HomeMy WebLinkAboutTract Map 32170 Hydrology(Nov.9,2004)Hydraulic & Hydrologic Study
Tract No. 32170
Harveston-Phase II
Neighborhood 6
November 09, 2004
PREPARED FOR
William Lyon Homes
11800 Sterling Avenue, Suite A
Riverside, California 92503
PROJECT ENGINEER
Jeffrey R. Lundstrom, R.C.~
PREPARED BY
~Y ~~`~ Lundstrom
- :~ +~~~~~ o ~~~~
~ PLANNING ~ CIVIL ENGINEERING ~ LAND SURVEYING ~
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TABLE OF CONTENTS
5ECTION TITLE
I. INTItODUCTION
A. Background
B. Method of Analysis
C. Summary of Results
D. References
II. FIGURES
Figure 1 Vicinity 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
B. 10 Year Strom Analysis
i. Rational Method Calculations
C. PipeFlow Analysis
D. F'IowMaster Street Section Analysis
HYDRAULIC & HYDROLOGIC STUDY FOR TRACT NO. 32170
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~ I. INTRODUCTION
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I.A. Background
The proposed project is located in the Counry 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
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
Runoff calculations for this study were accomplished using the Rational Method.
The Rational Method is a physically-based numerical method where runoff is
assumed to be directly proportional to rainfall and area, less losses for infiltration
and depression storage. Flows were computed based on the Rational formula:
Q= CiA
where Q = Peak discharge (cfs);
C= runoff coefficient, based on land use
and soil type;
i = rainfall intensity (in/hr);
A = watershed area (acre)
The runoff coefficient represents the ratio of rainfall that runs off the watershed
versus the portion that infiltrates to the soil or is held in depression storage. The
runoff coefficient is dependent on the land use coverage 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.
For a typical drainage study, rainfall intensity varies with the watershed time of
HYDRAULIC & HYDROLOGIC STUDY FOR TRACT NO. 32170
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~ concentration. The watershed time of concentration at any given point is defined
as the time it would theoretically take runoff to travel from the most upstream
~ point in the watershed to a concentration point, as calculated by equations in the
Riverside Counry Hydrology Manual.
' Rational Method calculations were accomplished using the Advanced
Engineering Software Rational Method Analysis (Riverside County Methods)
(AES-RATSCx) computer software packages. Peak discharges were computed
' for 100-year and 10-year hypothetical storm return frequencies. Rainfall data
used in the study was taken from Plate D-4.1 "Murrieta-Temecula and Ranch
California" areas.
, The Manual utilizes the Soil Conseroation 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 in included as Figure 3. It shows that for this project the soil type is BC. For
the purpose of this report and to be conservative Soil Type C was used for the
~ entire project.
The time of concentration is the critical parameter which must be estimated in
~ the rational method analysis in order to determine the flowrate. The time of
concentration is utilized to determine the rainfall intensity from the Intensity-
Duration Frequency (IDF) curve. The tc is the sum of the "initial time of
' concentration" for the most upstream subarea of the stream plus the travel time
in all the conveyance sections such as streets, pipes, gutters, channels and
ditches.
' The initial area is the most upstream subarea of a stream within the watershed.
There may be numerous "Initial Subareas" within the watershed depending on
' the number of streams and how the watershed is modeled.
Overland flow or sheet flow process dominates the hydraulics of the initial area.
' The initial area tc estimate is the most significant factor in controlling the
magnitudes of the flow estimated from the rational method. Increasing the initial
area to the maximum limits will reduce the calculated flows.
~ The rational method allows developing a mathematical model to predict
response of a physical system. In engineering the development of a"link-node"
~ model is a simple method which we can translate the physical hydrologic
processes within the watershed. The individual subareas have hydrologic
~ processes which occur at concentration points or "nodes". The hydrologic nodes
are connected by hydraulic "links" which is the conveyance process. A"link" in
the model topology is a connection between two "nodes," where a node is a point
, of concentration in the study area. A link connects an upstream node to a
downstream node. Only at a confluence does more than one link connect to a
' HYDRAULIC & HYDROLOGIC STUDY FOR TRACT NO. 32170
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' given node.
, The PVC pipes, for yard drains, proposed for the project site were not modeled
as part of the AES Rational Method analyses. However, it was determined that
an 8-inch PVC can convey the runoff from 7 units and a 10-inch PVC can convey
' the runoff generated from 13 units.
