2004
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' 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 12 consists of Lot 17 of Tract 29639-2. It contains 7.4
acres and will contain 18 multifamily condominium buildings.
' The site is currently a mass graded pad per plans by RBF Consulting. The site
is bounded by Harveston Way to the North, Margarita Road to the East,
' Haroeston Drive to the West and Savannah Drive to the South. Figure 2
contains the proposed Site Map for this project. Currently the Site is designed to
drain into a 30" RCP pipe designed by RBF Consulting located in Savannah
' Drive. The hydraulic analysis for this pipe can be found in their report titled
"Drainage Infrastructure Design Report Tract 29639-2" dated September 24,
, 2003.
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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 Neighbor 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 (7.4 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 rype for this project is
Multiple Family Residentia~: 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. 32169
By LundsVOm 8c Associates 4 1/29l2004
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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
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 B.
'
The Runoff Coefficients were found by the use of Plate D-5.2. 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 0.85 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 0.88 was used for them.
' The results of these calculations can be found in Section 3 of this report.
' I. C. Summary of Results
The calculations show that only 19.86 cfs will be discharged from the site during
' a 100-year storm event and 13.25 cfs in a 10-year event. The plans for the 30"
RCP pipe with in Savannah Road prepared by RBF Consulting show that the
I estimated that 21.7 cfs would be discharged from the site during the 100 Year
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t design event.
I 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
' storm water running in the gutters could be maintained within the street per the
RCFC&WCD Manuals requirements. These calculations and cross sections are
' HYDRAULIC & HYDROLOGIC STUDY FOR TRACT NO. 32169
By Lundsvom & Associates 5 1/29/2004
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in Section 3 of this report and show that the water will be maintained with in the
curbs for the design events.
I. D. References
1. 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, Harveston Master Plan of
Drainage, prepared by Robert Bein, William Frost & Associates, dated
February 20, 2002.
' HYDRAULIC & HYDROLOGIC STUDY FOR TRACT NO. 32169
By Lundstrom & Associates 6
1 /29/2004
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II. FIGURES
HYDRAULIC & HYDROLOGIC STUDY FOR TRACT NO. 32169
By Lundsvom & Associa[es 7 1/29/2004 ~
RGURE 1 - VICINIIY MAP
HARVESTON PHASE 11- NEK~HBORFIOOD 12
C11Y OF TEMECUL4 TRACT NO. 32169
I J.N. 300-58
6
LUND~TROM 9333 CAl@]0 D6L RIO SOUTH. SfE. 900
SAN UIEGO, CALR+ORNIA B210B
ASSO ATES (819) 841-5900 F,~ ce~s, e.~-5s~o
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N VICINITY MAP
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FIGURE 3
HYDRO~OGIC SOILS GROUP MAP
HARVESTON PHASE-II
SOURCE: PLATE C-7.52 RCFC & WCD HYDROLOGY MANUAL
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' HYDRAULIC & HYDROLOGIC STUDY FOR TRACT NO. 32169
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III. A. 100 YEAR STORM ANALYSIS
HYDRAULIC & HYDROLOGIC STUDY FOR TRACT NO. 32169
By LundsVOm & Associates 9
1 /29/2004
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' III. A. i. RATIONAL METHOD
