HomeMy WebLinkAboutTract Map 32169 Hydrology & Hydraulics (Oct.26,2004)Hydraulic & Hydrologic Study
Tract No. 32169
Harveston-Phase II
Neighborhood 12
October 26, 2004
PREPARED FOR
William Lyon Homes
11800 Sterling Avenue, Suite A
Riverside, California 92503
PROJECT ENGINEER
Jeffrey R. Lundstrom, R.C.E.
PREPARED BY
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TABLE OF CONTENTS
SECTION TITLE
I. INTRODUCTION
A. Background
B. Method of Analysis
C. Summary of Resuits
D. References
ll. 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. FlowMaster Street Section Analysis
HYDRAULIC & HYDROLOGIC STUDY FOR TRACT NO. 32169
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I. INTRODUCTION
HYDRAUL[C & HYDROLOGIC STUDY FOR TRACT NO. 32169
By Lundstrom & Associates 3
10/26/2004
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' I.A. Background
t 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,
Harveston 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.
, 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
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 = rainfaii intensity (inlhr);
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 45-75 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. 32169
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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 County 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. Rainfail data
used in the study was taken from Plate D-4.1 "Murrieta-Temecula and Ranch
California" areas.
, The Manual utilizes the Soil Conservation Service (SCS) soii 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.
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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.
Overiand flow or sheet flow process dominates the hydraulics of the initial area.
, The initial area t~ estimate is the most significant factor in controlling the
magnitudes of the flow estimated from the rationai method. Increasing the initial
area to the maximum limits wiil reduce the calculated flows.
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The rational method allows developing a mathematical model to predict
response of a physical system. In engineering the development of a"link-node"
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s 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
rocess
A"link" in
p
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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 & HYDROLOG[C STUDY FOR TRACT NO. 32169
By Lundstrom & Associates 5 10/26/2004
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' given node
' The Rational Method program uses the Modified Rational Method for junctions.
This method reduces all confluences into a single stream of (Tc, Q, Area) data
as decided by that combination of data that produces the largest Q.
, 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.
I. C. Summary of Results
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The calculations show that a total of 21.5 cts will be discharged from the site
during a 100-year storm event and 14.30 cfs in a 10-year event. The plans for
, the 30" RCP pipe within Savannah Road prepared by RBF Consulting show that
they estimated that 21.7 cfs would be discharged from the site during the 100
' Year design event.
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
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' The strom 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.
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
included in Appendix B of this report and show that the water will be maintained
' with in the curbs for the design events.
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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
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Master Plan of Drainage - Phase 2, prepared by Robert Bein, William
Frost & Associates, dated September 24, 2003.
3. Drainage Infrastructure Design Report, Harveston Master Pian of
Drainage, prepared by Robert Bein, Wiiliam Frost & Associates, dated
February 20, 2002.
HYDRAULIC & HYDROLOGIC STUDY FOR TRACT NO. 32169
