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Hydraulic & Hydrologic Study
Tract No. 32169
Harveston-Phase II
Neighborhood 12
August 04, 2004
PREPARED FOR
William tyon- Homes
11800 Sterling Avenue, Suite A
Riverside, California 92503
PROIECT 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 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. FlowMaster Street Section Analysis
HYDRAULIC & HYDROLOGIC STUDY FOR TRACT NO. 32169
By Lundstrom & Associates 2
8/4/2004
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~ I. INTRODUCTION
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HYDRAULIC & HYDROLOGIC STUDY FOR TRACT NO. 32169 ~j
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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.
~ 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:
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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 coetficient 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. 32169
By Lunds[rom & Associates 4 8/4/2004
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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
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
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/ 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.
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Coe
ficients were
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e use o
ate
-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.
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The results of these calculations can be found in Section 3 of this report.
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L C. Summary of Results
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The calculations show that a total of 21.5 cfs 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.
~ 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.
~ HYDRAULIC & HYDROLOGIC STUDY FOR TRACT NO. 32169
By Lundstrom & Associa[es 5 8/4/2004
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~ The street cross sections were also analyzed for these storms to ensure that
storm water running in the gutters couid 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.
~ 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.
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II. FIGURES
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~ HYDRAULIC & HYDROLOGIC STUDY FOR TRACT NO. 32169 'I
By Lundstrom & Associates 7 8/4/2004
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FIC~IlRE 1 - VICINITY MAP
HARVESTON PHASE 11- NEK3HBORHOOD 12
GTY OF TEMECULA 7RACT NO. 32169
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J. N. 300-58
LUND~TROM 9339 CAlQNO DEL RIO SOUTH, Sf6. 300
SAN DQ!G0, C.USPORNIA 82108
ASSO ATES (819) e„-5soo F.~ ce~s> B.,-se,o
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N V/CINITY MAP
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~° FIGiJRE 3
HYDROLOGIC SOILS GROUP MAP
LUND TROM ~333 CAYINO DEL R(0 SOVfR, SfE. 300
S~°~~°.`,~F°K"`"°2`°° HARVESTON PHASE-I I
ASS~ ATES rol~) a~l-seoo F~x cais) e~i-ssio
SOURrE: PLATE C-1.52 RCFC & WCD HYDROLOGY MANUAL
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' HYDRAULIC & HYDROLOGIC STUDY FOR TRACT NO. 32169 ~`