The results of these calculations can be found in Section 3 of this report.
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' I. C. Summary of Results
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
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
' 1. Riverside County Flood Control and Water Conservation District
Hydrology Manual prepared under the direction of John W. Bryant,
1 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.
' HYDRAULIC & HYDROLOGIC STUDY FOR TRACT NO. 32170
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' 3. Drainage Infrastructure Design Report, Harveston Master Plan of
' Drainage, prepared by Robert Bein, William Frost & Associates, dated
February 20, 2002.
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II. FIGURES
HYDRAULIC & HYDROLOGIC STUDY FOR TRACT NO. 32170
By LundsGOm & Associates 8
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FIGURE 1 - VICINITY MAP
HARVESTON PHASE 11- NEK~-1BORHOOD 6
CITY OF TEMECULA TRACT NO. 32170
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N VICINITY MAP
A N.T.S.
THOMAS BROS. 958-~1
N. 300-58
~~Lundstrom
+associates
~ n~xxixs ~(~Vll FXGIXEEPIX6 I~~xo sueverina ~
One Ridgegate Drive, Suite 210 ~
Temecula, CA 92590
Te1:909.497.6690 Fax:909.491.6695
RGURE 2 - SITE MAP
HARVESTON PHASE 11- NEIGHBORHOOD 6
CITY OF TEMRCULA TR,4CT NO. 32170
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SOURCE: PLATE C-1.52 RCFC & WCD HYOROLOGY MANUAL
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' III. CALCULATIONS
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III. A. 100 YEAR STORM ANALYSIS
HYDRAULIC & HYDROLOGIC STUDY FOR'PRACT NO. 32170
By Lundstrom & Associates 10
11 /9/2004
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III. A. i. RATIONAL METHOD
CALCULATIONS
' HYDRAULIC & HYDROLOGIC STUDY FOR TRACT NO. 32170
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HYDRAULIC & HYDROLOGIC STUDY FOR TRACT NO. 32170
By Lundstrom & Associates 12
11 /9/2004
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III. C. PIPEFLOW ANALYSIS
HYDRAULIC & HYDROLOGIC STUDY FOR TRACT NO. 32170
By LundsVOm & Associates 14 71/9/2004
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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 1106.27 0.091 2.42
17 62.37 1106.45 1106.54 0.087 2.37
1166.12 1106.55 1106.59 0.04 1.60
1270.97 1106.59 1106.67 0.08 2.27
1271.97 1106.73 1106.73 0.007 0.67
1441.86 1106.92 1107.05 0.13 2.89
NODE HGL EGL DIFF VELOCITY
(n) (n) (n) (fps)
LINE A-1 100223 1106.55 1106.57 0.02 1.13
1011.80 1107.01 1107.18 0.17 3.31
NODE HGL EGL DIFF VELOCITY
(ft) (ft) (ft) (fps)
LINE A-2 1002.78 1107.50 1107.83 0.326 4.58
108820 1108.43 1108.67 0.244 3.96
NODE HGL EGL DIFF VELOCITY
(ft) (ft) (ft) (fps)
LINE B 2971.94 1104.40 1104.71 0.307 4.45
3094.38 1104.87 1705.17 0.307 4.45
309721 1105.12 1105.55 0.422 521
1084.10 1105.63 1106.05 0.422 5.21
1088.77 1106.78 1106.34 0.162 3.23
1152.81 1706.36 1106.52 0.16 3.21
1153.81 1106.58 1106.63 0.05 1.79
1257.00 1106.69 1106.74 0.05 1.79
1260.62 1106.77 1106.82 0.05 1.79
144425 1107.97 1108.18 0.21 3.68
NODE HGL EGL DIFF VELOCITY
(ft) (ft) (ft) (fps)
LINE B-1 1000.00 1106.58 1106.76 0.18 3.40
1040.40 1106.80 1106.98 0.18 3.40
NODE HGL EGL DIFF VELOCITY
(ft) (ft) (ft) (fps)
LINE B-2 1002.11 1106.77 1106.79 0.02 1.13
1029.89 1109.01 110921 0.2 3.59
Page 1 of 1 n f„
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, III. D. FLOWMASTER STREET
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CALCULATIONS
' HYDRAULIC & HYDROLOGIC STUDY FOR TRACT NO. 32170
By Lundstrom & Associates 15 11/9/2004
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JO' GEIJ. UlILITY R ACCES5 ESlilr.