By Lundstrom & Associates 7
10/26/2004 7
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II. FIGURES
HYDRAULIC & HYDROLOGIC STUDY FOR TRACT NO. 32169
By Lundstrom & Associates 8
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RGlJRE 1 - VKK.yNITY MAP
HARVESTON PHASE 11- NEKaHBORHOOD 12
CITY OF TEMECUL4 TRACT NO 32169
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J. N. 300-58
LUND~TROM 9399 CA1@IO DSL RIO 50[1TH, ST6. 900
SAN D~f70, CAI,flORNL B210B
ASS~ ATES (61a1 e4~-seoa pAZ (61B) 641-SB10
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A VICINITY MAP
N.T.S.
THOMAS BROS. 958-H2
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LUND TROM 3333 CAYINO DEI, RIO SOU78, ~. ~oo
SAN D~GO. CAIlFORNIA 02108
L~ss~ A'~ES caia~ au-saoo e,-x ~aie~ e4i-aeio
~IGURE 3
f-IYDROLOGIC SOILS GROUP MAP
HARVESTON PHASE-II
SOURCE: PLATE C-1.52 RCFC & WCD HYDROLOGY MANUAL
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III. CALCULATIONS
HYDRAULIC & HYDROLOGIC STUDY FOR TRACT NO. 32169
By Lundstrom & Associates 9
10/26/2004
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III. A. 100 YEAR STORM ANALYSIS
HYDRAULIC & HYDROLOGIC STUDY FOR TRACT NO. 32169
By LundsVOm & Associates 10
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III. A. i. RATIONAL METHOND
~ CALCULATIONS
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' HYDRAULIC & HYDROLOGIC STUDY FOR TRACT NO. 32169
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III. B. 10 YEAR STORM ANALYSIS
HYDRAULIC & HYDROLOGIC STUDY FOR TRACT NO. 32169
By Lundstrom & Associates 12
10/26/2004
2°~
III. B. i. RATIONAL METHOD
CALCULATIONS
HYDRAULIC & HYDROLOGIC STUDY FOR TRACT NO. 32169
By Lunds(rom & Associates 13
10/26/2004
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III. C. PIPEFLOW CALCULATIONS
(BASED ON 100-YEAR STORM EVENT)
HYDRAULIC & HYDROLOGIC STUDY FOR TRACT NO. 32169
By Lundstrom & Associa[es 14
10/26/2004
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HARVESTON - NEIGHBORHOOD 12
Velocity Calculation
(Based on PIPEFLOW Analysis)
NODE HGL EGL DIFF VELOCITY
(ft) (n) (n) (fps)
LINE A 952.89 1095.955 1096.486 0.531 5.85
1076.81 1096.309 7096.804 0.495 5.65
1021.48 1096.663 1096.871 0.208 3.66
1092.87 7 096.622 1097.046 0.424 5.23
1097.05 1095.937 1101.447 5.51 18.84
1119.38 1101.837 1103.322 1.485 9.78
1120.38 1107.605 1104.257 2.652 13.07
1129.37 1104.143 1104.589 0.446 5.36
1132.70 1104.639 1104.867 0228 3.83
1194.85 1103.181 1103.352 0.171 3.32
1200. t 5 1103.18 1103.582 0.402 .09
1266.84 1103.587 1103.909 0.322 r' 4.55
1267.84 1103.839 1103.96 0.721 ' 2.7g
1438.86 1104.331 1104.586 0255 4.05
1443.54 1104.642 1104.661 0.019 1.11
1519.03 1104.614 1104.784 0.17 3.31
1522.59 1105.016 1 t 05.056 0.04 1.60
1574.56 1105.448 1105.544 0.096 2.49
NODE HGL EGL DIFF VELOCITY
(n) (n) (n) IfPs
LINE B-1 1001.97 1102.051 1103.165 1.114 8.47
1012.62 1103.544 1103.732 0.7 88 3.48
NODE HGL EGL DIFF VELOCITY
(ft) (ft) (ft) (fps)
LINE B-2 1001.97 7102.029 1103.224 1.195 8.77
1025.59 1104.62 1104.797 0.177 3.38
NODE HGL ' EGL DIFF VELOCITY
~n~ .,. (n) (n) ~fPs)
LINE B-3 1001.60 1103.27 1104.999 1.729 10.55
1028.30 1706237 1106.519 0.282 4.26
NODE HGL EGL DIFF VELOCITY
(n) (h) ~n) (~PS)
LINE B-4 1001.80 1106.023 1106.369 0.346 4.72
1086.07 7106.496 t 106.71 0.214 3.71
NODE HGL EGL DIFF VELOCITY
(ft) (n) (n) (fps)
LINE B-5 1001.81 1104.94 1105.556 0.616 6.30
1042.90 1106.66 1106.832 0.172 3.33
NODE HGL EGL DIFF VELOCITY
ft ft ft f s
Page 1 of 3
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LINE B-X 1002.65 1096.536 1096.843 0.307 4.45
1016.07 1096.742 1096.946 0204 3.62
NODE HGL EGL DIFF VELOCITY
(n) (ft) (n) (fps)
LINE B-Y 1000.00 1097.115 1097.383 0268 4.15
1025.16 1097.425 1097.615 0.19 . 3.50
NODE HGL EGL DIFF VELOCITY
~h) (n) ~h) (fPs)
LINE C 1002.08 1103.18 1103.239 0.059 1.95
1136.63 1105.505 1105.71 0.205 3.63
1137.63 1105.764 1105.79 0.026 129
1287.91 117 0.413 1110.561 0.148 3.09
NODE HGL EGL DIFF VELOCITY
(n) (n) (n) (fps
LINE C-1 1002.93 1106.61 1107.426 0.816 . !' 725
1016.32 1107.788 1107.945 0.157 3.18
NODE HGL EGL DIFF VELOCITY
(n) (n) (ft) (fps)
LINE D-1 1000.00 1075.16 1082.709 7.529 22.02
1042.52 1093.11 1093.663 0.553 5.97
