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WATER DESIGN REPORT
NORTON EAST RANCH SUBDIVISION
PHASE 5
Prepared for:
Norton Properties, LLC.
63026 Lower Meadow Drive #200, Bend, OR 97701-5877
Prepared by:
Project Number: 161141
April 2018
INTRODUCTION
Phase 5 of Norton East Ranch Subdivision proposes to develop the existing R2 and R3 zoned
portions of the existing property into 124 single household lots and 17 affordable housing lots.
Blocks 14–25 will be completed with this subdivision. The remainder lot will be further subdivided
in a future subdivision phase. Table 1 was put together for this water design report this figure
summarizes the proposed dwelling units and projected average, max day and peak water demand.
This project is located in the City of Bozeman’s Sourdough Pressure Zone.
WATER SYSTEM LAYOUT
Phase 5 of Norton East Ranch Subdivision will extend the existing 8” class 51 ductile iron water
main installed in South El Dorado Avenue with Norton East Ranch Phase 3B and will tap into the
existing 8” water main running along West Babcock Street for the 8” mains along Westgate
Avenue, South Reliance Avenue, and Gooseberry Drive. All new water mains are to be installed
in the City standard location for local streets. The water main installed in Laurel Parkway will be
a 12” class 51 ductile iron water main. All water mains will be looped and blowoffs will be
installed at each dead-end location.
A WaterCAD analysis is enclosed at the end of the report analyzing the 8-inch water main
extension installed with this project. The connection to the existing system was modeled as a pump
curve using data obtained from the City of Bozeman Water Department: static, residual and pitot
pressures were read at hydrant #2671, located at the intersection of Laurel Parkway and May Fly
Street. The flow test was conducted on October 17, 2017. This data was used to develop the pump
curve used at the connection point to model the existing system. The following equation based off
of the Hazen Williams method is used to generate the pump curve:
Q = Qf x ((Ps - P) / (Ps - Pr))0.54
Where: Q = flow predicted at desired residual pressure, Qf = total flow measured during test, Pr=
residual pressure during test, Ps = static pressure and P = residual pressure at the desired flow rate.
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
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 = 2.11 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 = 8 d.u. x 2.11 persons/d.u. x 170 gpcpd = 2,870 gpd = 2.0 gpm
Maximum Day Demand = 2.0 gpm x 2.3 = 4.6 gpm
Peak Hour Demand = 2.0 gpm x 3.0 = 6 gpm
Residential Water Demands (Demand Junction 2)
Average Day Demand = 12 d.u. x 2.11 persons/d.u. x 170 gpcpd = 4,304 gpd = 3.0 gpm
Maximum Day Demand = 3.0 gpm x 2.3 = 6.9 gpm
Peak Hour Demand = 3.0 gpm x 3.0 = 9.0 gpm
Residential Office Water Demands (Demand Junction 3)
Average Day Demand = 6 d.u. x 2.11 persons/d.u. x 170 gpcpd = 2,152 gpd = 1.5 gpm
Maximum Day Demand = 1.5 gpm x 2.3 = 3.4 gpm
Peak Hour Demand = 1.5 gpm x 3.0 = 4.5 gpm
Residential Office Water Demands (Demand Junction 4)
Average Day Demand = 7 d.u. x 2.11 persons/d.u. x 170 gpcpd = 2,511 gpd = 1.7 gpm
Maximum Day Demand = 1.7 gpm x 2.3 = 4.0 gpm
Peak Hour Demand = 1.7 gpm x 3.0 = 5.2 gpm
Residential Office Water Demands (Demand Junction 5)
