HomeMy WebLinkAboutWest Side Flats Water & Sewer Design Report 10-28-2020 Design Report - Page 2 of 7
INTRODUCTION
The proposed Westside Flats project is a residential multi-family development located on Lot R-2
of the J&D Family Subdivision Phase 2. The proposed project will include the extensions of May
Fly Street and Dragon Fly Street east into the project to tie into a proposed center drive aisle
running north-south. Nine buildings are proposed for construction along the center drive aisle to
create (132) 2-bedroom apartments in a series of 12-plex and 18-plex buildings. Water and Sewer
Main extensions are required to serve the property.
WATER SYSTEM LAYOUT
The Westside Flats Master Site Plan will connect to two existing 8” ductile iron water main stubs
in Dragon Fly Street and May Fly Street on the west side of the property. A third connection will
be made via tapping tee to the 8” ductile iron water main in Fallon Street at the south end of the
site. An 8” water main will run north-south in the main drive aisle to connect to the proposed
dwelling units. The entire water main will be installed with Phase 1 of the master site plan, and a
24’ all weather drive access will be provided for maintenance and access to the water main. Three
interior fire hydrants are proposed to provide fire flow throughout the development. The water
main extensions lie in a proposed 30-foot public access and utility easement.
A WaterCAD analysis is enclosed at the end of the report analyzing the 8-inch water main to be
installed with this project. The north connection point to the existing system was conservatively
modeled as a pump curve using data obtained from the City of Bozeman Engineering Department:
with pressure vs. flow data from Hydrants #2404, #2406, and #2408, located in Water Lily Drive
and Fallon Street. This data was used to develop the pump curve used at the north connection point
to model the existing system.
In the model, the pump is connected to a reservoir which acts as a source of water. The elevation of
the reservoir is fixed at the elevation of the pump, which is also equivalent to the elevation of the
tie-in point. The reservoir does not create any head on the system; the head is generated entirely by
the pumps. The input data and the pump curves are included at the end of the report. The pump
curve table includes all calculations and equations used in determining flow characteristics at the
Design Report - Page 3 of 7
connection point. A C-factor of 130 was chosen for ductile iron class 51 pipe.
WATER DISTRIBUTION SYSTEM SIZING
Residential Units:
Average Daily Residential Usage = 170 gallons per capita per day
Average Population Density = 2.17 persons/dwelling unit
Minimum Fire Hydrant Flow = 1,500 gpm
Residual Pressure Required = 20 psi for Fire Flow
Average Day Demand (Peaking Factor = 1)
Maximum Day Demand (Peaking Factor = 2.3)
Maximum Hour Demand (Peaking Factor = 3.0)
Residential Water Demands (Demand Junction 1)
Average Day Demand = 12 d.u. x 2.17 persons/d.u. x 170 gpcpd = 4,427 gpd = 3.07 gpm
Maximum Day Demand = 3.07 gpm x 2.3 = 7.1 gpm
Peak Hour Demand = 3.07 gpm x 3.0 = 9.3 gpm
Residential Water Demands (Demand Junction 2)
Average Day Demand = 18 d.u. x 2.17 persons/d.u. x 170 gpcpd = 6,640 gpd = 4.61 gpm
Maximum Day Demand = 4.61 gpm x 2.3 = 10.6 gpm
Peak Hour Demand = 4.61 gpm x 3.0 = 13.8 gpm
Residential Water Demands (Demand Junction 3)
Average Day Demand = 18 d.u. x 2.17 persons/d.u. x 170 gpcpd = 6,640 gpd = 4.61 gpm
Maximum Day Demand = 4.61 gpm x 2.3 = 10.6 gpm
Peak Hour Demand = 4.61 gpm x 3.0 = 13.8 gpm
Residential Water Demands (Demand Junction 4)