1057.68 7093.39 1093.77 0.38 4.95
1179.77 1094.166 1094.208 0.042 1.64
1143.94 1095.363 1095.812 0.449 5.38
1148.39 1095.79 1096.318 0.528 5.83
1235.36 1097.806 1098.032 0226 3.82
NODE HGL EGL DIFF VELOCITY
~n) ~n) (n) ~~PS)
LINE D-1 1115.58 1094.17 1094.304 0.134 2.94
1099.64 1094.14 1094.342 0202 3.61
1098.64 1094.39~ 1094.457 0.058 1.93
1044.16 7094.4 6 1094.506 0.07 2.12
1042.66 7094.514 1094.544 0.03 1.39
102021 1094.519 1094.554 0.035 1.50
101921 1094.56 1094.575 0.015 0.98
1000.00 1094.555 1094.58 0.025 1.27
NODE HGL EGL DIFF VELOCITY
~n) (n) ~n) ~fPs)
LINE D-2 1002.07 1093.792 1096.091 2.299 12.17
1018.29 1097.199 1097.462 0.263 4.12
NODE HGL EGL DIFF VELOCITY
(n) (n) (h) (fPs)
LINE D-3 1003.15 1094.055 1095.675 1.62 1021
1011.96 1096.386 1096.531 0.145 3.06
NODE HGL EGL DIFF VELOCITY
Page 2 of 3
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~n> ~n~ ~n> (fps)
LINE D-4 1002.49 1094.56 1094.58 0.02 1.13
114725 1095.453 1095.596 0.143 3.03
NODE HGL EGL DIFF VELOCITY
(ft) (ft) (ft) (fps)
LINE D-5 1003.20 1095.79 1095.868 0.078 2.24
1160.69 1097.343 1097.489 0.146 3.07
/:
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Page 3 of 3
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' III. D. FLOWMASTER STREET
~ CALCULATIONS
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, HYDRAULIC & HYDROLOGIC STUDY FOR TRACT NO. 32169
By Lundstrom & Associates 15 10/26/2004 ~
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Worksheet
Worksheet for Irregular Channel
Project Description
Worksheet POR. PVT. DRIVE "A'- STA. 10+00.C
Flow Element Irregular Channel
Method Manning's Formula
Solve For Discharge
Input Data
Channel Slope 065000 fVft
Water Surtace Elev. 0.50 R
Options
Current Roughness Methcrvetl Lotter's Method
Open Channel Weighting rved Lotter's Methotl
Closed Channel Weightin~ Horton's Method
Pesults
Mannings Coeffic 0.075
Elevation Range ).00 to 0.70
Discharge 121.57 cfs
Flow Area 9.1 fl~
Wetted Perimetei 25.00 fl
Top Width 24.00 ft
Actual Depth 0.50 ft
Critical Elevation 0.97 ft
Critical Slope 0.003714 ft/ft
Velocity 13.33 fVs
Velocity Head 2.76 ft
Specific Energy 326 ft -
Froude Number 3.81
Flow Type iupercritical
Fioughness Segments
Start End Mannings
Station Station Coefficient
0+00 0+08 0.013 ~ '
0+08 0+28 0.015
0+28 0+40 0.073
Natural Channel Points
Station Elevation
ln) (h)
o+oo o.s2
o+os o.so
o+os o.oo
0+08 0.04
0+18 0.24
o+2e o.oa
o+so o.oo
0+30 0.50
Oi36 0.62
o+ao o.~o
~~
Pmject Engineer: Tom Grace
o:\...\wa[er resourcesViytlro study~.30058fmOt.fm2 Luntlstrom & Assoclatea FlowMaster v7.0 ~7.0005]
07/1Mp4 03:43:59 PM ~ Haestad Methotls, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-2037551666 Page 1 of 1
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Cross Section
Cross Section for Irregular Channel
Project Description
Worksheet POR. PVT. DRIVE'A'-STA. 10+00.C
Flow Element Irregular Channel
Method Manning's Formula
Solve For Discharge
Section Data
Mannings Coefficiei 0.015
Channel Slope 0.065000 Wk
Water Surface Elev o.50 ft
Elevation Range .00 to 0.70
Discharge 121.57 cfs
0.70
0.60
0.40
0.20
0.00
0+00 0+05 0+10 0+15 Q+20 0+25 0+30 0+35
0+40
V:1oA~
H:1
fYfS
Y~
Project Engineer: Tom Grace
o:\..\water resources~hydro s[udy490058fm01.fin2 Luntlslrom & Assocletes FlowMaster v7.0 [7.0005)
07/1M64 04:15:45 PM m Haestad Methofls, inc. 37 Brooksitle ROad Waterbury, CT 06708 USA +1-203-755-1666 Page t of 1
~1
Worksheet
Worksheet for Irregular Channel
, Project Description
Worksheet POR. PVT. DRIVE'A"-STA. 11+42.86T0 78+05.!
t Flow Element Irregular Channel
Methotl Manning's Formula
Solve For Discharge
, Input Data
ChannelSlope 006000 fUft
' Water Surtace Elev~ 0.50 tt
Options
' Curreni Roughness Methcrved LotteYS Method
Open Channel Weighting rved Lotter's Methotl
Closed Channel Weightin~ Horton's Method
, Results
Mannings Coeffic 0.014
~ Elevation Range J.00 to 0.58
Discharge 20.13 cfs
Flow Area 6.2 tt~
Wettetl Perimetei 24.52 N
' Top Width 24.00 N
Actual Depth 0.50 ft
Critical Elevation 0.53 ft
' Critical Slope 0.004813 fVft
Velocity 323 N/s
Velociry Head 0.16 ft
Specific Energy 0.66 ft
, Froude Number 1.12
Flow Type ~upercritical
' Roughness Segments