Average Day Demand = 12 d.u. x 2.11 persons/d.u. x 170 gpcpd = 4,304 gpd = 3.0 gpm
Maximum Day Demand = 3.0 gpm x 2.3 = 6.9 gpm
Peak Hour Demand = 3.0 gpm x 3.0 = 9.0 gpm
Residential Office Water Demands (Demand Junction 6)
Average Day Demand = 4 d.u. x 2.11 persons/d.u. x 170 gpcpd = 1,435 gpd = 1.0 gpm
Maximum Day Demand = 1.0 gpm x 2.3 = 2.3 gpm
Peak Hour Demand = 1.0 gpm x 3.0 = 3.0 gpm
Residential Office Water Demands (Demand Junction 7)
Average Day Demand = 19 d.u. x 2.11 persons/d.u. x 170 gpcpd = 6,815 gpd = 4.7 gpm
Maximum Day Demand = 4.7 gpm x 2.3 = 10.9 gpm
Peak Hour Demand = 4.7 gpm x 3.0 = 14.2 gpm
Residential Office Water Demands (Demand Junction 8)
Average Day Demand = 5 d.u. x 2.11 persons/d.u. x 170 gpcpd = 1,794 gpd = 1.2 gpm
Maximum Day Demand = 1.2 gpm x 2.3 = 2.9 gpm
Peak Hour Demand = 1.2 gpm x 3.0 = 3.7 gpm
Residential Office Water Demands (Demand Junction 9)
Average Day Demand = 4 d.u. x 2.11 persons/d.u. x 170 gpcpd = 1,435 gpd = 1.0 gpm
Maximum Day Demand = 1.0 gpm x 2.3 = 2.3 gpm
Peak Hour Demand = 1.0 gpm x 3.0 = 3.0 gpm
Residential Office Water Demands (Demand Junction 10)
Average Day Demand = 19 d.u. x 2.11 persons/d.u. x 170 gpcpd = 6,815 gpd = 4.7 gpm
Maximum Day Demand = 4.7 gpm x 2.3 = 10.9 gpm
Peak Hour Demand = 4.7 gpm x 3.0 = 14.2 gpm
Residential Office Water Demands (Demand Junction 11)
Average Day Demand = 3 d.u. x 2.11 persons/d.u. x 170 gpcpd = 1,076 gpd = 0.7 gpm
Maximum Day Demand = 0.7 gpm x 2.3 = 1.7 gpm
Peak Hour Demand = 0.7 gpm x 3.0 = 2.2 gpm
Residential Office Water Demands (Demand Junction 12)
Average Day Demand = 14 d.u. x 2.11 persons/d.u. x 170 gpcpd = 5,022 gpd = 3.5 gpm
Maximum Day Demand = 3.5 gpm x 2.3 = 8.0 gpm
Peak Hour Demand = 3.5 gpm x 3.0 = 10.5 gpm
Residential Office Water Demands (Demand Junction 13)
Average Day Demand = 18 d.u. x 2.11 persons/d.u. x 170 gpcpd = 6,457 gpd = 4.5 gpm
Maximum Day Demand = 4.5 gpm x 2.3 = 10.3 gpm
Peak Hour Demand = 4.5 gpm x 3.0 = 13.5 gpm
Residential Office Water Demands (Demand Junction 14)
Average Day Demand = 10 d.u. x 2.11 persons/d.u. x 170 gpcpd = 3,587 gpd = 2.5 gpm
Maximum Day Demand = 2.5 gpm x 2.3 = 5.7 gpm
Peak Hour Demand = 2.5 gpm x 3.0 = 7.5 gpm
Available Pressure: 8-inch class 51 ductile iron main May Fly Street and Laurel Parkway
Static = 70 psi (Hydrant #2671)
Residual = 62 psi (Hydrant #2671)
Pitot (2.5” nozzle) = 52 (Hydrant #2671)
Flowing = 1,210 gpm (Hydrant #2671)
HYDRAULIC ANALYSIS
A water distribution model was created using WaterCAD Version 10.01.00.72 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 subdivision. The peaking
factor for each case is 1, 2.3 and 3.0 respectively.
Norton East Ranch Phase 5 (Table 1):
DEMAND JUNCTION
NODE
DWELLING
UNITS (D.U.)
POPULATION (RES.) 2.11 PEOPLE PER
D.U.
AVERAGE DAY
GPM (170 GALLONS PER DAY PER
PERSON)
MAX. DAY
GPM
PEAK HOUR
GPM
DJ 1 8 17 2.0 4.6 6.0
DJ 2 12 25 3.0 6.9 9.0
DJ 3 6 13 1.5 3.4 4.5
DJ 4 7 15 1.7 4.0 5.2
DJ 5 12 25 3.0 6.9 9.0
DJ 6 4 8 1.0 2.3 3.0
DJ 7 19 40 4.7 10.9 14.2
DJ 8 5 11 1.2 2.9 3.7
DJ 9 4 8 1.0 2.3 3.0
DJ 10 19 40 4.7 10.9 14.2
DJ 11 3 6 0.7 1.7 2.2
DJ 12 14 30 3.5 8.0 10.5
DJ 13 18 38 4.5 10.3 13.5
DJ 14 10 21 2.5 5.7 7.5
Total 141 298 35.12 80.78 105.37
*See Demand Junction Map for more information on which lots contribute to each Demand
Junction.
