HomeMy WebLinkAbout018 Appendix K - Water and Sewer Design ReportWest Park Subdivision Block 1 Lot 1 Water Distribution and Sewer Collection Design Report
Executive Summary This report provides a summary of the West Park Subdivision – Block 1 Lot 1
water distribution and sewer collection systems.
The utilities will conform to the requirements of the City of Bozeman Design Standards.
Introduction
The West Park Subdivision Design Reports for water and sewer infrastructure demonstrate that adequate capacity is available at the connection points for the sewer and water main extensions that are required for Block 1 Lot 1.
Water will be served to Block 1 Lot 1 from an 8” water main stub located in Laurel Parkway and an 8” water main stub located in Vaughn Drive. Sewer will be provided from an extension of the 8” sewer line that is to be
constructed as part of the subdivision infrastructure on the north portion of Block
1 Lot 1. Phasing
The site plan is proposed to be phased with the building on the west side being
the first phase and the buildings on the east side being the second phase. Since the sewer and water mains that are proposed for the project are required to serve the initial phase, all water and sewer mains will be installed with the initial phase. The only portions of the water and sewer system to be installed in the second
phase is the extension of water and sewer services. Analysis The West Park Subdivision Water Design Report assumed that 110 units would
be located on Block 1 Lot 1 and documented capacity in the subdivision
infrastructure for this number of units. The current number of units is 102 which is less that the systems were evaluated for and thus the subdivision lines have capacity for the project.
The West Park Subdivision Sewer Design Report assumed that 102 units would
be located on Block 1 Lot 1 and documented capacity in the subdivision infrastructure for this number of units.
The proposed 8-inch water main loop will add capacity to the area as it provides for a secondary feed through the lot connecting the existing 12-inch line in Laurel
Parkway to the proposed 8-inch line in Vaughn Drive. The average day water
pressure is estimated to be approximately 84 psi. The available fire flow at the proposed hydrant located on the south side of the project is 3,500 gpm at a pressure of 42 psi. The full length of the proposed 8-inch water loop is approximately 700 feet which has been modeled as a dead end line to provide
for a conservative estimate of the loops capacity. The attached printout from
Bentley’s FlowMaster software shows that during maximum hour demands and a fire flow of 1,500 gpm that the 700 feet of main would have a loss of approximately 12 psi. Given that there is 42 psi residual pressure at a fire flow of 3,500 gpm the available pressure will exceed 30 psi during the 1,500 gpm flow
event and actual pressure will be much higher due to the conservative
approached used in these calculations. Therefore, it is adequately sized to provide for the 102 units plus a fire demand of 1,500 gallons per minute. The sewer main will be sized as an 8-inch line which is the same size and slope
as the subdivision infrastructure and as such has adequate capacity to serve the
full subdivision development including the Block 1 Lot 1 development. Estimated wastewater flows are computed to be as follows: Average Day – 102 units x 64.4 gpdpc x 2.17 people per unit = 6,569 gpd
Peak Flow – 6,569 gpd /1440 min/day x 4.13 pf = 18.8 gpm
Infiltration – 4.3 acres x 150 gpd/acre = 645 gpd Summary
The proposed main extensions and individual service connections to the
buildings will provide adequate water and sewer service to the development. END
Attachments Bentley FlowMaster Hydraulic Report
West Park Subdivision Water Design Report
West Park Subdivision Sewer Design Report
West Park Subdivision
Water Distribution Design Report
Executive Summary
This report provides a basis for design of the West Park Subdivision Water
Distribution system. The water distribution system serving this project is in accordance with the MDEQ Circular No. 1; Montana Public Works Standard Specifications (MPWSS);
The City of Bozeman Modifications to MPWSS; City of Bozeman Design
Standards; and the City of Bozeman Fire Service Line Standard. Introduction
Water will be provided through the extension of 8” water mains located within the
streets in the subdivision. These water mains will be connected to an existing 12” main in Babcock, an existing 8” main in Vaughn Drive, and a 12” main that is currently under construction in Laurel Parkway. As each of the lots are slated for multifamily construction, additional water main extensions will be required with
each site as it develops.