By Lundstrom & Associates 8 8/4/2004
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III. A. 100 YEAR STORM ANALYSIS
HYDRAULIC & HYDROLOGIC STUDY FOR TRACT NO. 32169 `y
By LundsVOm & Associa[es 9 8/4/2004
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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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~ (BASED ON 100-YEAR STORM EVENT)
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HARVESTON-NEIGHBORHOODI2
Velocity Calculation
(Based on PIPEFLOW Analysis)
NODE HGL EGL DIFF VELOCITY
(ft) (ft) (ft) (fps)
LINE A 952.89 1095.955 1096.486 0.531 5.85
1016.81 1096.309 1096.804 0.495 5.65
1021.48 1096.663 1096.871 0208 3.66
1092.87 1096.622 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 1101.605 1104.257 2.652 13.07
1129.37 1104.143 1104.589 0.446 5.36
1132.70 1104.639 1104.867 0.228 3.83
1194.85 1104.599 1105204 0.605 6.24
1200.15 1105.18 1105.582 0.402 5.09
1266.84 1105.587 1105.909 0.322 4.55
1267.84 1105.839 1105.96 0.121 2.79
1438.86 1106.331 1106.586 0255 4.05
1443.54 1106.642 1106.661 0.019 1.11
1519.03 1106.614 1106.784 0.17 3.31
1522.59 1107.016 1107.056 0.04 1.60
1574.56 1107.448 1107.544 0.096 2.49
NODE HGL EGL DIFF VELOCITY
(ft) (ft) (ft) (fps)
LINE B-1 1001.97 1102.051 1103.165 1.114 8.47
1012.62 1103.544 1103.732 0.188 3.48
NODE HGL EGL DIFF VELOCITY
(ft) (ft) (ft) (fps)
LINE B-2 1001.97 1~02.029 1103224 1.195 8.77
1025.59 1104.62 1104.797 0.177 3.38
NODE HGL EGL DIFF VELOCITY
(ft) (ft) (ft) (fps)
LINE B-3 1001.60 1105.38 1107.121 1.741 10.59
1028.30 1108.377 1108.659 0.282 4.26
NODE HGL EGL DIFF VELOCITY
(ft) (ft) (ft) (fps)
LINE B-4 1001.80 1106.64 1106.683 0.043 1.66
1086.07 1106.586 1106.732 0.746 3.07
NODE HGL EGL DIFF VELOCITY
(n) (n) (n) (fps)
LINE B-5 7001.81 1107.01 1107.043 0.033 1.46
1048.24 1108.16 1108.332 0.172 3.33
NODE HGL EGL DIFF VELOCITY
ft ft ft (fps)
' Page 1 of 3 1$
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LINE B-X 1002.65 1096.536 1096.843 0.307 4.45
1016.07 1096.742 1096.946 0.204 3.62
NODE HGL EGL DIFF VELOCITY
(ft) (ft) (ft) (fps)
LINE B-Y 1000.00 1097.115 1097.383 0.268 4.15
1025.16 1097.425 1097.615 0.19 3.50
NODE HGL EGL DIFF VELOCITY
(ft) (ft) (ft) (fps)
LINE C 1002.08 1105.18 1105.239 0.059 1.95
1136.63 1107.505 1107.71 0.205 3.63
1137.63 1107.764 1107.79 0.026 1.29
1287.91 1110.413 1110.561 0.148 3.09
NODE HGL EGL DIFF VELOCITY
(n) (ft) (n) (fps)
LINE C-1 1002.93 1107.76 1107.849 0.089 2.39
1016.32 1107.798 1107.955 0.157 3.18
NODE HGL EGL DIFF VELOCITY
(ft) (ft) (ft) (fps)
LINE D-1 1000.00 1075.174 1083.105 7.931 22.60
1042.52 1094.61 1095.163 0.553 5.97
1057.68 1094.89 109527 0.38 4.95
1119.77 1095.666 1095.708 0.042 1.64
1143.94 1095.339 1095.858 0.519 5.78
1148.39 1095.897 1096.401 0.504 5.70
1235.36 1097.786 1098.012 0.226 3.82
NODE HGL EGL DIFF VELOCITY
(ft) (ft) (ft) (fps)
LINE D-1 1115.58 1095.67 1095.839 0.169 3.30
1099.64 1095.698 1095.878 0.18 3.40
1098.64 1095.929 1095.98 0.051 1.81
1044.16 1095.957 1096.026 0.069 2.11
1042.66 1096.033 1096.062 0.029 1.37
1020.21 1096.037 1096.072 0.035 1.50
101921 1096.078 1096.092 0.014 0.95
1000.00 1096.079 1096.096 0.017 1.05
NODE HGL EGL DIFF VELOCITY
(ft) (ft) (ft) (fps)
LINE D-2 1002.07 1095281 1096.728 1.447 9.65
101829 1097.199 1097.462 0.263 4.12