Start End Mannings
Station Station CoeNicient
' 0+00 0+04 0.013
o+oa o+zs o.o~s
0+26 0+32 0.013
, Natural Channel Points
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Sfation Eievation
(ft) (k)
0+00 0.58
OW4 0.50
0+04 0.48
0+26 0.04
0+28 0.00
0+28 0.50
0+32 0.58
~q
Project Engineer: Tom Grace
o:\...\water resources~hytlro study~30058fmot.tm2 W~Wstrom & Assxiates FlowMasterv7.0 [7.0005]
07/1M04 03:44:10 PM ~ Haestad Methotls, Inc. 37 Brooksitle Road Waterbury, CT 08708 USA +t-203-755-1666 Page 1 of 1
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Cross Section
Cross Section for Irregular Channel
Project Description
Worksheet POR. PVT. DRIVE `A"- STA. 11+42.86 TO 18+05 ~
Flow Element Irregular Channel
Method Manning's Formula
Solve For Discharge
Section Data
Mannings Coefficiei 0.014
Channel Slope 0.010000 Wk
Water Surface Elev. 0.50 k
Elevation Range .00 to 0.58
Discharge 25.98 cfs
0+20 0+24 0+28
0+32
V:10.0~
H:1
NTS
f7''
Prqect Engineer. Tom Grace
o:~..\water resources~hydro study~30058fm01.fm2 Lundslrom 8 Assaciates FlowMaster v7.0 [7.0005]
07/7M04 04:76:02 PM ~ Haestad Me[hods, Inc. 37 Brooksitle Road Water~ury, CT 06708 USA +1-203-755-1666 Page 1 oF 1
V V0+00 0+04 0+08 0+12 0+16
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Worksheet
Worksheet for Irregular Channel
Project Description
Worksheet POR.PVT.DRIVE'B"-STA.IO+OO.OOT013+79.~
Flow Element Irregular Channet
Method Manning's Formula
Solve For Dischar9e
Input Data
Channel Slope 006000 fUft
Water Surface Elev~ 0.50 k
Options
Current Roughness Methc>ved Lottefs Method
Open Channel Weighting >ved Lotter's Method
Closed Channel Weightin~ . Horton's Method
Results
Mannings Coeffic 0.014
Elevation Range 1. 00 to 0.58
Discharge 20.13 cfs
Flow Area 62 R~
Wetted Perimete~ 24.52 ft
Top Width 24.00 ft
Actual Depth 0.50 R
Critical Elevation 0.53 R
Critical Slope 0.004873 Wft
Velociry 3.23 fVs
Velociry Head 0.16 ft
Specific Energy 0.66 ft
Froude Number 1.12
Flow Type iupercritical
Roughness Segments
Start End Mannings
Station Station Coefticient
0+00 0+04 0.013
0+04 0+26 0.015
0+26 0+32 0.013
Natural Channel Points
Station Elevation
(tt) (tt)
0+00 0.58
0+04 0.50
0+04 0.48
0+26 0.04
0+28 0.00
0+28 0.50
0+32 0.58
~D~
Project Engineer: Tom Grece
o:\...\water resources~hydro study~30058fmo1.tm2 Wndstrom & Associates FlowMaster v7.o [7.0005]
07/1M04 03:44:20 PM ~ Haestad Methods. Inc. 37 Brookside Road Waterbury, CT 06708 USA +t-203-755-1666 Page 1 of 1
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Cross Section
Cross Section for Irregular Channel
Project Description
Worksheet POR. PVT. DRIVE'B'- STA. 10+00.00 TO 13+79.'
Flow Element Irregular Channel
Method Manning's Formula
Solve For Discharge
Section Data
Mannings CoeHiciei O.Ot4
ChannelSlope 0.006000 fVk
Water Surtace Elev. 0.50 tt
Elevation Range .00 to 0.58
Discharge 20.13 cfs
0+00 0+04 0+08 0+12 0+16 0+20 0+24 0+28
0+32
V:10.0~
H:1
NiS
V
Project Engineer: Tom Grace
o:\...\water resources~hydro study130058fm01.fm2 Lundstrom & Assxiates FlowMaster v7.0 [7.0005]
07/14/04 04:17:39 PM m Haestad Mettwtls, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-7666 Page 7 of 1
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Worksheet
Worksheet for Irregular Channel
Project Description
Worksheet POR. PVT. DRIVE "B'-STA 13+79.1~
Flow Element Irregular Channel
Method Manning's Formula
Solve For Discharge
Input Data
ChannelSlope 006000 fVft
Water Surtace Elev 0.50 k
Options
Current Roughness Methc rved Lotter'S Method
Open Channel Weighting ~ved Lottefs Method
Closed Channel Weightini HoROn's Methotl
Results
Mannings CoeHic 0.015
Elevation Range J.00 to 0.70
Discharge 36.93 cfs
Flow Area 9.1 ft~
Wetted Perimetei 25.00 tt
Top Width 24.00 k
Actual Depth 0.50 ft
Critical Elevation 0.57 ft
Critical Slope 0.004515 ft!ft
Velociry 4.05 fVs
Velocity Head 0.25 ft
Specitic Energy 0.75 k
Froude Numher 1.16
Flow Type iupercritical
Rou9hness Segments
SWrt End Mannings
Station Station CoefFicient
0+00 0+08 0.013
0+08 0+28 0.0/5
0+28 0+40 0.013
Natural Channel Points
Station Elevation
(h) (h)
0+00 0.62
0+06 0.50
0+06 0.00
0+08 0.04
0+18 0.24
0+28 0.04
0+30 0.00
0+30 0.50
0+36 0.62
0t40 0.70 ~2.