~ 7' . 15' Pi` 75'
2%
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A.C. PAVAfENT AND BA~ ~ ~
PRIVATE DRIVE "A"
NOT TO SCAL£
,, 24' 6a1. UfIL1TY t ACCESS ESMf. ,
~~
7X
AG PA4F11ENT AND BASE ~ ~
PRIVATE DRIVE "B"
NOT 7U SCAL£
24' 6FN. UTILITY t AQ~ ESMi.
» • ~ ..,
2.8
~SIDEWALK (Tl'P.)
@ q1T1ER (TYP.)
& qITIER (7YP.)
A.G PAVEMENT AND BASE '~
~1" q/RB FACE AT GARAGES q1RB dc WTiER~
PRIVATE DRIVE "C" & "D"
NOT 7t7 SCALE
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Private Drive A (Half-Street)
Worksheet for Irregular Channel
Project Description
Worksheet Private Drive A (Half-Stn
Flow Element Irregular Channel
Method Manning's Formula
Solve For Discharge
Input Data
Channel Slope 041800 Wtt
WaterSurtaceElev 0.50 tt
Options
Curtent Roughness Methcrved Lotter's Method
Open Channel Weighting ~ved Lotters Method
Closed Channel Weightin~ Horton's Methotl
Results
Mannings Coeftic 0.015
Elevation Range 1.00 to 0.72
Discharge 5122 cfs
Flow Area 52 iC~
Wetted Perimetei 15.70 ft
Top Width 15.00 R
Actual Depth 0.50 ft
Critical Elevation 0.86 ft
Critical Slope 0.004290 fVft
velociry s.7s fVs
Velociry Head 1.48 ft
Specific Energy 1.98 ft
froude Number 2.91
Flow Type iupercritical
Calculation Messages:
Water elevation exceeds lowest end station by 0.2 tt
Roughness Segments
~ Start Entl Mannings
Station Statbn Coetticient
~ ~+00
0+04 OW4
0+07 a.~,5
0.030
0+07 0+22 0.015
~ Natural Channel Points
Station Elevation
(ft) (ft)
, 0+00 0.72
0t04 0.64
0+07 0.50
0+07 0.00
1 0+22 ~.30
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Projec[ Engineer: Tom Grace
o:~..\water resouices~hydro study~30050n601.fm2 Wndstran 8 Associates FlowMaster v7.0 [7.OOOG]
' 07/27/04 64:16:32 PM ~ Haestad Methods, Inc. 37 Brookside Road Water6ury, CT 06708 USA +1-2qi-755-1866 Page 1 ot 1
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Cross Section - Private Drive A(Half-Street)
Cross.Section for Irregular Channel
Project Description
Worksheet Private Orive A (Half-Stn
Flow Element Irtegular Channei
Method Manning's Formuta
Solve For Discharge
Section Data
Mannings CoeHiciei 0.015
Channel Slope 0.041800 fVft
Water Surface Elev. 0.50 ft
Elevation Range .00 to 0.72
Discharge 5122 cfs
0.80
0.40
0.00
0+00 0+05
0+10 0+15 0+20
0+25
V:2.0~
H:t
NTS
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Projec[ Engineer: Tom Grace
o:\...\water resourcesViydro stuAy~33W58n60Ltm2 Wndstrom 8 Assoclates FlowMaster v7A [7.0005]
07/27/04 04:1623 PM O Haes[ad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 0l 1
1 Private Drive B (Half-Street)
Worksheet for Irregular Channel
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Worksheet Private Drive B (Half-Stri
' FlowElement IrregularChannel
Method Manning's Fortnula
Solve For Discharge
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Channel Slope 006000 fVft
~ Water SuAace Elev 0.50 tt
Options
Current Roughness MeNC>vetl Lotter's Method
' Open Channel Weighting wed Lotters Method
Closetl Channel Weightin~ Horton's Method
' Results
Mannin9s CoeNic 0.075
~ Elevation Range ).00 to 0.50
Discharge 17.62 cfs
~ Flow Area 4.6 ft=
Wetted Perimetei 12.76 ft
Top Width 12.00 ft
~ Actual Depth 0.50 tt
Critical Elevation 0.53 ft
Critical Slope 0.004834 fdft
~ Velociry 3.86 fUs
Velociry Head 023 fl
SpecNic Energy 0.73 tt
Froude Number 1.10 ~
~ Flow Type iupercrilicaf
Calculation Messages:
' Water elevation exceetls lowest end station by 025999993 ft.