NODE HGL EGL DIFF VELOCITY
(ft) (ft) (ft) (fps)
LINE D-3 1003.15 1096.03 1096.044 0.014 0.95
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 1096.08 1096.099 0.019 1.11
1147.25 1097.003 1097.146 0.143 3.03
NODE HGL EGL DIFF VELOCITY
(n) (ft) (n) (fps)
LINE D-5 100320 1095.9 1095.948 0.048 1.76
1160.69 1097.253 1097.399 0.146 3.07
' Page 3 of 3 $~
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III. D. FLOWMASTER STREET
I CALCULATIONS
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, HYDRAULIC & HYDROLOGIC STUDY FOR TRACT NO. 32169
By Lundstrom & Associates 14 8/4/2004 ~~
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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 ft/k
Wate~ SuAace Elev. 0.50 ft
Options
Current Roughness Methc rved Lottefs Methotl
Open Channel Weighting wed Lottefs Method
qosetl Channel Weightin~ Horton's Method
Results
Mannings Coettic 0.015
Elevation Range 1.00 to 0.70
Discharge 127.57 cfs
Flow Area 9.1 tt~
Wetted Perimetei 25.00 ft
Top Witlth 24.00 fl
Actual Depth 0.50 fl
Critical Elevation 0.97 ft
Critical Slope 0.003714 fVft
VebCity 13.33 ft/5
Velocity Heatl 2.76 ft
Specific Energy 3.26 ft
Froutle Number 3.81
FlowType iupercritical
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
NaWral Channel Poinis
Station Elevation
~n~ ~n>
o+oo o.s2
o+os o.so
o+os o.oo
o+os o.oa
o+is o.za
o+2a o.oa
0+30 0.00
0+30 0.50
0+36 0.62
0+40 0.70 Q~j
C!~
Project Engineer: Tom Grace
o:\...\water resourcesViytlro stutlyG30058fm07.fm2 Lundstrom & Associates FlowMaster v7.0 [7.0005]
07/14/04 03:43:59 PM ~ Haestad Methods, Inc. 37 Brookside Roatl Waterbury, CT 06708 USA +1-203-755-7666 Page 7 of 1
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 Dischaige
Section Data
Mannings CoeRiciei 0.015
Channel Slope 0.065000 fVft
Water Surface Elev 0.50 fl
Elevation Range .00 to 0.70
Discharge 721.57 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 Grece
o:\...\water resources~hytlro study~30058fmOt.fm2 Lundstrom 8 Associates FlowMaster v7.0 [7.0005]
07/1M04 04:15:45 PM ~ Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +i-203-755-1666 Page 7 of 1
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Worksheet
Worksheet 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
Input Data
ChannelSlope 006000 WR
Water Surface Elev. 0.50 fl
Options
Current Roughness Methoved LotteYS Method
Open Channel Weightinq rvetl Lotter's Method
Closed Channel Weightini Horton's Method
Results
Mannings Coeffic 0.014
Elevation Range ).00 to 0.58
Discharge 20.13 cfs
Flow Area 62 ft=
Wetted Perimetei 24.52 ft
Top Width 24.00 ft
Actual Depth 0.50 fl
Critical Elevation 0.53 k
Critical Slope 0.004813 Wft
Velocity 323 fVs
VelocityHeatl 0.76 f[
Specific Energy 0.66 ft
Froude Number 1.12
Flow Type ;upercritical
Roughness Segments
Start End Mannings
Station Station Coeflicient
0+00 0+04 0.013
0+04 0+26 0.015
0+26 0+32 0.013
Natural Channel Points
Station Elevation
~h) ~h)
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
~!
Project Engineer: Tom Grace
o:\...\water resourcesViydro studyV90058tm01.fm2 Luntlstrom 8 Associates FlowMaster v7.0 ~7.0005]
07/1 M04 03:44:10 PM 6 Haestad Methods, Inc. 37 Brooksitle Road Waterbury, CT 06708 USA +1-203755-7666 Page t 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 78+05.!