./
Projecl Engineer: Tom Grace
o:\...\water resources~hydro study~30058fm01.tm2 Lunastrom & Associates FlowMaster v7.0 (7.0005]
07/1M64 03:44:26 PM ~ Haestad Methods, Inc. 37 Brookside Roatl Waterbury, CT 06708 USA +1-203-755-1666 Page 7 of 1
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Cross Section
Cross Section for Irregular Channel
Project Description
Worksheet POR. PVT. DRIVE "B"- STA 13+79.1;
Flow Eiement Irregular Channel
Method Manning's Formuia
Solve For Discharge
Section Data
Mannings Coetticiei 0.015
Channel Slope 0.006000 Wtt
Water Surface Elev 0.50 ft
Elevation Range .00 to 0.70
Discharge 36.93 cfs
0.70
0.60 ~
0.40
0.20
0.00
0+00
0+05 0+10 0+15 0+20 0+25 0+30 0+35
0+40
V:10.0~
H:1
NTS
~
Project Engineer: Tom Grace
o:\...\water resources~hydro study~30058fmOt.fm2 Lundstrom & Assoclates FlowMaster v7.0 [7.OOOSJ
07/14/04 04:77:53 PM ~ HaesWd Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 oi 1
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Worksheet
Worksheet for Irregular Channel
Project Description
Worksheet POR. PVT. DRIVE "C'- STA. 10+OC
Flow Element Irregular Channel
Method Ma~ning's Formula
Solve For Discharge
Input Data
Channel Slope 030000 iVtt
Water Surtace Elev~ 0.50 ft
Options
Current Roughness Methc rved Lotter's Method
Open Channel Weighting rved Lotters Method
Closed Channel Wei9htini Horton's Method
Results
Mannings Coeffic 0.014
Elevation Range 1.00 to 1.08
Discharge 46.56 cfs
Flow Area 6.2 ft'
Wetted Perimetei 24.52 fl
Top Width 24.00 ft
Actual Depth 0.50 ft
Critical Elevation 072 R
Criticai Slope 0.003827 fVfl
velociry 7.as tVs
Velocity Heatl 0.87 R
Specific Energy 1.37 ri
Froude Number 2.58
Flow Type 3upercritical
Foughness Segments
SWrt End Mannings
Station Station Coefticient
0+00 0+06 0.013
0+06 0+26 0.015
0+26 0+32 0.013
Natu21 Channel Points
Station Elevation
(H) (h)
0+00 1.08
0+04 0.98
0+04 0.48
0+06 0.44
0+26 0.04
0+28 0.00
0+28 0.50
0+32 0.58
SS
Project Engineer. Tom Grace
o:\..\water resources~hytlro study~30058fm01.fm2 Luntlstrom L Associates FlowMaster v7.0 [7.0005)
07/1 M04 03:44:36 PM ~ Haestad Methods, Inc. 37 Brooksitle Road Waterbury, CT 06708 USA +1-20.3-7551666 Page 1 ot 1
Cross Section
Cross Section for Irregular Channel
Project Description
Worksheet POR. PVT. DRIVE °C"- STA. 10+OC
Flow Element irregular Channel
Method Manning's Fortnula
Solve For Discharge
Section Data
Mannings Coefficiei 0.014
Channel Slope 0.030000 iVtt
Water Surtace Elev. 0.50 tt
Elevation Range .00 to 1.06
Discharge 46.56 cfs
1.20
1.00
0.80
0.60
0.40
0.20
0.00
0+00 0+64 0+08 0+12 0+16 0+20 0+24 0+28
0+32
V:10.o~
H:1
NTS
~
Project Engineer. Tom Grace
o:\...\wa[er resources~hydro studyV30058fmOt.fm2 Lundstrwn & Associates FlowMaster v7.0 (7.0005]
07/14/04 04:18:08 PM ~ Haestad Methods, Inc. 37 Brookside Road Waterbury. CT 06708 USA +1-203-755-1666 Page 1 of t
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Worksheet
Worksheet for Irregular Channel
Project Description
Worksheet POR. PVT. ORIVE "C'- STA. 13+00.43 TO 15+82.~
Flow Element Irregular Channel
Method Manning's Formula
Solve For Discharge
Input Data
Channel Slope 010000 Wft
Water Surtace Elev. 0.50 tt
Options
Current Roughness Methc>ved Lottefs Method
Open Channel Weighting >ved Lotter's Method
Closed Channel Weightini Horton's Method
Results
Mannings Coeffic 0.014
Elevation Range J.00 to 0.58
Discharge 25.98 c}s
Flow Area 62 ft=
Wetted Perimetei 24.52 ft
Top Width 24.00 ft
Actual Depth 0.50 k
Critical Elevation o.59 ft
Cntical Slope 0.004722 iVft
Velocity 4.16 fVs
Velociry Head 027 tt
Specific Energy 0.77 ft
Froude Number 1.44
Flow Type iupercritical
Roughness Se9ments
Start Entl Mannings
Siation Station Coefficient
0+00 0+04 0.013
0+04 0+26 0.015
0+26 Oi32 0.013
Natural Channel Points
Station Elevation
(k) (tt)
0+00 0.58
0+04 0.50
0+04 0.48
0+26 0.04
0+28 0.00
0+28 0.50
0+32 0.58
~
$1
Pmjact Engineer. Tom Grace
o:\...\water resources~hydro study\30058fm01.fm2 Luntlstrom 8 Assoefates FlowMaster v7.0 [7.00051
07/14/04 03:44:46 PM m Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 ot 1
Worksheet
Worksheet for Irregular Channel
Project Description
Worksheet POR. PVT. ORIVE'D"- STA. 15+62.7:
Flow Element Irregular Channel ~
Method Manning's Formula
Solve For Discharge
Input Data
ChannelSlope 012000 Wft
Water Surtace Elev 0.50 tt
Options
Current Roughness Methc rved Lotter's Method
Open Channel Weightin9 rved Lotter's Method
Closed Channel Weightin~ Horton's Method
Results
Mannings Coeffic 0.015
Elevation Range J.00 to 0.70
Discharge 5223 cfs
Flow Area 9.7 k~
Werietl Perimetei 25.00 tt _.