Average Day Demand = 12 d.u. x 2.17 persons/d.u. x 170 gpcpd = 4,427 gpd = 3.07 gpm
Design Report - Page 4 of 7
Maximum Day Demand = 3.07 gpm x 2.3 = 7.1 gpm
Peak Hour Demand = 3.07 gpm x 3.0 = 9.3 gpm
Residential Water Demands (Demand Junction 5)
Average Day Demand = 12 d.u. x 2.17 persons/d.u. x 170 gpcpd = 4,427 gpd = 3.07 gpm
Maximum Day Demand = 3.07 gpm x 2.3 = 7.1 gpm
Peak Hour Demand = 3.07 gpm x 3.0 = 9.3 gpm
Residential Water Demands (Demand Junction 6)
Average Day Demand = 18 d.u. x 2.17 persons/d.u. x 170 gpcpd = 6,640 gpd = 4.61 gpm
Maximum Day Demand = 4.61 gpm x 2.3 = 10.6 gpm
Peak Hour Demand = 4.61 gpm x 3.0 = 13.8 gpm
Residential Water Demands (Demand Junction 7)
Average Day Demand = 12 d.u. x 2.17 persons/d.u. x 170 gpcpd = 4,427 gpd = 3.07 gpm
Maximum Day Demand = 3.07 gpm x 2.3 = 7.1 gpm
Peak Hour Demand = 3.07 gpm x 3.0 = 9.3 gpm
Residential Water Demands (Demand Junction 8)
Average Day Demand = 12 d.u. x 2.17 persons/d.u. x 170 gpcpd = 4,427 gpd = 3.07 gpm
Maximum Day Demand = 3.07 gpm x 2.3 = 7.1 gpm
Peak Hour Demand = 3.07 gpm x 3.0 = 9.3 gpm
Residential Water Demands (Demand Junction 9)
Average Day Demand = 18 d.u. x 2.17 persons/d.u. x 170 gpcpd = 6,640 gpd = 4.61 gpm
Maximum Day Demand = 4.61 gpm x 2.3 = 10.6 gpm
Peak Hour Demand = 4.61 gpm x 3.0 = 13.8 gpm
HYDRAULIC ANALYSIS
A water distribution model was created using WaterCAD Version 10.03.00.69 for demand
forecasting and describing domestic and fire protection requirements. In order to model the
Design Report - Page 5 of 7
system, each junction node of the water distribution system was assessed a demand based on its
service area. The table shown below quantifies the demands placed at the junction nodes and
calculates the demands for Average Day, Maximum Day and Peak Hour within the project. The
peaking factor for each case is 1, 2.3 and 3.0 respectively.
Westside Flats Master Site Plan (Table 1):
DEMAND
JUNCTION
NODE
DWELLING
UNITS (D.U.)
POPULATION
(RES.) 2.17
PEOPLE PER
D.U.
AVERAGE DAY
GPM (170
GALLONS PER
DAY PER
PERSON)
MAX.
DAY
GPM
PEAK
HOUR
GPM
DJ 1 12 26 3.07 7.1 9.2
DJ 2 18 39 4.61 10.6 13.8
DJ 3 18 39 4.61 10.6 13.8
DJ 4 12 26 3.07 7.1 9.2
DJ 5 12 26 3.07 7.1 9.2
DJ 6 18 39 4.61 10.6 13.8
DJ 7 12 26 3.07 7.1 9.2
DJ 8 12 26 3.07 7.1 9.2
DJ 9 18 39 4.61 10.6 13.8
Total 132 286 33.82 77.78 101.45
*See Demand Junction Map for more information on which lots contribute to each Demand
Junction.
CONCLUSION
The proposed 8-inch DIP water mains provide adequate capacity to serve the development under
the Peak Hour Demand condition. The flows and pressures within the system for the Peak Hour
Demands were generated with the WaterCAD program and can be found in Appendix A.
The capacity of the system to meet fire flow requirements was tested by running a steady state fire
flow analysis for the junction where the hydrant is located. The model shows that all hydrant
junctions satisfy fire flow constraints (residual pressure > 20 psi, flow rate > 1500 gpm), while
providing service to units at peak hour. The results of the analysis at peak hourly flow are given in
Appendix A.
Design Report - Page 6 of 7
SANITARY SEWER SYSTEM LAYOUT
The Westside Flats Master Site Plan will tie-in to the existing 8” PVC sewer main stub in Dragon
Fly Street on the west side of the property approximately 210 feet south of the centerline of
Babcock Street. The sanitary sewer main will run east and then south from the connection point
to provide service to the 9 buildings proposed on the site. The sanitary sewer main will be
installed with Phase 1 of the master site plan, and a 24’ all weather drive access will be provided
for maintenance and access to the sewer main and manholes.