FlowElement IrregularChannel
Method Manning's Formula
Solve For Discharge
Section Data
Mannings Coefficiei 0.014
Channel Slope 0.010000 ft/ft
Water Surface Elev~ 0.50 ft
Elevation Range .00 to 0.58
Discharge 25.98 cfs
0+32
V:10.o~
H:~
NTS
~J"
Project Engineer: Tom Grace
o:\...\water resourcesU~ydro study~30058fm01.fm2 Lundstrom & Associates FlowMaster v7.0 [7.0005]
07/14/04 04:16:02 PM 8 Haestad Methods, Inc. 37 Brooksitle Roatl Waterbury, CT 06708 USA +1-203755-7666 Page 1 of 1
0+00 0+04 0+08 0+12 0+16 0+20 0+24 0+28
Worksheet
Worksheet 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
Input Data
Channel Slope 006000 fVk
Water Surtace Elev. 0.50 tt
Options
Current Roughness Methc>ved Lotter's Method
Open Channel Weighting wed Lotter's Method
Glosetl Channel Weightin~ Horton's Method
Results
ManningsCoeffic 0.074
Elevation Fange ).00 to 0.58
Discharge 20.13 cfs
Flow Area 6.2 ft~
Wetted Perimetei 24.52 R
Top Witlth 24.00 tt
Actual Depth 0.50 ft
Critical Elevation 0.53 k
Critical Slope 0.004813 tt/ft
Velocity 323 ft/s
Velocity Head 0.16 R
Specific Energy 0.66 ft
Froude Number 1.12
FlowType >upercritical
Roughness Segments
Start End Mannings
Station Station Coefficient
0+00 0+04 0.013
0+04 0+26 0.015
0+26 0+32 0.013
Natural Channel Points
Station Elevation
cn> cn>
o+oo o.sa
o+oa o.so
o+oa o.aa
0+26 0.04
0+28 0.00
0+28 0.50
0+32 0.58
~~
Project Engineer: Tom Grace
o:\...\water resources\hytlro study~30058fmOt.fm2 Lundstrom & Associates FlowMas[er v7.0 [7.0005]
07/14/04 03:4420 PM ~ Haestatl Methods, Inc. 37 Brookside Roatl Waterbury. CT 06708 USA +1-203-755-1666 Page 1 of 1
Cross Section
Cross Section for Irregular Channel
Project Description
Worksheet POF. PVT. DRIVE "B"- STA. 10+00.00 TO 73+79.~
Flow Element Irregular Channel
Method Manning's Formula
Solve For Discharge
Section Data
Mannings Coetticiei 0.014
Channel Slope 0.006000 fUk
Water Surtace Elev. 0.50 k
Elevation Range .00 to 0.58
Discharge 20.13 cfs
0.60:
0.50
0.40
0.30
0.20
0.10
0.00 ~
0+00 0+04 0+08 0+12 0+16 0+20 0+24 0+28
vroc
V:10.0~
H:1
NTS
~
Project Engineer: Tom Grace
o:\...\water resources~hydro study~30058imOt.~m2 Lundstrom 8 Associates FlowMaster v7.0 [7.0005]
07/14/04 04:17:39 PM 0 Haestad Methods, Inc. 37 Brooksitle Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1
~ Worksheet
Worksheet for Irregular Channel
I ~ Project Description
Worksheet POF. PVT. DRIVE "B'-STA. 13+79.1~
' Flow Element Irregular Channel
~ Method Manning's Formula
Solve For Discharge
~ Input Data
Channel Slope 006000 Wtt
~ Water SuAace Elev. 0.50 k
Options
Current Roughness Methc rved Lotter's Method
,~ Open Channel Weighting rved Lotter's Method
Closed Channel Weightini Horton's Method
~ ~ Results
Mannings Coeffic 0.015
Elevation Range 7_00 to 0.70
Discharge 36.93 cfs
Flow Area 9J ft=
Wetted Perimetei 25.00 ft
Top Width 24.00 ft
Actual Depth 0.50 ri
Critical Elevation 0.57 ft
Critical Slope 0.004515 fVft
Velocity 4.05 tUs
Velociry Head 025 ft
Specitic Energy O75 ft
Froude Number 1.16
FlowType ~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
Station Elevation
(h1 (h)
0+00 0.62
0+06 0.50
0+06 0.00
0+08 0.04
0+18 024