~ Roughness Segments ~
Start End Mannings
Station Station Coefficient
oi00 0+12 0.015
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Natwal Channel Points
, Station Elevation
(k) (k)
Oi00 0.50
0+00 0.00
~ 0+12 0.24
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Projecl Engineer: Tan G2
o:~..\~Hater resources~hydro study~300.58n601.hn2 Wntlatrom 8 Associates FlowMaster v~.0 [7.000.5]
~ 07/27/04 04:17:36 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 B(Half-Streei)
Cross Section for Irregular Channel
Project Description
Worksheet Private Drive B (Half-Str~
Flow Element Irregular Channel
Methotl Manning's Fortnula
Solve For Discharge
Section Data
Mannings Coeflicie~ 0.015
Channel Slope 0.006000 iVtt
Water Surtace Elev. 0.50 tt
Elevation Range .00 to 0.50
Discharge 17.62 cfs
8.40
0.20
0.00
0+00 0+02 0+04 0+06 0+08 0+10
l}+1 "L
V2.0~
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NTS
5v
Project Engineer. Tom Grace
o:G..\water resources~hydro study~30058n607.(m2 Lundslrom & Assoclates FlowMaster v7.0 [7.0005]
07/27/04 64:1725 PM O Haes[atl Methotls, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 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 Chann[
Method Manning's Formi
Solve For Discharge
Input Data
Channel Slope 010000 N/k
Water Surtace Elev, 0.16 ft
Options
Current Roughness Methovetl Lotler's Method
Open Channet Weighting rved Lottefs Method
Closed Channel Weightini Horton's Method
Results
Mannings Coeffic 0.015
Elevation Range 7.00 to 0.98
Discharge 1.18 cfs
Flow Area 0.7 k~
Wetted Perimetei 8.76 tt
Top Widih 8.67 ft
Actual Depth 0.16 ft
Critical Elevation 0.17 ft
Critical Slope 0.007640 iVtt
velociry 1.7a ws
Velociry Heatl 0.05 fl
Specific Energy 021 tt
Froutle Number 1.13
Flow Type iupercriticai
Roughness Segments
Start End Mannings
Station Station Coetticient
0+00 0+25 0.015
Natural Channel Points
Station Elevation
(n) (h)
O~DO 0.98
0+00 0.48
0+24 0.00
0+24 0.08
0+25 0.18
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Projec[ Engineer. Tam Grace
o:\...\water resources~hydro stutly~30058n601.tm2 Wntlstrom 8 Assoclates FlowMaster v7.0 [7.0005]
07/27/04 64:3725 PM ~ Haestad Methods, Inc. 37 Brookside Road Watarbury, CT 06708 USA +1-203-755-7666 Page t of 7
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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 Form~
Solve For Discharge
Section Data
Mannings Coefliciei 0.015
Channel Slope 0.010000 Wft
Water Sudace Elev 0.16 R
Elevation Range .00 to 0.98
Discharge 1.18 ds
0+00 0+05 0+10 0+15 0+20
0+25
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NTS
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Project Engineer. Tom Grace
o:l..\water resourcesViydro study~30058n601.fm2 Lundstrom 6 Assoclates FbwMastar v7.0 [7.0005]
07/27/04 04:37:30 PM ~ Haestad MethoUS, Inc. 37 Brookside Road Waterbury, CT OG708 USA +1-203-7551666 Page t M 1
Private Drive C and D
Rating Table for Irregular Channel
Project Description
Worksheet Private Drive C t
Flow Element Irregular Chann[
Method Manning's Formi
Solve For Discharge
Input Data
Water Surface Elev 0.16 tt
Options
Current Roughness MeMc>ved lotter's Method
Open Channel Weighting rved Lottefs Method
Cbsed Channel Weightini Horton's Met~otl
Attribute Minimum Maximum Increment
Channel Slope (tUft) 0.005000 0.010000 0.000200
Channel
Slope
(~) ischarg
(cfs) Velocity
(ft/s) Flow
Area
(~ Wetted
Perimete