This design report is to verify that there is adequate volume and pressure to supply domestic and fire service for the project. This will be done by performing a hydraulic analysis for the proposed water main extensions utilizing existing and
proposed information in a software program called WaterCAD.
Before the analysis can begin, foundational data is acquired regarding variables such as average daily water demand, required fire flows, boundary pressures and/or tank locations, pipe materials, elevations and relative location of all other
appurtenant components. Once the information is determined or calculated it is
inserted to the software’s database to create a model of the water system. The next few sections explain the method for determining and or calculating the data required to model the water system for the project. Each node, pipe and or
pump included in the model has to include the characteristics of the water system
installed. After each piece of the model is complete the hydraulic analysis can be run.
Predicted Average Daily Water Demand
Water demand predicted in this report is based on the latest detailed information on per capita water use published by the City of Bozeman. The latest information that the designers could find available was the City of Bozeman 2014
Water Conservation Plan. The average per capita per day use for residential units was extrapolated from this information to be 87 gallons per day per capita. Using an estimated 2.17 people per dwelling unit results in an average day
demand of 189 gallons per day per unit (0.14 gpm).
The following table indicates the service area utilized and the Average Daily Water Demand for this hydraulic analysis.
Lot Dwelling Units Avg Flow (gpd) Avg Flow (gpm) At 0.14 gpm/unit
A 110 20,790 15.4
B 140 26,460 19.6
C 140 26,460 19.6
D 110 20,790 15.4 Total 500 94,500 70.0
Peak Demand Factors
For planning purposes the Maximum Daily Demand Factor used will be 2.3 and
the Peak Hourly Demand Factor used will be 3.0.
These peaking factors were taken from City of Bozeman, Design Standards and Specifications.
Pressure Zones The project is in one pressure zone.
Modeling Procedure The proposed water distribution system for the project and the associated areas located on the existing system were modeled using WaterCAD including the information detailed in this report. The total water demand for the system
includes the Maximum Daily Demand and the required fire flow of 1500 gpm as
determined by the Insurance Services Office (ISO) criteria. The Maximum Daily Demand is calculated by multiplying the Average Daily Demand by a peaking factor of 2.3 as described above.
Flow from City of Bozeman existing fire hydrant #2410 and #2412 were used to
determine the existing water distribution flow capabilities. The static, residual and pitot pressures for the fire hydrant were obtained from the City of Bozeman Water Facility Plan from a tested completed on 9/28/2015. This information was used to develop a relationship between residual pressure and flow as simulated
in the model by a pump and a reservoir.
The minimum pressure used for pipe main sizing was 35-psi during normal uses and no less than 20-psi residual pressure during fire hydrant full flow condition at any supply node. A “C” of 130 is used for the Hazen-Williams pipe roughness
factor.
Model Results The model’s results indicate that 8-inch distribution mains for the project will
supply the needed maximum daily flow with fire flow while maintaining the
required 20-psi residual pressure at all points within the modeled area. (See the WaterCAD model flow results located in the appendix at the end of this report). Note that the fire flow report results are ran with maximum day demand running.
Model Conclusion Utilizing the existing 12-inch water mains located in Laurel Parkway and Babcock Street and then infilling the proposed project with 8-inch mains the area water
distribution system meets the required design criteria.
Additional Design Criteria The water mains are looped as much as possible to provide redundancy. There
are dead end mains planned with the phased water infrastructure improvements.
Each dead end meets the design criteria of less than 500 feet. The water main location will be to the City of Bozeman standard location, which is 5.5 feet north or west side of the centerline within the Right-of-Way for streets
less than 35 feet in width. Location varies in the curvilinear street alignments.