0+28 0.04
0+30 0.00
0+30 0.50
0+36 0.62
0+40 0.70
~
Project Engineer: Tom Grace
o:\...\water resourcesViytlro stutly~30058~mOt.fm2 Lundstrom & Associates FlowMaster v7.0 [7.0005]
07/14/04 03:4428 PM 8 Haestad Methods, Inc. 37 Brooksitle Road Waterbury, CT 06708 USA +1403-755-1666 Page 1 of 1
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Cross Section
Cross Section for Irregular Channel
Project Description
Worksheet POFi. PVT. DRIVE "B"- S7A. 13+79.1~
Flow Element Irregular Channel
Method Manning's Formula
Solve For Discharge
Section Data
Mannings Coefficiei 0.015
Channel Slope 0.006000 fVft
Water Surtace Elev 0.50 tt
Elevation Range .00 to 0.70
Discharge 36.93 cfs
0+40
V:10.0~
H:1
NTS
~O
Project Engineer: Tom Grace
o:\...\water resourcesViydro study~30058tm07.im2 Lundsirom 8 Associates FlowMaster v7.0 [7.0005j
07/14/04 04:17:53 PM 8 Haestad Methods, tnc. 37 Brookside Road Waterbury, CT 06708 USA +i-203-755-1666 Page 1 of 1
V 0+00 0+05 0+10 0+15 0+20 0+25 0+30 0+35
Worksheet
Worksheet for Irregular Channel
Project Description
Worksheet POR. PVT. DRIVE "C"- STA. 10+0C
Flow Element trregular Channel
Method Manning's Formula
Solve For Discharge
Input Data
Channel5lope 030000 fVft
Water Surface Elev~ 0.50 ft
Options
Current Roughness Methc wed Lotter s Method
Open Channel Weighting rved Lotter's Methotl
qosed Channel Weightini Horton's Methotl
ResWts
Mannings Coeffic 0.014
Elevation Range ).00 t0 1.08
Discharge 46.56 cis
FIOw Area 6.2 h'
Wetted Perimetei 24.52 ft
Top Widlh 24.00 fl
Actual Depth 0.50 ft
Critical Elevation 0.72 ft
Critical Slope 0.003827 Wft
Velociry 7.as fVs
Velociry Head 0.67 ft
Specific Energy 1.37 ft
Froude Number 2.58
Flow 7ype iupercritical
Foughness Segments
Start End Mannings
Station Station Coefficient
0+00 0+06 0.013
0+06 0+26 0.015
0+26 0+32 0.013
Natural Channel Points
Sta[ion Elevation
~h) ~n)
o+oo i.os
o+oa o.sa
0+04 0.48
0+06 0.44
0+26 0.04
0+28 0.00
0+28 0.50
0+32 0.58
~\
Project Engineer. Tom Grace
o:\...\waler resources~hydro stutly~30058fm01.im2 Luntlsfrom & Associates FlowMaster v7.0 [7.000.5]
07/1M64 03:44:36 PM ~ Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-20&755-1666 Page 1 of 1
Cross Section
Cross Section for Irregular Channei
Project Description
Worksheet POR. PVT. DRIVE "C°- STA. 10+OC
FlowElement IrregularChannel
Method Manning's Fortnula
Solve For Discharge
Section Data
Mannings Coefficiei 0.014
Channel Slope 0.030000 ft/R
Water Surtace Elev. 0.50 ft
Elevation Range .00 to 1.08
Discharge 46.56 cfs
1.20
1.00
0.80
0.60
0.40 -
0.20
0.00
0+00 0+04 0+08 0+12 0+16 0+20 0+24 0+28
Ut:SL
V: ~ ~.~~
H:~
M'S
~Z
Prolect Engineer: Tom Grace
o:\...\water resources\hydro study~30058fm01.fm2 Lundstrom & Associates FlowMaster v7.0 [7.0005]
07/14/04 04:18:08 PM ~ Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +t-203-755-1666 Page 1 of 7
Worksheet
Worksheet for Irregular Channel
Project Description
Worksheet POR. PVT. DRIVE "C"- STA. 13+00.43 TO 15+82.-
Flow Element Irregular Channel
Method Manning's Formula
Solve For Discharge
Input Data
Channel Slope 070000 fVft
Water Surface Elev 0.50 ft
Options
Current Roughness Methc rved Lorier's Method