~ CALCULATIONS
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' HYDRAULIC & HYDROLOGIC STUDY FOR TRACT NO. 32169 \~
By LundsVOm & Associates 10 1/29/2004
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III. A. ii. FLOWMASTER STREET
I CALCULATIONS
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' HYDRAULIC & HYDROLOGIC STUDY FOR TRACT NO. 32169 v\
By Lundstrom & Associates 12 1/29/2004
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100 YR STREET CROSS SECTION
Worksheet for Irregular Channel
Project Description
Worksheet 100YR NE 12
Flow Element Irregular Chani
Method Manning's Fort
Solve For Channel Deptt
Input Data
Channel Slc 005000 tt/ft
Discharge 3.35 cfs
Options
Current Roughness Methc>ved Lotter's Method
Open Channel Weighting >ved Lotters Method
Closed Channel Weightin~ Horton's Method
Results
Mannings Coetticiei 0.013
Water Surtace Elev~ 927 ft
Elevation Range .94 to 10.10
FlowArea i.6 n'
Wetted Perimeter 12.68 ft
Top Width 12.42 fl
Actual Depth 0.33 ft
Critical Elevation 927 ft
Critical Slope 0.004997 Wft
Velociry 2.OS Ws
Velocity Head 0.07 ft
Specific Energy 9.34 ft
Froude Number 1.00
Flow Type iupercritical
Roughness Segments
Start End Mannings
Station Station Coefficient
-0+00.50 0+24.50 0.013
Natural Channel Points
Station Elevation
(n) (h>
-o+oo.so io.~o
o+oo.oo io.oo
0+00.13 9.50
0+21.87 9.06
0+23.87 8.94
o+za.oo s.aa
o+2a.so s.sa
G/
Project Engineer: Jeflrey R Lundstrom
0:~300-SBUiytlro~street.fm2 Luntlstrom & Associates FlowMaster v7.0 [7.0005]
01/29/04 072826 AM ~ Haestad Methods, Inc. 37 Brooksitle Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 011
III. B. 10 YEAR STORM ANALYSIS
2°~
HYDRAULIC & HYDROLOGIC STUDY FOR TRACT NO. 32169
By Lundsnom & Associates 13 1/29/2004
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III. B. i. RATIONAL METHOD
CALCULATIONS
HYDRAULIC & HYDROLOGIC STUDY FOR TRACT NO. 32169
By Lundstrom & Associates 14
1 /29/2004
25
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III. B. ii. FLOWMASTER PIPE
I CALCULATIONS
~
1~
~
~
~
~
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' HYDRAULIC & HYDROLOGIC STUDY FOR TRACT NO. 32169 ~
By Lundsvom & Associates 15 1/29/2004
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III. B. ii. FLOWMASTER STREET
I CALCULATIONS
~
~
~
~
~
~
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~
, HYDRAULIC & HYDROLOGIC STUDY FOR TRACT NO. 32169 `~
By Lundsuom & Associates 16 1/29/2004
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10 YR STREET CROSS SECTION
Worksheet for Irregular Channel
Projed Description
Worksheet 10 VR NE 12
Flow Element Irregular Chan~
Method Manning's Fon
Solve For Channel DeptY
Input Data
Channel Slc 005000 fVtt
Discharge 227 cfs
Options
Current Roughness Methc rved Lotter's Method
Open Channel Weighting rved Lotter's Method
Closed Channel Weightini Horton's Methotl
Results
Mannings Coefficiei 0.013
Water SuAace Elev~ 923 ft
Elevation Range . 94 to 10.10
Flow Area 1.2 tt~
Wetted Perimeter 10.84 ft
Top Width 10.60 ft
Actual Depth 0.30 ft
Critical Elevation 8.94 ft
Critical Slope 0.000000 Wfl
Velocity 1.87 fVs
Velocity Heatl 0.05 ft
Specific Energy 929 ft
Froude Number 0.98
Flow Type Subcritical
Roughness Segments
Start End Mannings
Station Station Coefficient
-0+00.50 0+24.50 0.013
Naturel Channel Points
Station Elevation
(tt) (ft)
-0+00.50 10.7 0
0+00.00 10.00
0+00.13 9.50
0+21.87 9.06
0+23.87 8.94
0+24.00 9.44
0+24.50 9.54
~
Projecl Engineer: JeHrey F lundstrom
0:1300-58~hydro4street.im2 Wntlstrom & Asaoela[es FlowMaster v7.0 [7.0005]
01/29/64 07:29:16 AM m Haesiad Me[hods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-7551666 Page 7 oi 1