SANITARY SEWER DEMAND
The proposed site development has a total of 132 dwelling units on 8.78 acres. The proposed
sewer demand was calculated assuming 2.17 persons per dwelling unit and 150 gallons per acre
per day of groundwater infiltration into the system. The Harmon Formula was used to calculate
the peaking factor. The following peak flow calculations were performed per City of Bozeman
Design Standards: A breakdown the sanitary sewer estimates can be found in Appendix C.
Equivalent Population: (2.17 people/dwelling unit) (132 dwelling units)
= 286 people
Assumed infiltration rate: (150 gal/acre/day) (8.78 acres) =1,317 GPD
Harmon Formula: Peaking Factor = (18 + P0.5)/(4 + P0.5)
where: P = Population in thousands
Peaking Factor = (18 + 0.2860.5)/(4 + 0.2860.5)
Peaking Factor = 4.09
Peak Flow Rate: (65 GPCD) (286 people) (4.09) + 1,317 GPD
= 77,350 GPD (53.72 gpm)
In the Design Report for Proposed Capacity Upgrades to the Existing Norton Ranch Lift Station
by C&H Engineering and Surveying, July 2020, a total of 138 dwelling units were used to estimate
the design sanitary sewer flow for the Westside Flats project. The number used in this flow
estimate, 132 dwelling units, is lower than the number estimated for the proposed upgrades to the
lift station. While a lower estimate may create slight changes the cycle timing for the lift station,
Design Report - Page 7 of 7
the report shows that the proposed pump upgrades and existing lift station layout can
accommodate these flows.
Appendix C includes the sanitary sewer flow estimates for the proposed project broken into each
of the 3 proposed phases
APPENDIX A
WATERCAD MODEL RESULTS
Fire Flow Node FlexTable: Fire Flow Report
Junction
w/
Minimum
Pressure
(System)
Pressure
(Calculated
Residual)
(psi)
Pressure
(Residual
Lower
Limit)
(psi)
Flow (Total
Available)
(gpm)
Flow
(Total
Needed)
(gpm)
Fire Flow
(Available)
(gpm)
Fire Flow
(Needed)
(gpm)
Label
(N/A)(N/A)20(N/A)(N/A)(N/A)1,500J-56
(N/A)(N/A)20(N/A)(N/A)(N/A)1,500J-57
J-8320203,3221,5003,3221,500PROHYD3
(N/A)(N/A)20(N/A)(N/A)(N/A)1,500J-59
(N/A)(N/A)20(N/A)(N/A)(N/A)1,500DJ9
(N/A)(N/A)20(N/A)(N/A)(N/A)1,500DJ8
(N/A)(N/A)20(N/A)(N/A)(N/A)1,500DJ7
(N/A)(N/A)20(N/A)(N/A)(N/A)1,500J-63
(N/A)(N/A)20(N/A)(N/A)(N/A)1,500J-64
J-8320202,6211,5002,6211,500PROHYD2
(N/A)(N/A)20(N/A)(N/A)(N/A)1,500J-66
(N/A)(N/A)20(N/A)(N/A)(N/A)1,500DJ6
(N/A)(N/A)20(N/A)(N/A)(N/A)1,500DJ5
(N/A)(N/A)20(N/A)(N/A)(N/A)1,500DJ4
(N/A)(N/A)20(N/A)(N/A)(N/A)1,500J-70
(N/A)(N/A)20(N/A)(N/A)(N/A)1,500J-71
(N/A)(N/A)20(N/A)(N/A)(N/A)1,500J-72
(N/A)(N/A)20(N/A)(N/A)(N/A)1,500J-73
(N/A)(N/A)20(N/A)(N/A)(N/A)1,500J-75
J-8320202,1251,5002,1251,500PROHYD 1
(N/A)(N/A)20(N/A)(N/A)(N/A)1,500DJ3
(N/A)(N/A)20(N/A)(N/A)(N/A)1,500DJ2
(N/A)(N/A)20(N/A)(N/A)(N/A)1,500J-79
(N/A)(N/A)20(N/A)(N/A)(N/A)1,500DJ1
(N/A)(N/A)20(N/A)(N/A)(N/A)1,500J-81
(N/A)(N/A)20(N/A)(N/A)(N/A)1,500J-82
(N/A)(N/A)20(N/A)(N/A)(N/A)1,500J-83
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WaterCAD