Open Channel Weighting rved Lotter's Method
Closed Channel Weightin~ Honon's Methotl
ReSWts
Mannings Coeflic 0.014
Elevation Range ].00 to 0.58
Discharge 25.98 cfs
Flow Area 6.2 k%
Wetted Perimetei 24.52 ft
TOp Width 24.00 ft
Actual Depth 0.50 ft
Critical Elevation 0.59 ft
Critical Slope 0.004722 fVft
Velocity 4.16 fUs
Velocity Head 0.27 R
Specific Energy 0.77 ft
Froude Number 1.44
Flow Type iupercritical
Roughness Segments
Start End Mannings
Station Station Coefficient
0+00 0+04 0.073
0+04 0+26 0.015
0+26 0+32 0.013
Natural Channel Points
Station Elevation
(k) (n)
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
~~
Project Engineer: Tom Grace
o:\...\water resourcesUiydro study~30058imOt.im2 Lundslrom & Associates FlowMaster v7.0 [7.OOO5j
07/14/04 03:44:46 PM O Haestatl Methotls, Inc. 37 Brooksitle Road Waterbury, CT 06708 USA +t-203-755-1666 Page 1 of 1
Cross Section
Cross Section for Irregular Channel
Project Description
Worksheet POR. PVT. DRIVE "C"- STA. 73+00.43T015+82.~
Flow Element Irregular Channel
Methotl Manning's Formula
Solve For Discharge
Section Data
Mannings Coefficiei 0.014
Channel Slope 0.010000 Wft
WaterSurfaceElev 0.50 ft
Elevation Range .00 to 0.58
Discharge 25.98 cfs
0+32
vno.o~
H:1
NTS
~~
Project Engineer: Tom Grace
o:\...\water resources~hydro study~30058fm01.fm2 Lundstrom 8 Assoclates FlowMaster v7.0 [7.0005]
07/14/04 04:18:21 PM ~ Haestad Methods, Inc. 37 Brookside Road Warerbury, CT 06708 USA +1-203-755-1666 Page 1 of 1
V V0+00 0+04 0+08 0+12 0+16 0+20 0+24 0+28
Worksheet
Worksheet for Irregular Channel
Project Description
Worksheet POR. PVT. DRIVE "D"- STA. 15+82.1~~
Flow Element Irregular Channel
Method Manning's Formula
Solve For Discharge
Input Data
Channel Slope 012000 ft/ft
Water Surface Elev. 0.50 ft
Options
Current Roughness Methoved Lotter's Methotl
Open Channel Weighting rved Lotter's Method
Closed Channel Weightini Horton's Method
Results
Mannings CoeNic 0.015
Elevation Fange ~.00 to 0.70
Discharge 52.23 c}s
Flow Area 9.1 k~
Wetted Perimetei 25.00 ft
Top Width 24.00 ft
Actual Depth 0.50 ft
Critical Elevation 0.68 ft
Critical Slope 0.004384 fVfl
velociry 5.73 fVs
Velociry Head o.57 ft
Specific Energy 1.01 tt
Froude Number 1.64
FlowType ~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
NaWral Channel Points
Station Elevation
cn) c~)
o+oo o.sz
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
~~36 ~.62
0+40 0.70 ~5
Project Engineer. Tom Grace
o:\...\water resources~hydro study~30058tm07.fm2 Lundsirom & Associates FlowMaster v7.0 [7.0005]
07/14/64 03:45:01 PM O Haestatl Methotls, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-2Q3-755-1666 Page 1 of 1
Cross Section
Cross Section for Irregular Channei
Project Description
Worksheet POR. PVT. DRIVE "D"- STA. 15+82.1:
Flow Element Irregular Channel
Method Manning's Formula
Solve For Discharge
Section Data
Mannings Coefficiei 0.015
Channel Slope 0.012000 fUft
Water Surtace Elev 0.50 it
Elevation Range .00 to 0.70
Discharge 52.23 c(s
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:io.o~
H:1
NTS
-\~
Project Engineer: Tom Grace