Top Width 24.00 k
Actual Depth 0.50 ft
Critical Elevation 0.68 ft
Critical Slope 0.004384 fUk
Velocity 5.73 fUs
Velociry Head 0.51 ft
Specific Energy 1.01 ft
Froude Number 1.64
Flow Type >upercritical
Roughness Segments
Start End Mannings
Station Station Coefficient
0+00 0+08 0.013 ~ '
0+08 0+28 0.015
0+28 0+40 0.013
Natural Channel Points
SWtion Elevation
~n~ ~n~
o+oo o.sz
o+os o.so
o+os o.oo
0+08 0.04
0+18 0.24
0+28 0.04
0+30 0.00
0+30 0.50
Oi36 0.62
0+40 0.70 ~
Project Engineer: Tom Grace
o:\...\wa[er resources~hydro study~30058tm01.im2 Lu~WStrom & Assoeieles FlowMaster v7.0 [7.0005]
07/7M04 03:45:07 PM ~ Haes[atl Methotls, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1
Cross Section
Cross Section for Irregular Channei
Project Description
Worksheet POR.PVT.DRIVE'C"-STA.13+00.43T015+82.-
Flow Element Irregular Channel
Method Manning's Formula
Solve For Discharge
Section Data
Mannings Coefticiei 0.014
Channel Slope 0.010000 fVft
Water Surtace Elev. 0.50 ft
Elevation Range .00 to 0.58
Discharge 25.98 cfs
0+32
V:10.0~
H:t
NTS
O `
Project Engineer. Tom Grace
o:\...\water resources~hydro study~30058fmOt.fm2 Lumistrom & Associates FlowMaster v7.0 [7.0005]
07/7M04 04:1821 PM ~ Haestad Methods, Inc. 37 Brookside Roatl Waterbury, CT 06708 USA +1-203-755-1 fi66 Page 1 oi 1
V V0+00 0+04 0+08 0+12 0+16 0+20 0+24 0+28
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Cross Section
Cross Section for Irregular Channel
Project Description
Worksheet POR. PVT. DRIVE "D"- STA 15i82.1:
Flow Element Irregular Channel
Method Manning's Formula
Solve For Discharge
Section Data
Mannings CoeNiciei 0.015
Channel Slope 0.012000 fUft
Water Surtace Elev 0.50 tt
Elevation Range .00 to 0.70
Discharge 52.23 cfs
0.70
0.60 `
0.40
0.20
0.00
0+00 0+05 0+10 0+15 0+20 0+25 0+30 0+35
0+40
V:10.o~
H:1
NTS
-`~
Projecl Engineer: Tom Grace
o:\...\water resourcesViydro study~30058hn01.im2 Wndstrom 8 Assocletes FlowMaster v7.0 [7.0005]
07/1M04 04:18:33 PM ~ Haestad Methods, Inc. 37 Brooksida Roatl Waterbury, CT 06708 USA +1-2IXi-755-1666 Page 7 ot 1
' Worksheet
Worksheet for Irregular Channel
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Worksheet POR. PVT. DRIVE "D"-STA. 17+27.11 T020+29.•
' Flow Element Irregular Channei
Method Manning's Formula
Solve For Discharge
' In
ut Data
p
ChannelSlope 010000 iVft
, Water Surface Elev. 0.50 ft
Options
Current Roughness Methc rved Lotters Method
' Open Channel Weighting >ved Lotter's Methotl
Closed Channel Weightini Horton's Method
' Results
Mannings Coeffic 0.014
' Elevation Range ).00 to 0.58
Discharge 25.98 cfs
Flow Area 6.2 ft~
Wettetl Perimetei 24.52 k
Top Width 24.00 ft . .
' Actual Depth 0.50 ri
Critical Elevation 0.59 tt
, Critical Slope 0.004722 Wft
Velociry 4.16 ft/s
Velociry Head 027 k
Specific Energy 0.77 ft
Froude Number 1.44
' Flow Type iupercritical
Roughness Segments
' Start Entl Mannings
Station Station CoeHicient
~+~0 0+04 0.~,3
~ 0+04 0+26 0.015
0+26 0+32 0.013
' Natural Channel Points
SWtion Elevation
(ft) (ft)
, 0+00 0.58
0+04 0.50
0+04 0.48
0+26 0.04
, 0+28 0.00
0+28 0.50
0+32 0.58
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Project Engineer: Tom Grece
o:\...\water resources~hydro study~30058fm01.fm2 Lundshom & Auociates FlowMaster v7.0 [7.OOO5j
' 07/14/04 03:45:12 PM ~ Haesfad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +t-203-755-1666 Page 1 of 1
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Cross Section
Cross Section for Irregular Channel
Project Description
Worksheet POR. PVT. DRIVE "D"- STA. 17+27.11 TO 20+29.~
Flow Element Irregular Channel
Method Manning's Formula
Solve For Discharge
Section Data
Mannings Coefficie~ 0.014
Channel Slope 0.070000 fVft
Water Surface Elev 0.50 ft
Elevation Range .00 to 0.58
Discharge 25.98 cfs
0+32
V:tO.o~
H:1
NTS
~
Pmject Engineer: Tom Grece
o:\...\water resources~hydro study~30058fmOt.fm2 Lundstrom & Assoelates FlowMaster v7.0 [7.0005]
07/14/04 04:18:46 PM m Haestatl Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1
0+00 0+04 0+0$ 0+12 0+16 0+20 0+24 0+2$
i Worksheet