CONCLUSION
The 8-inch class 51 ductile iron water main does provide adequate capacity with regards to the
Peak Hour Demands. The flows and pressures within the system for the Peak Hour Demands were
generated with the WaterCAD program and can be found at the end of the report.
The capacity of the system to meet fire flow requirements was tested by running a steady state fire
flow analysis for all junctions at fire hydrant locations. The model shows that the new hydrant
junction satisfies fire flow constraints (residual pressure > 20 psi, flow rate > 1500 gpm), while
providing service to the proposed lots at peak hour. The results of the analysis at peak hourly flow
are given at the end of the report.
Scenario Summary Report
Scenario: Base
Scenario Summary
1ID
BaseLabel
Notes
Base Active TopologyActive Topology
Base PhysicalPhysical
Base DemandDemand
Base Initial SettingsInitial Settings
Base OperationalOperational
Base AgeAge
Base ConstituentConstituent
Base TraceTrace
Base Fire FlowFire Flow
Base Energy CostEnergy Cost
Base TransientTransient
Base Pressure Dependent DemandPressure Dependent Demand
Base Failure HistoryFailure History
Base SCADASCADA
Base User Data ExtensionsUser Data Extensions
Base Calculation OptionsSteady State/EPS Solver Calculation
Options
Base Calculation OptionsTransient Solver Calculation Options
Hydraulic Summary
Steady StateTime Analysis Type TrueUse simple controls during
steady state?
Hazen-WilliamsFriction Method FalseIs EPS Snapshot?
0.001Accuracy 12:00:00 AMStart Time
40Trials Fire FlowCalculation Type
Page 1 of 227 Siemon Company Drive Suite 200 W
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3/9/2018
WaterCAD CONNECT Edition Update 1
[10.01.00.72]
Bentley Systems, Inc. Haestad Methods Solution
CenterNorton Phase 5 WaterCAD Model.wtg
Pump Definition Detailed Report: HYD 2671
Element Details
33ID Notes
HYD 2671Label
Pump Curve
Head(ft)Flow(gpm)
161.540
150.00939
138.461,365
126.921,699
115.381,985
103.852,239
92.312,470
80.772,685
69.232,886
57.693,075
46.153,255
34.623,427
23.083,592
11.543,751
0.003,904
Pump Efficiency Type
Best
Efficiency
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?
Page 1 of 227 Siemon Company Drive Suite 200 W
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3/9/2018
WaterCAD CONNECT Edition Update 1
[10.01.00.72]
Bentley Systems, Inc. Haestad Methods Solution
CenterNorton Phase 5 WaterCAD Model.wtg
Pump Definition Detailed Report: HYD 2671
Page 2 of 227 Siemon Company Drive Suite 200 W
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Bentley Systems, Inc. Haestad Methods Solution
CenterNorton Phase 5 WaterCAD Model.wtg
Scenario: Base
P-1
P -7
P
-
1
6
P -1 9
P
-
2
3
P -2 4
P
-
2
7
P
-
2
9
P
-
3
4
P -3 5
P -3 6
P -3 7
P -3 8
P -3 9
P
-
4
0
P -4 1
P -4 2
P -4 3
P
-
4
6
P
-
4
7
P
-
5
1
P -5 2
P
-
5
3
P
-
5
4
P -58
P -6 1
P-62
P -6 3
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WaterCAD CONNECT Edition Update 1[10.01.00.72]Bentley Systems, Inc. Haestad Methods Solution CenterNorton Phase 5 WaterCAD Model.wtg
FlexTable: Pipe Table
Headloss
Gradient
(ft/ft)
Hydraulic
Grade (Stop)
(ft)
Hydraulic
Grade
(Start)
(ft)
Velocity