[10.03.00.69]
Bentley Systems, Inc. Haestad Methods Solution
Center180820WaterCAD Model.wtg
FlexTable: Junction Table
Pressure
(psi)
Hydraulic
Grade
(ft)
Demand
(gpm)
Demand CollectionElevation
(ft)
Label
714,967.410<Collection: 0 items>4,802.50J-56
714,967.320<Collection: 0 items>4,804.00J-57
714,967.320<Collection: 0 items>4,803.90PROHYD3
714,967.310<Collection: 0 items>4,804.00J-59
704,967.3014<Collection: 1 items>4,804.80DJ9
704,967.299<Collection: 1 items>4,805.30DJ8
694,967.269<Collection: 1 items>4,807.10DJ7
694,967.260<Collection: 0 items>4,807.10J-63
694,967.260<Collection: 0 items>4,807.60J-64
694,967.260<Collection: 0 items>4,808.00PROHYD2
694,967.250<Collection: 0 items>4,807.90J-66
694,967.2414<Collection: 1 items>4,808.70DJ6
694,967.249<Collection: 1 items>4,808.90DJ5
674,967.239<Collection: 1 items>4,811.40DJ4
674,967.230<Collection: 0 items>4,812.00J-70
674,967.230<Collection: 0 items>4,812.40J-71
684,967.230<Collection: 0 items>4,811.10J-72
674,967.230<Collection: 0 items>4,811.50J-73
674,967.230<Collection: 0 items>4,812.20J-75
674,967.230<Collection: 0 items>4,812.40PROHYD 1
674,967.2314<Collection: 1 items>4,812.80DJ3
664,967.2214<Collection: 1 items>4,814.80DJ2
664,967.220<Collection: 0 items>4,814.30J-79
654,967.229<Collection: 1 items>4,816.30DJ1
654,967.220<Collection: 0 items>4,817.10J-81
654,967.220<Collection: 0 items>4,817.70J-82
654,967.220<Collection: 0 items>4,818.00J-83
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FlexTable: Pipe Table
Headloss
Gradient
(ft/ft)
Hydraulic
Grade
(Start)
(ft)
Hydraulic
Grade (Stop)
(ft)
Velocity
(ft/s)
Flow
(gpm)
Minor Loss
Coefficient
(Local)
Hazen-Williams
C
MaterialDiameter
(in)
Length
(User
Defined)
(ft)
Label
0.0004,802.504,802.500.001010.000150.0PVC999.01P-51
0.0014,967.434,967.411.151010.000130.0Ductile Iron6.00P-60
0.0004,967.414,967.310.651010.500130.0Ductile Iron8.00P-61
0.0004,967.314,967.310.0001.280130.0Ductile Iron6.00P-62
0.0014,967.314,967.300.651010.000130.0Ductile Iron8.00P-63
0.0004,967.304,967.280.651010.000130.0Ductile Iron8.00P-64
0.0004,967.284,967.270.56870.000130.0Ductile Iron8.00P-65
0.0004,967.274,967.240.50780.000130.0Ductile Iron8.00P-66
0.0004,967.244,967.240.44690.100130.0Ductile Iron8.00P-67
0.0004,967.244,967.240.44690.000130.0Ductile Iron8.00P-68
0.0004,967.244,967.240.0001.280130.0Ductile Iron6.00P-69
0.0004,967.244,967.230.44690.350130.0Ductile Iron8.00P-70
0.0004,967.234,967.220.44690.350130.0Ductile Iron8.00P-71
0.0004,967.224,967.220.35550.350130.0Ductile Iron8.00P-72
0.0004,967.224,967.210.29460.350130.0Ductile Iron8.00P-73
0.0004,967.214,967.210.23370.000130.0Ductile Iron8.00P-74
0.0004,967.214,967.200.23370.350130.0Ductile Iron8.00P-75
0.0004,967.204,967.200.0000.000130.0Ductile Iron8.00P-76
0.0004,967.204,967.200.0000.000130.0Ductile Iron8.00P-77
0.0004,967.204,967.200.0000.000130.0Ductile Iron6.00P-78
0.0004,967.204,967.200.23370.000130.0Ductile Iron8.00P-79
0.0004,967.204,967.200.0000.000130.0Ductile Iron6.00P-80