As the lots are planned for multifamily use, additional main extensions will be required to serve the buildings on the lots. Based on the modeling completed for the subdivision it can be concluded that 8” water mains will be adequate to serve
the interior needs of the lots which will result in additional looping and
redundancy for the area. Water service and fire service lines will be sized as part of the site plan applications for each lot. Fire hydrants for the project are located at approximate intervals of 500 feet.
Also, as part of the water main design all thrust restraints will be designed to
withstand the test pressure 200 psi. Summary
The proposed 8” water mains will adequately serve the development.
N:\10130\001.01 PREPLAT\04 DESIGN\REPORTS\WATER\WATER DSGN REPORT.DOCX
APPENDIX
Model Schematic
West Park Water Model ReportNetwork SchematicNetwork1P-35P-34P-31P-29P-26P-23P-21P-20P-58P-66P-52P-65P-63P-61P-6P-57P-5P-4P-53P-51P-47P-45P-43P-41P-39P-37P-36J-17J-16J-15J-46J-14J-13J-42J-12J-41J-11J-40J-10J-39J-9J-38J-8J-37J-7J-36J-6J-35J-5J-34J-4J-3J-2J-1J-33J-32J-31J-47J-30J-29J-48J-28J-27J-26J-25J-24J-23J-22J-21J-20J-44J-43J-19J-45J-18PMP-1R-1H-1H-14H-13H-12H-11H-10H-9H-8H-7H-6H-5H-4H-3H-2Color Coding LegendPipe: Diameter (in)<= 6.0<= 8.0<= 12.0OtherPage 1 of 2327 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-16664/12/2022WaterCAD[10.03.03.72]Bentley Systems, Inc. Haestad Methods Solution CenterWestPark-Model.wtg
AVERAGE DAILY DEMAND
MAX DAILY DEMAND INCLUDING FIRE FLOW
PEAK HOURLY DEMAND
West Park Water Model Report
Average Daily Demand Scenario
Reservoir Table - Time: 0.00 hours
Hydraulic
Grade
(ft)
Flow (Out net)
(gpm)
ZoneElevation
(ft)
Label
4,800.0070<None>4,800.00R-1
Pump Table - Time: 0.00 hours
Pump
Head
(ft)
Flow
(Total)
(gpm)
Hydraulic
Grade
(Discharge)
(ft)
Hydraulic
Grade
(Suction)
(ft)
Status
(Initial)
Pump
Definition
Elevation
(ft)
Label
203.58705,003.574,800.00OnStoneFly-
DragonFly4,793.00PMP-1
Page 2 of 2327 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
4/12/2022
WaterCAD
[10.03.03.72]
Bentley Systems, Inc. Haestad Methods Solution
CenterWestPark-Model.wtg
West Park Water Model Report
Average Daily Demand Scenario
Junction Table - Time: 0.00 hours
Pressure
(psi)
Hydraulic
Grade
(ft)
Demand
(gpm)
ZoneElevation
(ft)
Label
935,003.540<None>4,789.48J-1
935,003.540<None>4,789.60J-2
925,003.540<None>4,791.66J-3
925,003.550<None>4,790.70J-4
925,003.550<None>4,790.89J-5
915,003.550<None>4,793.19J-6
915,003.550<None>4,793.38J-7
905,003.550<None>4,794.50J-8
935,003.540<None>4,788.83J-9
955,003.540<None>4,782.95J-10
975,003.540<None>4,779.43J-11
975,003.540<None>4,778.79J-12
995,003.540<None>4,775.00J-13
925,003.550<None>4,791.50J-14
925,003.550<None>4,792.00J-15