Worksheet for Irregular Channel
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Prqect Description
~ Worksheet Copy of (ONE-WAY SLOPE) Drive~ ^n
Flow Element Irregular Channel ,VR~~~~Ry
Method Manning's Formula
Solve For Discharge
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ata
Channel Slope 0.010000 Wft
, Water SuAace Elevation 0.78 tt
Options
, Current Roughness Meihod improved Lottefs Methotl
Open Channel Weighting Method Improvetl Lottefs Method
Closed Channel Weighting Metha Horton's Method
' R
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Mannings Coefficient 0.014
Elevation Range 0.00 to 0.58
, Discharge 2.01 cfs
Flow Area 1.1 ftT
Wetted Perimeter 74.09 ft --
' Top Width 14.00 ft
Actual Depth 0.18 ft
Critical Elevation 0.19 k
Critical Slope 0.006365 Wtt
, Velociry 1.91 Ws
Velocity Head 0.06 ft
Specific Enerqy 0.24 ft
, Froude Number 123
Flow Type Supercritical
~ Roughness Segments
Start End Mannings
Station Station Coeflicient
~ 0+00 0+04 0.013
' 0+04 0+26 0.015
0+26 0+33 0.013 ~
' Natural Channel Poin[s
Station Elevation
' (it) (h)
0+00 0.58
0+04 0.50
0+04 0.48
' 0+26 0.04
0+28 0.00
0+28 0.08
, 0+33 0.18
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Project Engineer: Tom Grace
, o:\._\water resourcesViydro sWdy\30058M 207.tm2 Lundstrom & Associates
1 O/20/04 03:59:07 PM ~ Haestad Methods, tnc. 37 Brookside Road Watertury, CT 06708 USA +1-203- FlowMaster v7A ~7.0005]
755-1666 Page 1 oi 1
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Table
Rating Table for Irregular Channel
Project Description
Worksheet Copy of (ONE-WAY SLOPE) Drive~ ~~V~~
Flow Element Irregular Channel
Method Manning's Formula
Solve For Discharge
Input Data
Water Surtace Elevation 0.18 k
Options
Current Roughness Method Improved Lottefs Method
Open Channet Weighting Method Improved Lotters Methotl
Closed Channel Weighting Metha Horton's Method
Attribute Minimum Maximum Increment
Channel Slope (fVft) 0.004000 ~ 0.020000 0.002000
Channel
Siope
(fVk) Discharge
(cfs) Velociry
(fVs) Fbw
Area
(~ Weried
Perimeter
ln) Top
Width
l„)
0.004000 127 1. 21 1.1 14.09 14.00
0. 006000 1.56 1.48 1.1 14.09 14.00
0. 008000 1. 80 1.71 1.1 14.09 14. 00
0.010000 2.01 1.91 1.1 14.09 14.00
0.012000 2.20 2.09 1.1 14.09 14.00
0.014000 2.38 226 1.1 14.09 14.00
0.016000 2.54 2.42 t.t 74.09 14.00
0.018000 2.70 2.56 7.1 74.09 14.00
0.020000 2.84 2.70 i.t 74.09 - 14.00
~~
ProjeCt Engineer. Tom Grace
o:\...\water resources~hydro study~30058n1201.im2 Wnds[rom 8 Associates FlowMaster v7A ~7.OOD5~
70/20/04 03:58:36 PM ~ Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +t-203-7557666 Page 1 of t
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Cross Section
Cross Section for irregular Channel
Project Description `I
~~r~~
Worksheet Copyof(ONE-WAYSLOPE)Drive~
Flow Element I~regular Channel ~ ~
Method Manning's Formula
Solve For Discharge
Section Data
Mannings Coefticient 0.014
Channel Slope 0.010000 fUft
Water Surtace Elevation 0.78 tt
Elevation Range 0.00 to 0.58
Discharge 2.01 cfs
V. W
o+oo o+os o+~o a+ie a+2o o+zs a+so
0+35
V:10.0~
H:1
NTS
a~S
Prqect Engineer. Tom Grace
o:\...\water resources\hydro study~30058n7201.fm2 Lundstrom & Associates FlowMaster v7A [7.000.5]
10/20l04 03:59:1 O PM O Haestatl Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203JSS1666 Page 1 of 1
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Catch Basin No. 1 (Sag)
Worksheet for Curb Inlet In Sag
Project Description
Worksheet Catch 8asin No. 1
Type Curb Inlet In Sag
Solve For Length
Input Data
Discharge 2.3o cfs Nob~ 110
Spread 10.00 k
Gutter Width 4.00 ft
Gutter Cross Slope 0.020 WN
Road Cioss Slope 0.020 fVk
Opening Height 0.33 ft
CurbThroatType HorizonWl
Local Depression 2.0 in
Local Depression Width ~ 7.00 ft
Curb Opening Length s.as n - M1~1lNWM D'pE111~y 1.~4~
Throat Incline Mgle 90.00 degrees
Depth 0.20 k
Gutter Depression o.o in
Total Depression 2.0 in
~1
Project Engineer: Tom Grece
o:\..\water resourcesViydro study~30058n1201.fm2 Lunds[rom 8 Ass«lates FlowMaster v7.0 [7.W W]