0.0004,967.204,967.200.23370.350130.0Ductile Iron8.00P-81
0.0004,967.204,967.200.15230.350130.0Ductile Iron8.00P-82
0.0004,967.204,967.200.0690.100130.0Ductile Iron8.00P-83
0.0004,967.204,967.200.0690.350130.0Ductile Iron8.00P-84
0.0004,967.204,967.200.0000.100130.0Ductile Iron8.00P-85
0.0004,967.204,967.200.0001.280130.0Ductile Iron8.00P-86
0.0004,967.204,967.200.0000.000130.0Ductile Iron8.00P-87
0.0004,967.204,967.200.0000.000130.0Ductile Iron6.00P-88
0.0004,811.504,811.500.0000.000150.0PVC99.01P-89
0.0004,818.104,818.100.0000.000150.0PVC99.01P-90
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FlexTable: Pump Table
Pump
Head
(ft)
Flow
(Total)
(gpm)
Hydraulic Grade
(Discharge)
(ft)
Hydraulic
Grade (Suction)
(ft)
Status
(Initial)
Pump DefinitionElevation
(ft)
LabelID
164.931014,967.434,802.50OnHYD 24044,802.50HYD 2404170
0.0004,811.504,967.23OffHYD 24064,811.50HYD 2406233
0.0004,818.104,967.22OffHYD 24084,818.10HYD 2408257
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Pump Definition Detailed Report: HYD 2404
Element Details
168ID Notes
HYD 2404Label
Pump Curve
Head(ft)Flow(gpm)
168.250
166.92200
165.78400
164.95600
163.85800
162.461,000
160.851,200
158.981,400
156.881,600
154.521,800
151.962,000
149.152,200
146.122,400
142.892,600
139.642,800
136.663,000
133.483,200
130.083,400
126.533,600
122.773,800
118.854,000
114.744,200
110.454,400
105.994,600
101.354,800
96.555,000
91.595,200
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Pump Definition Detailed Report: HYD 2404
Pump Curve
Head
(ft)
Flow
(gpm)
86.455,400
81.145,600
75.695,800
70.066,000
64.276,200
57.726,400
49.826,600
40.506,800
32.527,000
23.887,200
14.827,400
5.387,600
Pump Efficiency Type
BestEfficiencyPointPump Efficiency Type %100.0Motor Efficiency
%100.0BEP Efficiency FalseIs Variable Speed Drive?
gpm0BEP Flow
Transient (Physical)
lb·ft²0.000Inertia (Pump and Motor)SI=25,
US=1280Specific Speed
rpm0Speed (Full)TrueReverse Spin Allowed?
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Pump Definition Detailed Report: HYD 2404
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Pump Definition Detailed Report: HYD 2406
Element Details
256ID Notes
HYD 2406Label
Pump Curve
Head(ft)Flow(gpm)
153.810
152.40200
151.11400
149.98600
148.50800
146.651,000
144.481,200
141.991,400
139.181,600
136.041,800
132.602,000
128.862,200
124.822,400
121.022,600
117.182,800
113.103,000
108.763,200
104.173,400
99.323,600
94.223,800
88.894,000
83.334,200
77.524,400
71.494,600
65.244,800
58.735,000
52.025,200
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Pump Definition Detailed Report: HYD 2406
Pump Curve
Head
(ft)
Flow
(gpm)
45.075,400
37.895,600
30.485,800
22.876,000
15.056,200
6.516,400
Pump Efficiency Type
BestEfficiency
Point
Pump Efficiency Type
%100.0Motor Efficiency
%100.0BEP Efficiency FalseIs Variable Speed Drive?
gpm0BEP Flow
Transient (Physical)
lb·ft²0.000Inertia (Pump and Motor)SI=25,
US=1280Specific Speed
rpm0Speed (Full)TrueReverse Spin Allowed?