915,003.570<None>4,793.50J-16
905,003.560<None>4,794.80J-17
915,003.560<None>4,794.20J-18
915,003.570<None>4,794.00J-19
935,003.540<None>4,788.08J-20
805,003.5410<None>4,819.58J-21
945,003.540<None>4,785.90J-22
955,003.540<None>4,783.97J-23
815,003.5410<None>4,816.20J-24
965,003.530<None>4,781.58J-25
965,003.530<None>4,780.98J-26
965,003.530<None>4,780.85J-27
975,003.530<None>4,779.99J-28
975,003.530<None>4,779.86J-29
835,003.538<None>4,811.86J-30
835,003.5310<None>4,812.53J-31
975,003.530<None>4,779.71J-32
965,003.530<None>4,782.46J-33
825,003.538<None>4,813.80J-34
955,003.530<None>4,783.05J-35
815,003.5310<None>4,815.41J-36
955,003.530<None>4,783.06J-37
975,003.530<None>4,779.87J-38
975,003.530<None>4,779.78J-39
985,003.530<None>4,778.14J-40
985,003.530<None>4,776.59J-41
845,003.538<None>4,808.51J-42
995,003.530<None>4,775.50J-43
995,003.540<None>4,775.50J-44
995,003.540<None>4,775.00J-45
Page 3 of 2327 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
4/12/2022
WaterCAD
[10.03.03.72]
Bentley Systems, Inc. Haestad Methods Solution
CenterWestPark-Model.wtg
West Park Water Model Report
Average Daily Demand Scenario
Junction Table - Time: 0.00 hours
Pressure
(psi)
Hydraulic
Grade
(ft)
Demand
(gpm)
ZoneElevation
(ft)
Label
995,003.540<None>4,775.00J-46
995,003.540<None>4,775.25J-47
855,003.548<None>4,807.29J-48
Page 4 of 2327 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
4/12/2022
WaterCAD
[10.03.03.72]
Bentley Systems, Inc. Haestad Methods Solution
CenterWestPark-Model.wtg
West Park Water Model Report
Average Daily Demand Scenario
Hydrant Table - Time: 0.00 hours
Pressure
(psi)
Hydraulic
Grade
(ft)
ZoneElevation
(ft)
Hydrant
Status
Label
965,003.56<None>4,781.20ClosedH-1
895,003.55<None>4,798.50ClosedH-2
885,003.55<None>4,800.37ClosedH-3
895,003.55<None>4,798.10ClosedH-4
895,003.54<None>4,798.71ClosedH-5
905,003.54<None>4,796.12ClosedH-6
945,003.54<None>4,786.28ClosedH-7
965,003.54<None>4,782.00ClosedH-8
965,003.54<None>4,782.50ClosedH-9
945,003.53<None>4,785.16ClosedH-10
925,003.53<None>4,790.09ClosedH-11
945,003.53<None>4,786.61ClosedH-12
935,003.53<None>4,788.52ClosedH-13
915,003.54<None>4,792.74ClosedH-14
Page 5 of 2327 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
4/12/2022
WaterCAD
[10.03.03.72]
Bentley Systems, Inc. Haestad Methods Solution
CenterWestPark-Model.wtg
West Park Water Model Report
Average Daily Demand Scenario
Pipe Table - Time: 0.00 hours
Velocity
(ft/s)
Flow
(gpm)
Hazen-Williams CMaterialDiameter
(in)
Stop
Node
Start
Node
Length
(Scaled)
(ft)
Label
0.000130.0Ductile
Iron12.0J-2J-152P-1
0.10-35130.0Ductile
Iron12.0J-3J-2571P-2
0.10-36130.0Ductile
Iron12.0J-4J-3218P-3
0.09-33130.0Ductile
Iron12.0J-5J-4131P-4
0.09-33130.0Ductile
Iron12.0J-6J-5391P-5