(ft/s)
Flow
(gpm)
Minor Loss
Coefficient
(Unified)
Hazen-Williams
C
MaterialDiameter
(in)
Length (User
Defined)
(ft)
Label
0.000107.62107.620.001060.000150.0PVC999.01P-1
0.000268.65268.960.671062.870130.0Ductile Iron8.01,000P-2
0.000268.63268.650.34530.000130.0Ductile Iron8.0266P-3
0.000268.63268.630.19300.000130.0Ductile Iron8.0254P-4
0.000268.62268.630.08130.000130.0Ductile Iron8.0264P-5
0.000268.62268.630.11172.950130.0Ductile Iron8.039P-7
0.000268.62268.620.0000.000130.0Ductile Iron6.014P-8
0.000268.62268.620.0000.000130.0Ductile Iron6.014P-11
0.000268.62268.620.02-22.060130.0Ductile Iron8.0115P-14
0.000268.62268.620.02-20.390130.0Ductile Iron8.0229P-15
0.000268.62268.620.0000.000130.0Ductile Iron6.015P-16
0.000268.62268.620.0000.000130.0Ductile Iron6.010P-19
0.000268.62268.620.0342.060130.0Ductile Iron8.0276P-20
0.000268.62268.620.07121.720130.0Ductile Iron8.0385P-23
0.000268.62268.620.0230.390130.0Ductile Iron8.046P-24
0.000268.62268.620.0000.000130.0Ductile Iron6.014P-26
0.000268.62268.620.0242.450130.0Ductile Iron8.0369P-27
0.000268.62268.620.0121.670130.0Ductile Iron8.041P-28
0.000268.62268.620.0000.000130.0Ductile Iron6.014P-29
0.000268.62268.620.07-111.670130.0Ductile Iron8.041P-32
0.000268.62268.620.07-110.390130.0Ductile Iron8.0212P-33
0.000268.62268.620.0000.000130.0Ductile Iron6.015P-34
0.000268.62268.620.08131.530130.0Ductile Iron8.0506P-35
0.000268.62268.620.11171.670130.0Ductile Iron8.0295P-36
0.000268.62268.620.0581.190130.0Ductile Iron8.0209P-37
0.000268.62268.620.06-92.430130.0Ductile Iron8.0469P-38
0.000268.62268.630.15232.860130.0Ductile Iron8.0542P-39
0.000268.65268.650.34522.950130.0Ductile Iron8.039P-40
0.000268.64268.650.34521.670130.0Ductile Iron8.088P-41
0.000268.63268.640.19292.060130.0Ductile Iron8.0180P-42
0.000268.62268.630.16261.190130.0Ductile Iron8.0236P-43
0.000268.65268.650.0000.000130.0Ductile Iron6.014P-44
Page 1 of 227 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA
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3/9/2018
WaterCAD CONNECT Edition Update 1
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FlexTable: Pipe Table
Headloss
Gradient
(ft/ft)
Hydraulic
Grade (Stop)
(ft)
Hydraulic
Grade
(Start)
(ft)
Velocity
(ft/s)
Flow
(gpm)
Minor Loss
Coefficient
(Unified)
Hazen-Williams
C
MaterialDiameter
(in)
Length (User
Defined)
(ft)
Label
0.000268.63268.630.0000.000130.0Ductile Iron6.014P-45
0.000268.62268.620.08121.720130.0Ductile Iron8.0610P-46
0.000268.62268.620.01-20.390130.0Ductile Iron8.041P-47
0.000268.62268.620.0121.670130.0Ductile Iron8.0213P-48
0.000268.62268.620.09-141.670130.0Ductile Iron8.041P-49
0.000268.62268.620.09-140.390130.0Ductile Iron8.0224P-50
0.000268.62268.620.0000.000130.0Ductile Iron6.015P-51
0.000268.62268.620.12181.670130.0Ductile Iron8.030P-52
0.000268.62268.620.12181.720130.0Ductile Iron8.0283P-53
0.000268.62268.620.07111.430130.0Ductile Iron8.0321P-54
0.000268.62268.620.0002.940130.0Ductile Iron8.0340P-55
0.000268.62268.620.0000.000130.0Ductile Iron6.014P-56
0.000268.62268.620.0000.000130.0Ductile Iron6.014P-57
0.000268.62268.620.0000.000130.0Ductile Iron6.014P-58
0.000268.63268.620.06-102.450130.0Ductile Iron8.0277P-59