Ih) Top
Width
(H)
o.oosooo o.aa izs o.~ e.~s e.s~
D.005200 0.85 128 0.7 8.76 8.67
0.005400 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 1.38 0.7 8.76 8.67
D.006200 0.93 1.40 0.7 8.76 8.67
0.006400 0.95 1.42 0.7 8.76 8.67
0.006600 0.96 1.44 0.7 8.76 8.67
0.006800 0.98 1.47 0.7 8.76 8.67
0.007000 0.99 1.49 0.7 8.76 8.67
0.007200 7.00 1.51 0.7 8.76 8.67
D.007400 1.02 1.53 0.7 8.76 8.67
0.007600 7.03 1.55 0.7 8.76 8.67
D.007800 1.05 1.57 0.7 8.76 8.67
D.008000 7.06 1.59 0.7 8.76 8.67
D.008200 ~ 1.07 1.61 0.7 8.76 8.67
D.008400 1.08 1.63 0.7 8.76 8.67
D.008600 1.10 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
0.009200 1.14 1.70 0.7 8.76 8.67
D.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 8.76 8.67
D.010000 1.18 1.78 0.7 8.76 8.67
5~'
Project Engineer. Tom Grace
o:~..\water resourcesViydro study~30058n601.im2 Lundstram 8 Associates FbwMaster v7.0 [7.0005]
07/27/OM1 04:37:15 PM ~ Haestad Methods, Inc. 37 Brookside Foad Waterbury, CT 08708 USA +t-203-755-1666 Page 7 M t
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' Catch Basin No. 4(Sag Location)
Worksheet for Combination Inlet In Sag
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Worksheel Catch Basin No. 4(Sag)
' Type Combination Inlet In Sag
Solve For Curb Opening Length
~ Input Data
, Discharge 2.00 cfs I.~pD~ {~ f}~.10 ~.~5
Local Depression 7.5 in
lxal Depression Width 7.00 ft
' Spreatl 9.83 H
Gutter Width 4.00 ft
Gutter Cross Slope 0.020 N/ft
' Road Cross Slope 0.020 fVR
Opening Heiqht 0.50 N
Curb Throat Type Horizontal
Grate Width 2.13 N
' Grate Length 2.95 k
Grate Type P-30 mm (P-t-7/8')
Clogging 50.0 % _
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Options
Calculation Option Use Both ~-
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Resutts
CurbOpeningLength 0.00 k M~N~MUM OpEhll^~E1 L~°I~I~N
, Throat Incline Mgle 90.00 degrees
Dep[h 0.07 ft
Gutter Depression 0.0 in
Tofat Depression 7.5 in ~
' Open Grate Area 1.9 ft~
Active Grate Weir Length 5.08 k
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Projecl Engineer: To
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o:\..\water resourcesU~ydro study~30058n607.fm2 LurWStrom 8 Assoclates FlowMaster v7.0 [7.OOOS~
'' 07/29/04 10:59:43 AM m Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +b203- 755-7666 Page t of 1
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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
Local Depression
Local Depression Width
Spread
Gutter Width
Gutter Cross Slope
Road Cross Slope
Opening Height
cur~ rn~~ ryPe
Grate Witlth
Grate Length
Grate Type
Clogging
4.00 cfs
1.5 in
~.oo n
s.sa n
4.00 ft
0.020 fUft
0.020 fUR
o.so n
Horizontal
2.13 ft
2.95 R
P30 mm (P-1-1/8')
50.0 %
Options
Calculation Option Use Both
NoD~ 20~
nesmis
-a ~~a~
-- ++~~~~*^ ~"' opEN-~
Curb Opening Length 5.00 ft -
Throat Incline Mgle 90.00 degrees
Depth 0.20 it
Gutter Depression 0.0 in
Totai Depression 1.5 in -
Open Grate Area 7.9 it=
Active Grate Weir Length 5.08 Tt
~~
Projecl Engineer. Tom Grace
o:\...\water resourcesNydro study~30058n607.fm2 Lunds7rom 8 Assoelates FbwMaster v7.0 [7.0005]
07/29/04 10:5920 AM ~ Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA ~1-203-755-1666 Pape t o~ 1
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Worksheet
Worksheet for Irregular Channel
Project Description
Worksheet Copy ot (ONE-WAY SLOPE) Drive~ -DR~VEWA 1
Flow Element Irregular Channel