0.09-33130.0Ductile
Iron12.0J-7J-641P-6
0.000130.0Ductile
Iron12.0J-8J-7175P-7
0.1035130.0Ductile
Iron12.0J-9J-241P-8
0.1035130.0Ductile
Iron12.0J-10J-9490P-9
0.1035130.0Ductile
Iron12.0J-11J-10326P-10
0.1035130.0Ductile
Iron12.0J-12J-1165P-11
0.24-37130.0Ductile
Iron8.0J-14J-4196P-13
0.24-37130.0Ductile
Iron8.0J-15J-1415P-14
0.24-37130.0Ductile
Iron8.0J-16J-15262P-15
0.2133130.0Ductile
Iron8.0J-17J-16293P-16
0.2133130.0Ductile
Iron8.0J-18J-1715P-17
0.2133130.0Ductile
Iron8.0J-7J-18197P-18
0.45-70130.0Ductile
Iron8.0J-19J-1642P-19
0.4570130.0Ductile
Iron8.0PMP-1R-121P-20
0.4570130.0Ductile
Iron8.0J-19PMP-115P-21
0.2235130.0Ductile
Iron8.0J-20J-4115P-22
0.0610130.0Ductile
Iron8.0J-21J-2049P-23
0.1625130.0Ductile
Iron8.0J-22J-20159P-24
0.1625130.0Ductile
Iron8.0J-23J-22145P-25
Page 6 of 2327 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
4/12/2022
WaterCAD
[10.03.03.72]
Bentley Systems, Inc. Haestad Methods Solution
CenterWestPark-Model.wtg
West Park Water Model Report
Average Daily Demand Scenario
Pipe Table - Time: 0.00 hours
Velocity
(ft/s)
Flow
(gpm)
Hazen-Williams CMaterialDiameter
(in)
Stop
Node
Start
Node
Length
(Scaled)
(ft)
Label
0.0610130.0Ductile
Iron8.0J-24J-2327P-26
0.1015130.0Ductile
Iron8.0J-25J-23258P-27
0.1015130.0Ductile
Iron8.0J-26J-2546P-28
0.01-1130.0Ductile
Iron8.0J-26J-27103P-29
0.04-7130.0Ductile
Iron8.0J-29J-2814P-31
0.058130.0Ductile
Iron8.0J-30J-2827P-32
0.0610130.0Ductile
Iron8.0J-31J-2949P-33
0.11-17130.0Ductile
Iron8.0J-32J-2971P-34
0.11-17130.0Ductile
Iron8.0J-12J-32293P-35
0.011130.0Ductile
Iron8.0J-28J-27145P-36
0.0914130.0Ductile
Iron8.0J-33J-26118P-37
0.058130.0Ductile
Iron8.0J-34J-3327P-38
0.046130.0Ductile
Iron8.0J-35J-3358P-39
0.0610130.0Ductile
Iron8.0J-36J-3549P-40
0.02-4130.0Ductile
Iron8.0J-37J-35136P-41
0.02-4130.0Ductile
Iron8.0J-38J-37346P-42
0.000130.0Ductile
Iron8.0J-39J-3850P-43
0.02-4130.0Ductile
Iron8.0J-40J-38165P-44
0.02-4130.0Ductile
Iron8.0J-41J-40270P-45
0.058130.0Ductile
Iron8.0J-42J-4149P-46
0.07-11130.0Ductile
Iron8.0J-43J-41302P-47
0.07-11130.0Ductile
Iron8.0J-44J-4323P-48
0.07-11130.0Ductile
Iron8.0J-45J-44308P-49
0.07-11130.0Ductile
Iron8.0J-13J-4569P-50
Page 7 of 2327 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
4/12/2022
WaterCAD
[10.03.03.72]
Bentley Systems, Inc. Haestad Methods Solution
CenterWestPark-Model.wtg
West Park Water Model Report
Average Daily Demand Scenario
Pipe Table - Time: 0.00 hours
Velocity
(ft/s)
Flow
(gpm)
Hazen-Williams CMaterialDiameter
(in)
Stop
Node
Start
Node
Length
(Scaled)
(ft)
Label
0.000130.0Ductile
Iron8.0J-46J-1356P-51
0.000130.0Ductile
Iron6.0H-1J-1830P-52
0.000130.0Ductile
Iron6.0H-2J-1429P-53
0.000130.0Ductile
Iron6.0H-3J-639P-54
0.000130.0Ductile
Iron6.0H-4J-535P-55