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Pump Definition Detailed Report: HYD 2406
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Pump Definition Detailed Report: HYD 2408
Element Details
258ID Notes
HYD 2408Label
Pump Curve
Head(ft)Flow(gpm)
148.380
146.93200
145.55400
144.30600
142.64800
140.611,000
138.181,200
135.371,400
132.231,600
128.721,800
125.932,000
123.142,200
120.072,400
116.722,600
113.122,800
109.293,000
105.213,200
100.893,400
96.323,600
91.553,800
86.544,000
81.324,200
75.854,400
70.204,600
64.294,800
58.205,000
51.885,200
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Pump Definition Detailed Report: HYD 2408
Pump Curve
Head
(ft)
Flow
(gpm)
45.355,400
38.615,600
31.665,800
24.516,000
17.156,200
9.376,400
Pump Efficiency Type
BestEfficiency
Point
Pump Efficiency Type
%100.0Motor Efficiency
%100.0BEP Efficiency FalseIs Variable Speed Drive?
gpm0BEP Flow
Transient (Physical)
lb·ft²0.000Inertia (Pump and Motor)SI=25,
US=1280Specific Speed
rpm0Speed (Full)TrueReverse Spin Allowed?
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Pump Definition Detailed Report: HYD 2408
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APPENDIX B
DEMAND JUNCTION MAP
Scenario: Base
P-77
P-71
P-74 P-73
P-72
P-51
P-89
P-70
P-88
P-68
P-86
P-85
P-66
P-84
P-65
P-83
P-64 P-63
P-79
P-60
P-82 P-81 P-75J-83
J-82 J-81
DJ1
J-79
DJ2
DJ3
PROHYD 1
J-75
J-73 J-72
J-71
J-70 DJ4
DJ5
DJ6 J-66 PROHYD2
J-64
J-63
DJ7 DJ8
DJ9 J-59
PROHYD3J-57
J-56 HYD 2404
HYD 2408
HYD 2406
R-4
R-2
R-3
Color Coding Legend
Pipe: Diameter (in)
<= 6.0
<= 8.0
<= 10.0
Other
Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-166610/29/2020
WaterCAD
[10.03.00.69]Bentley Systems, Inc. Haestad Methods Solution Center180820WaterCAD Model.wtg
WEST SIDE FLATS
WATER DEMAIN JUNCTION MAP
APPENDIX C
PHASED SANITARY SEWER ESTIMATES
Westside Flats Sanitary Sewer Flow Estimates
Phase 1
Number of Units = 48 dwelling units
Contributing Area 8.78 acres
Avg. Population Density = 2.17 persons/dwelling unit
Avg. Daily Flow Rate = 65 gal/person/day
Assumed Infiltration Rate = 150 gal/acre/day
Total Population = 104 persons
Infiltration = 1317.00 gal/day
0.91 gpm
Peaking Factor = 4.24 (Harmon Formula)
Peak Flow Rate = 30023 gal/day (Peak flow + Infiltration)
20.85 gpm
0.0465 cfs
Phase 2
Number of Units (Phase 2) = 42 dwelling units
Number of Units (Phase 1 )= 48 dwelling units
Total Number of Units (Phases 1 & 2) 90
Contributing Area 8.78 acres
Avg. Population Density = 2.17 persons/dwelling unit
Avg. Daily Flow Rate = 65 gal/person/day
Assumed Infiltration Rate = 150 gal/acre/day
Total Population = 195 persons
Infiltration = 1317.00 gal/day
0.91 gpm
Peaking Factor = 4.15 (Harmon Formula)
Peak Flow Rate = 53999 gal/day (Peak flow + Infiltration)
37.50 gpm
0.0835 cfs
Phase 3
Number of Units (Phase 3)= 42 dwelling units
Number of Units (Phase 2) = 42 dwelling units
Number of Units (Phase 1)= 48 dwelling units
Total Number of Units (Phases 1, 2&3) 132
Contributing Area 8.78 acres
Avg. Population Density = 2.17 persons/dwelling unit
Avg. Daily Flow Rate = 65 gal/person/day
Assumed Infiltration Rate = 150 gal/acre/day
Total Population = 286 persons
Infiltration = 1317.00 gal/day
0.91 gpm
Peaking Factor = 4.09 (Harmon Formula)
Peak Flow Rate = 77350 gal/day (Peak flow + Infiltration)
53.72 gpm
0.1197 cfs