07/29/04 11:0027 AM m Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +t-203-755-1666 Page 1 of 1
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Catch Basin No. 1 (Sag)
Worksheet for Curb Inlet In Sag
Project Description
Worksheet Catch Basin No. 1
Type Curb Inlet In Sag
Solve For Length
Input Data
Discharge 120 cfs ti,ipDE ~~ D
Spread 10.00 tt
Gutter Width 4.0o ft
Gutter Cross Slope 0.020 fVft
Road Cross Slope 0.020 fNk
Opening Height 0.33 k
Curb Throat Type Horizontal
Local Depression 2.0 in
Local Depression Width ~ 7.00 ft
Curb Opening Length 1.80 ft - M~~~MVM oPEU~aa ~~~TM-
Throat Incline Mgle 90.00 degrees
Deplh 020 tt
Gutter Depression 0.0 in
Total Depression 2.0 in -~
~~
Project Engineer: Tom G2ce
o:\...\water resources~hydro stuAy~3300.58n1201.fm2 Wntlstrom & Associa[es FbwMaster v7.0 [7.0005]
07/29/64 11:00:47 AM m Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +t-203-755-1666 Page 1 of 1
Catch Basin No. 1 (Sag)
Worksheet for Curb Inlet In Sag
Project Description
Worksheet Catch Basin No. t
Type Curb Inlet In Sag
Solve For Length
Input Data
Discharge 2.50 cfs j~~~~ 119
Spread 20.00 ft
Gurier Width 4.00 R
Gutter Cross Slope 0.020 Wft
Road Cross Slope 0.020 Wft
Opening Height 0.33 ft
Curb Throat Type Horizonial
Local Depression 2.0 in
Local Depression Witlth ~ 7.00 N
Results
CurD Opening Length 2z2 n- N11~ ~MVN1 opENl~l~1 LEldh~
Throat incline Angle 90.00 degrees
Depth 0.40 R
Gutter Depression 0.0 in
Total Depression 2.0 in -~
~ `
Project Engineer: Tom Grace
o:\...\water resources~hydro study~30058n1201.im2 Luntlstrom & Aasoeiates FlowMasier v7.0 [7.OW5]
OB/04/04 10:54:15 AM m Haestad Methods, Inc. 37 Brookside Road Wa[erbury, CT 06708 USA +1-203-7551666 Page 1 of t
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Catch Basin No. 1 (Sag)
Worksheet for Curb Inlet In Sag
Projeci Description
Worksheet Catch Basin No. 1
Type Curb Inlet In Sag
Solve For Length
Input Data
Discharge 0.85 cfs ~~ 'i.3,
Spread 10.00 ft
Gutter Width 4.00 ft
Gutter Cross Slope 0.020 fUk
Road Cross Slope 0.020 fVft
Opening Height 0.33 k
Curb Throat Type Horizontal
Local Depression 2.0 in
Local Depression Width ~ 7.00 k
Results .n1
E
11t1
~N~~~M OPEP~~~b LE~'~'
Curb Opening Length 128 k--~-- M
Throat Incline Mgle 90.00 degrees
Depth 020 k
Guner Depression 0.0 in
Tolal Depression 2.0 in
~~
Project Engineer: Tom Grace
o:\...\wa[er resources~hydro stud~A30058n1201.fm2 Wmislrom 8 Associetes FlowMaster v7.0 [7.0005]
07/29/04 11:0121 AM ~ Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1
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Catch Basin No. 1 (Sag)
Worksheet for Curb Inlet In Sag
Project Description
Worksheet Catch Basin No. 7
Type Curb Inlet In Sag
Solve For Length
Input Data
Dischar9e 2.10 cfs ~,(ObE ~.~~
Spreatl 70.00 tt
Gutter Width 4.00 ft
Gutter Cross Slope 0.020 ftlft
Road Cross Slope 0.020 tt/ft
Opening Neight 0.33 tt
Curb Throat Type Horizontal
Local Depression 2.0 in
Local Depression Width ~ 7.00 k
Results
Curb Opening Length 3.15 k -,~~u~~n~M opF*-~a 4~~ib~l
Throat Incline Angle 90.00 tlegrees
Depth 020 ft
Gutter Depression 0.0 in
Tofal Depression 2.0 in
`~\
Project Engineer. Tom Grece
o:\...\water resources~hydro stuUy~30058n1201.fm2 Luntlstram & Assoelates FlowMaster v7.0 [7.0005]
07/29/04 11:01:37 AM m Haestad Methods, Inc. 37 Brookside Roatl Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of t
' Catch Basin No. 1(Sag)
I Worksheet for Curb Inlet In Sag
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Worksheet Catch Basin No. 1
' Type Curb Inlet In Sag
Solve For Length
Input Data
~ Discharge 2.30 cfs NOD~ ~~
Spread 10.00 ft
Gutter Width 4.00 k
~ Gutter Cross Slope 0.020 fUft
Roatl Cross Slope 0.020 Wk
Opening Height 0.33 R
~ CurbThroatType Horizontal
Local Depression 2.0 in
Local Depression Width ~ 7.00 ft
~ Results
CurbOpeningLength 3.45 ft~~ }r~iNIVNUM OPEN~~Ih L~hl4T~I
Throat Incline Mgle 90.00 degrees
, Depth 020 k
Gutter Depression 0.0 in
Total Depression 2.0 in -
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Project Engineer: To
Grece
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