o:\...\water resources~hydro study~30058fm01.im2 Lundstrom & Associates FlowMaster v7.0 [7.0005]
07/14/04 04:78:33 PM ~ Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of t
Worksheet
Worksheet 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
Input Data
Channel Slope 010000 Wk
Water Surface Elev. 0.50 ft
Options
Current Roughness Methcrved Lotter's Method
Open Channel Weighting rved Lotter's Method
Closetl Channel Weightin~ Horton's Method
Results
Mannings Coeffic 0.014
Elevation Range 7.00 to 0.58
Discharge 25.98 cfs
Flow Area 62 R=
Wetted Perimetei 24.52 ft
Top Width 24.00 ft
Actual Depth 0.50 tt
Critical Elevation 0.59 tt
Critical Slope 0.004722 iVft
Velocity 4.16 tt/s
Velocity Heatl 0.27 ft
Specific Energy 0.77 ft
Froude Number 1.44
Flow Type iupercritical
Roughness Segments
Start End Mannings
Station Station Coefficient
0+00 0+04 0.013
0+04 0+26 0.015
0+26 0+32 0.013
Natural Channel Points
Station Elevation
(tt) (k)
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
c,~,1
Project Engineer: Tom Grace
o:\...\water resources~hytlro study~30058fmOt.fm2 Luntlstrom & Assxiates FlowMaster v7.0 [7.0005]
07/14/04 03:45:12 PM O Haestatl Me~hods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1
Cross Section
Cross Section for Irregular Channel
Project Description
Worksheet POR. PVT. DRIVE "D"- STA. 77+27.11 TO 20+29 ~
Flow Element Irregular Channel
Method Manning's Formula
Solve For Discharge
Section Data
Mannings Coefficiei 0.014
Channel Slope 0.010000 fVft
Water SuAace Elev. 0.50 ft
Elevation Range .00 to 0.58
Discharge 25.98 cfs
6+28
0+32
V:10.0~
H:1
NTS
G4~
Prqect Engineer: Tom Grace
o:\...\water resources~hytlro study~30058fm01.fm2 Luntlslrom & Associates FlowMaster v7.0 ~7.0005]
07/1M04 04:78:46 PM 6 Haestad Methods, Inc. 37 Brooksitle Road Waterbury, CT 06708 USA +1-203-755-1666 Page 7 of 1
0+00 0+04 0+08 0+12 0+16 0+20 0+24
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Project Description
Worksheet Catch Basin No. 7
Type Curb Inlet In Sag
Solve For Lenqth
Input Data
Discharge 2.30 cfs
Spread 10.00 ft
Gutter Width 4.00 ft
Gutter Cross Slope 0.020 fUtt
Road Cross Slope 0.020 tt/tt
Opening Height 0.33 tt
CurbThroatType Horizontal
Local Depression 2.0 in
Local Depression Width 7.00 tt
Results
Curb Opening Length
Throat Incline Angle
Depth
Gurier Depression
Total Depression
Catch Basin No. 1 (Sag)
Worksheet for Curb Inlet In Sag
NOb~ 110
3.45 h - M~a~Nw-n apE-~iay --~4~)
90.00 degrees
0.20 ft
0.0 in
2.0 in
~~V
Project Engineer. Tom Grace
o:\...\water resourcesUiytlro study~30050n1201.fm2 Lundstrom 8 Associates FlowMaster v7.0 [7.0005]
07/29/04 11:00:27 AM ~ Haestad Methods, Inc. 37 erookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 ot 1
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 Len9th
Input Data
Discharge 120 cfs ~~pE ~~~
Spreatl 10.00 ft
Gutter Width 4.00 ft
Gutter Cross Slope 0.020 fUft
Road Cross Slope 0.020 fUft
Opening Height 0.33 ft
Curb Throat Type Horizontal
Local Depression 2.0 in
Local Depression Width 7.00 it
Results
CurbOpeningLength ~.eo n - MItJ1MUM OPE13~~4 I.~FlE7'14~
Throat Incline Angle 90.0o de9rees
Depth 0.20 k
Guner Depression 0.0 in