Method Manning's Formula
Solve For DiSCharge
Input Data
Channel Slope 0.010000 tt/ft
Water Surface Elevation 0.14 k
Oplions
Current Roughness Method Improved Lotter's Method
Open Channel Weighting Method Improved Lotter's Method -
Closed Channel Weighting MeNa Horton's Method
Results
Mannings Coefficient 0.014 ~
Elevation Range 0.00 to 0.58
Discharge 0.93 cts
Flow Area 0.6 ft~
Wetted Perimeter 10.09 ft
Top Width 10.00 ft
Actual Depth 0.14 ft
Critical Elevation 0.15 ft
Critical Slope 0.006880 ft/ft
Velocity 7.s2 fl/s
Velocily Head 0.04 fl
Specific Energy 0.18 ft
Froude Number 1.19 -
Flow Type Supercriticai
Roughness Segments
Start ~ Entl Mannings
Station Station Coeflicient
0+00 0+04 0.013
0+04 0+26 0.075
0+26 0+31 0.013 ~
Natural Channel Points
Station Elevation
(it) (f[)
0+00 0.58
0+04 0.50
0+04 0.48
0+26 0.04
0+26 0.00
0+28 0.08
0+31 0.14
~°~
Project Engineer: Tom Grace
o:\...\water resources~hydro studyG30058n1201.fm2 Wndstrom & Associates FlowMaster v7A [7.0005~
/0/20/04 04:09:32 PM ~ Haestad Methods, Inc. 37 Brookside Roatl Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 7
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Table
Rating Table for Irregular Channel
Project Description
Worksheet Copy of (ONE-WAY SLOPE) Drive~ ^QR,~~
Flow Element Irregular Channel
Method Manning's Formula
Solve For Discharge
Input Data
Water Surface Elevation 0.14 ft
Options
Current Roughness Method Improved Lotler's Method
Open Channel Weiqhting Method Improved Lotter's Method
Closed Channel Weighting Metha Horton's Method
Attribute Minimum Maximum Increment
Channel Slope (ft/ft) 0.004000 0.020000 0.002000
Channel
Slope
ln/tt) Discharge
(cfs) Velocity
(fUs) Flow
Area
lK~ Wetted
Perimeter
(n) Top
Width
lft)
o.ooaooo o.ss i.oz o.s io.os io.oo
0.006000 0.72 125 0.6 10.09 10.00
0.008000 0.83 1.45 0.6 70.09 70.00
0.070000 0.93 1.62 0.6 10.09 10.00
0.072000 1.02 1.77 0.6 70.09 10.00
0.014000 1.10 1.91 0.6 70.09 10.00
o.oisooo i.ia z.os o.s io.os io.oo
o.otaooo tzs 2.t~ o.s io.os io.oo
0.020000 1.32 229 0.6 10.09 10.00
~
Project Engineer Tom Grace
o:\...\water resources~hydro study\30058n1201.im2 Lundslrom 8 Associates FlowMaster v7.0 [7.OOOSJ
10/2W04 04:70:18 PM ~ Haeslad Methods, Inc. 37 Brooksitle Roatl Waterbury, CT 06708 USA +1-203755-7 666 Page 1 ot 1
~ Cross Section
Cross Section for Irregular Channei
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Project Description
Worksheet . Copy of (ONE-WAY SLOPE) Drive~ ~OR\~ `~•' \
, Flow Element; Irregular Channel
Method Manning's Formula
Solve For Discharge
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Mannings Coefficient 0.014
, Channel Slope 0.010000 fVtt '
Water Surface Elevation 0.14 ft
Elevation Ranqe 0.00 to 0.58
Discharge 0.93 cfs
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0.50
0.40
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0.20
0.10
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' Project Engineer. To ~\ace
o:\...\water resources\hytlro stutly~30058n1207.fm2 Luntlstrom & Associates FlowMaster v7.0 ~7.0005]
i' 10/20/04 04:1027 PM O Haestatl Methods, Inc. 37 Brookside Roatl Wa~erbury, CT 06708 USA +1-203-7557666 Page 1 oi t
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~ECEIVED '
Nov i z ~ooa
CITY OF TEMECULA ,
INEERING DEPARTMENT
'
,
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1
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