0.000268.63268.630.0001.100130.0Ductile Iron12.0867P-61
0.000268.63268.630.0000.000130.0Ductile Iron6.00P-62
0.000268.63268.640.15232.330130.0Ductile Iron8.0560P-63
0.000268.62268.620.0000.000130.0Ductile Iron6.015P-64
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Fire Flow Node FlexTable: Fire Flow Report
Junction w/
Minimum
Pressure
(System)
Pressure
(Calculated Zone
Lower Limit)
(psi)
Pressure
(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)
Label
J-621020201,8241,5001,8241,500HYD 1
DJ 221020201,8411,5001,8411,500HYD 2
J-420020201,8641,5001,8641,500HYD 3
J-420020201,8841,5001,8841,500HYD 4
J-420020201,8891,5001,8891,500HYD 5
J-419020201,8951,5001,8951,500HYD 6
J-420020201,9061,5001,9061,500HYD 7
J-420020201,9001,5001,9001,500HYD 8
J-419020201,9111,5001,9111,500HYD 9
J-3421020201,8701,5001,8701,500HYD 10
DJ 821020201,8591,5001,8591,500HYD 11
J-421020201,8831,5001,8831,500HYD 12
DJ 1421020201,8651,5001,8651,500HYD 13
J-421020201,8751,5001,8751,500HYD 14
DJ 1322020201,8521,5001,8521,500HYD 15
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FlexTable: Junction Table
Pressure
(psi)
Hydraulic
Grade
(ft)
Demand
(gpm)
Demand CollectionElevation
(ft)
Label
78268.626<Collection: 1 items>87.57DJ 1
77268.629<Collection: 1 items>90.16DJ 2
78268.625<Collection: 1 items>88.09DJ 3
81268.625<Collection: 1 items>81.76DJ 4
80268.629<Collection: 1 items>82.94DJ 5
81268.623<Collection: 1 items>82.27DJ 6
78268.6214<Collection: 1 items>87.58DJ 7
76268.634<Collection: 1 items>92.23DJ 8
78268.623<Collection: 1 items>88.85DJ 9
81268.6214<Collection: 1 items>80.87DJ 10
82268.622<Collection: 1 items>79.09DJ 11
81268.6211<Collection: 1 items>81.63DJ 12
78268.6314<Collection: 1 items>88.79DJ 13
80268.627<Collection: 1 items>84.47DJ 14
76268.620<Collection: 0 items>93.36HYD 1
77268.620<Collection: 0 items>90.16HYD 2
78268.620<Collection: 0 items>87.32HYD 3
81268.620<Collection: 0 items>81.76HYD 4
78268.620<Collection: 0 items>87.58HYD 5
80268.620<Collection: 0 items>82.94HYD 6
82268.620<Collection: 0 items>79.16HYD 7
78268.620<Collection: 0 items>87.73HYD 8
81268.620<Collection: 0 items>80.87HYD 9
74268.650<Collection: 0 items>97.22HYD 10
76268.630<Collection: 0 items>92.23HYD 11
78268.620<Collection: 0 items>88.35HYD 12
80268.620<Collection: 0 items>84.47HYD 13
81268.620<Collection: 0 items>81.63HYD 14
78268.630<Collection: 0 items>88.79HYD 15
74268.650<Collection: 0 items>97.17J-1
75268.630<Collection: 0 items>95.39J-2
76268.630<Collection: 0 items>93.70J-3
75268.620<Collection: 0 items>94.71J-4
76268.620<Collection: 0 items>93.36J-6
78268.620<Collection: 0 items>87.32J-15
82268.620<Collection: 0 items>79.16J-26
78268.620<Collection: 0 items>87.58J-30
74268.650<Collection: 0 items>97.22J-34
75268.640<Collection: 0 items>94.93J-35
81268.620<Collection: 0 items>80.64J-41
78268.620<Collection: 0 items>87.73J-42
78268.620<Collection: 0 items>88.35J-44
81268.630<Collection: 0 items>82.52J-51
Page 1 of 127 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
3/9/2018
WaterCAD CONNECT Edition Update 1
[10.01.00.72]
Bentley Systems, Inc. Haestad Methods Solution
CenterNorton Phase 5 WaterCAD Model.wtg