Total Depression 2.0 in
~Q~
Project Engineer: Tom Grace
o:\...\water resources~hydro stuAy~330058n1201.fm2 Lundstrom & Assxiates FlowMaster v7.0 [7.0005]
07/29/04 71:00:47 AM ~ Haestad Methods, Inc. 37 Brooksitle Roatl Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1
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 LengN
Input Data
Discharge (~
2.50 cfs ~~~~ 1.17
Spread 20.00 ft
Gurier Width 4.00 tt
Gutter Cross Slope 0.020 fUft
Road Cross Slope 0.020 Wk
Opening Heiqht 0.33 ft
Curb Throat Type Horizontal
Local Depression 2.0 in
Local Depression Width 7.00 fl
Fesults
Curb Opening Length 2.z2 n- pnlN ~ MVM opENlnl.l~ LEJ~l4'~
Throat Incline Angle 90.00 degrees
Depth 0.40 fl
Gutter Depression 0.0 in
Total Depression 2.0 in
\Q~
Project Engineer: Tom Grace
o:\...\water resourcesUiytlro stutly~30058n1201.fm2 Luntlstrom & Assxiates FlowMaster v7.0 [7.0005]
0&04/04 10:54:15 AM ~ Haestad Methods, Inc. 37 Brooksitle Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 7
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 0.85 cfs ~~ '~,3,
Spread 10.00 tt
Gutter Width 4.00 ft
Gutter Cross Slope 0.020 fVft
Road Cross Slope 0.020 tt/ft
Opening Height 0.33 tt
Curb Throat Type Horizontal
Local Depression 2.0 in
Local Depression Width 7.00 ft
Results 1 -n~
V ,
~ry~~b ~~'~ ~„
~ ~1N~~V~ d
Curb Openinq Length t
1.28 ft -
Throat Incline Mgle 90.00 degrees
Depth 020 fl
Gutter Depression 0.0 in
Total Depression 2.0 in
~
Project Engineer: Tom Grace
o:\...\water resourcesUiydro study~30058n1201.im2 Lundstrom 8 Assoclates 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 t of 1
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 2.10 cfs NpbE 7-~~
Spread 10.00 ft
Gutter Width 4.00 ft
Gutter Cmss Slope 0.020 fUR
Road Cross Slope 0.020 fUft
Opening Height 0.33 ft
Curb Throat Type Horizonial
Local Depression 2.0 in
Local Depression Witlih 7.00 k
ResuHs
Curb Opening Length
Throat Incline Anqle
Depth
Gutter Depression
Total Depression
3.,s h - ,.~w~+~n~nn opc-N~a4 t-~~14~1
90.00 degrees
0.20 ft
0.0 in
2.0 in
~~
Project Engineer. Tom Grace
o:\...\water resources~hytlro stutly~30058n1201.fm2 Lundstrom & Associates FlowMaster v7.0 [7.0005]
07~29/04 11:01:37 AM ~ Haestatl Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-20&755-1666 Page 1 of t
,
~
1
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Catch Basin No. 1 (Sag)
Worksheet for Curb Inlet In Sag
Project Description
Worksheet Catch Basin No. 1
TYPQ Curb Inlet In Sag
Solve For Lenqth
Input Data
Discharge 2.30 cfs NQpE ~(p
Spreatl 10.00 R
Gutler Witlth 4.00 ft
Gutter Crass Slope 0.020 iVtt
Road Cross Slope 0.020 fVft
Opening Height 0.33 fl
CurbThroatType Horizontal
Local Depression 2.0 in
Local Depression Witlth 7.00 R
ResWts
CurbOpeningLength 3.45 ft - M,Nin+um opENiad i.~14~t1
Throat Incline Angle 90.00 tlegrees
Depth ~ - 020 R
Gutter Depression 0.0 in
Total Depression 2.0 in
,os
Project Engineer: Tom Grace
o:\...\water resources\hydro study~30058n1201.fm2 Luntlstrom & Associates FlowMaster v7.0 [7.0005)
07/29/04 11:p1:51 AM ~ Haes~ad Methods, Inc. 37 Brooksitle Road Waterbury, CT 06708 USA +1-20.3-755-1666 Page 1 of 1