HomeMy WebLinkAboutWater & Sewer Design Report 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
20’ 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
Design Report - Page 5 of 7
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
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. Fire Flow estimates for the individual
fire service were provided by design engineer based on the NFPA-13R. These requirements were
estimated to be 60 gallons per minute (gpm) at 60 psi at the bottom of the fire riser. This fire flow
and minimum residual pressure was applied to all of the junctions including the demand junctions
for each building.
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
Design Report - Page 6 of 7
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.
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 20’ 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. A daily residential flow rate of 65 gallons per
day per capita was used as the generation rate per the City of Bozeman 2015 Wastewater
Collection Facilities Plan Update. 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
Design Report - Page 7 of 7
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) = 0.1197 cfs
Sanitary Sewer Hydraulic Analysis:
The capacity of an 8-inch main is checked using Manning’s Equation:
Q = (1.486/n)AR2/3S1/2
Q0.75 = 0.573 cfs > Qpeak = 0.1197 cfs ∴ adequate
Based on these calculations, an 8-inch sewer main extension is more than adequate to carry the
design flows for the West Side Flats Master Site Plan project.
An analysis of the existing Norton Ranch Lift Station will be performed by HDR Engineering Inc.
and is forthcoming at the time of this report. The necessary upgrades will be performed
concurrently with installation of the West Side Flats sanitary sewer improvements.
8-inch PVC Pipe @ 75% Capacity
Pipe Diameter =8 in
Manning's (n)=0.013 (for PVC)
Min. Slope (S) =0.004 ft/ft
A = p(r2)0.35 ft2
P = 2pr 2.09 ft
R = A/P 0.17 ft
Qfull =0.764 cfs
Q0.75 =0.573 cfs
APPENDIX A
WATERCAD MODEL RESULTS
FlexTable: Junction Table
Pressure
(psi)
Hydraulic Grade
(ft)
Demand
(gpm)
Elevation
(ft)
Label
714,967.4104,802.50J-56
714,967.3104,804.00J-57
714,967.3104,803.90PROHYD3
714,967.3004,804.00J-59
704,967.28144,804.80DJ9
704,967.2794,805.30DJ8
694,967.2494,807.10DJ7
694,967.2404,807.10J-63
694,967.2404,807.60J-64
694,967.2404,808.00PROHYD2
694,967.2304,807.90J-66
694,967.22144,808.70DJ6
684,967.2294,808.90DJ5
674,967.2194,811.40DJ4
674,967.2104,812.00J-70
674,967.2004,812.40J-71
684,967.2004,811.10J-72
674,967.2004,811.50J-73
674,967.2004,812.20J-75
674,967.2004,812.40PROHYD 1
674,967.20144,812.80DJ3
664,967.20144,814.80DJ2
664,967.2004,814.30J-79
654,967.2094,816.30DJ1
654,967.2004,817.10J-81
654,967.2004,817.70J-82
654,967.2004,818.00J-83
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WaterCAD
[10.03.03.72]
Bentley Systems, Inc. Haestad Methods Solution
Center180820WaterCAD Model.wtg
FlexTable: Pipe Table
Length
(User
Defined)
(ft)
Has User
Defined
Length?
Headloss
Gradient
(ft/ft)
Velocity
(ft/s)
Flow
(gpm)
Minor Loss
Coefficient
(Local)
Hazen-Williams
C
MaterialDiameter
(in)
Length (Scaled)
(ft)
Label
1True0.0000.001010.000150.0PVC999.057P-51
0False0.0011.151010.000130.0Ductile Iron6.014P-60
0False0.0000.651010.500130.0Ductile Iron8.0364P-61
0False0.0000.0001.280130.0Ductile Iron6.013P-62
0False0.0010.651010.000130.0Ductile Iron8.013P-63
0False0.0000.651010.000130.0Ductile Iron8.062P-64
0False0.0000.56870.000130.0Ductile Iron8.037P-65
0False0.0000.50780.000130.0Ductile Iron8.0150P-66
0False0.0000.44690.100130.0Ductile Iron8.09P-67
0False0.0000.44690.000130.0Ductile Iron8.052P-68
0False0.0000.0001.280130.0Ductile Iron6.012P-69
0False0.0000.44690.350130.0Ductile Iron8.029P-70
0False0.0000.44690.350130.0Ductile Iron8.066P-71
0False0.0000.35550.350130.0Ductile Iron8.032P-72
0False0.0000.29460.350130.0Ductile Iron8.0153P-73
0False0.0000.23370.000130.0Ductile Iron8.037P-74
0False0.0000.23370.350130.0Ductile Iron8.057P-75
0False0.0000.0000.000130.0Ductile Iron8.0295P-76
0False0.0000.0000.000130.0Ductile Iron8.041P-77
0False0.0000.0000.000130.0Ductile Iron6.025P-78
0False0.0000.23370.000130.0Ductile Iron8.025P-79
0False0.0000.0000.000130.0Ductile Iron6.013P-80
0False0.0000.23370.350130.0Ductile Iron8.043P-81
0False0.0000.15230.350130.0Ductile Iron8.0125P-82
0False0.0000.0690.100130.0Ductile Iron8.027P-83
0False0.0000.0690.350130.0Ductile Iron8.098P-84
0False0.0000.0000.100130.0Ductile Iron8.044P-85
0False0.0000.0001.280130.0Ductile Iron8.067P-86
0False0.0000.0000.000130.0Ductile Iron8.062P-87
0False0.0000.0000.000130.0Ductile Iron6.014P-88
1True0.0000.0000.000150.0PVC99.035P-89
1True0.0000.0000.000150.0PVC99.020P-90
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Fire Flow Node FlexTable: Fire Flow Report
Is Fire Flow Run
Balanced?
Pressure
(Calculated
System Lower
Limit)
(psi)
Pressure
(Calculated Zone
Lower Limit)
(psi)
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)
Satisfies Fire
Flow
Constraints?
Fire Flow
Iterations
Label
True535360602,527602,52760True4J-56
True545460601,399601,39960True5J-57
True262620202,8691,5002,8691,500True12PROHYD3
True545460601,336601,33660True4J-59
True545460601,251741,23760True4DJ9
True545460601,189691,17960True4DJ8
True555560601,026691,01760True4DJ7
True555560601,010601,01060True5J-63
True555560609686096860True5J-64
True232320202,2761,5002,2761,500True12PROHYD2
True565660609396093960True5J-66
True565660608967488260True4DJ6
True565660608686985960True4DJ5
True575760607496974060True4DJ4
True575760607146071460True5J-70
True585860606866068660True5J-71
True585860606566065660True4J-72
True585860606406064060True4J-73
True575760606846068460True4J-75
True191920201,9691,5001,9691,500True3PROHYD 1
True585860606717465760True4DJ3
True595960605947458060True4DJ2
True585860605876058760True4J-79
True595960605306952160True4DJ1
True606060604946049460True4J-81
True606060604666046660True4J-82
True606060604516045160True4J-83
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WaterCAD
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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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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
0.0004,811.504,967.20OffHYD 24064,811.50HYD 2406233
0.0004,818.104,967.20OffHYD 24084,818.10HYD 2408257
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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
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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