0.000130.0Ductile
Iron6.0H-5J-334P-56
0.000130.0Ductile
Iron6.0H-6J-949P-57
0.000130.0Ductile
Iron6.0H-7J-1123P-58
0.000130.0Ductile
Iron6.0H-8J-4512P-59
0.000130.0Ductile
Iron6.0H-9J-4413P-60
0.000130.0Ductile
Iron6.0H-10J-409P-61
0.000130.0Ductile
Iron6.0H-11J-378P-62
0.000130.0Ductile
Iron6.0H-13J-2510P-63
0.000130.0Ductile
Iron6.0H-12J-3210P-64
0.000130.0Ductile
Iron6.0H-14J-2210P-65
0.0519130.0Ductile
Iron12.0J-47J-12276P-12(1)
0.0311130.0Ductile
Iron12.0J-13J-47227P-12(2)
0.058130.0Ductile
Iron8.0J-48J-4769P-66
Page 8 of 2327 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
4/12/2022
WaterCAD
[10.03.03.72]
Bentley Systems, Inc. Haestad Methods Solution
CenterWestPark-Model.wtg
West Park Water Model Report
Maximum Daily Demand Scenario
Reservoir Table - Time: 0.00 hours
Hydraulic
Grade
(ft)
Flow (Out net)
(gpm)
ZoneElevation
(ft)
Label
4,800.00161<None>4,800.00R-1
Pump Table - Time: 0.00 hours
Pump
Head
(ft)
Flow
(Total)
(gpm)
Hydraulic
Grade
(Discharge)
(ft)
Hydraulic
Grade
(Suction)
(ft)
Status
(Initial)
Pump
Definition
Elevation
(ft)
Label
203.531615,003.524,799.99OnStoneFly-
DragonFly4,793.00PMP-1
Page 9 of 2327 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
4/12/2022
WaterCAD
[10.03.03.72]
Bentley Systems, Inc. Haestad Methods Solution
CenterWestPark-Model.wtg
West Park Water Model Report
Maximum Daily Demand Scenario
Junction Table - Time: 0.00 hours
Pressure
(psi)
Hydraulic
Grade
(ft)
Demand
(gpm)
ZoneElevation
(ft)
Label
935,003.370<None>4,789.48J-1
925,003.370<None>4,789.60J-2
925,003.390<None>4,791.66J-3
925,003.390<None>4,790.70J-4
925,003.390<None>4,790.89J-5
915,003.400<None>4,793.19J-6
915,003.400<None>4,793.38J-7
905,003.400<None>4,794.50J-8
935,003.370<None>4,788.83J-9
955,003.360<None>4,782.95J-10
975,003.350<None>4,779.43J-11
975,003.350<None>4,778.79J-12
995,003.350<None>4,775.00J-13
925,003.430<None>4,791.50J-14
915,003.430<None>4,792.00J-15
915,003.480<None>4,793.50J-16
905,003.440<None>4,794.80J-17
915,003.430<None>4,794.20J-18
915,003.510<None>4,794.00J-19
935,003.370<None>4,788.08J-20
805,003.3723<None>4,819.58J-21
945,003.360<None>4,785.90J-22
955,003.340<None>4,783.97J-23
815,003.3423<None>4,816.20J-24
965,003.340<None>4,781.58J-25
965,003.330<None>4,780.98J-26
965,003.330<None>4,780.85J-27
975,003.330<None>4,779.99J-28
975,003.330<None>4,779.86J-29
835,003.3318<None>4,811.86J-30
835,003.3323<None>4,812.53J-31
975,003.340<None>4,779.71J-32
965,003.330<None>4,782.46J-33
825,003.3318<None>4,813.80J-34
955,003.330<None>4,783.05J-35
815,003.3323<None>4,815.41J-36
955,003.330<None>4,783.06J-37
975,003.330<None>4,779.87J-38
975,003.330<None>4,779.78J-39
975,003.330<None>4,778.14J-40
985,003.330<None>4,776.59J-41
845,003.3318<None>4,808.51J-42
995,003.340<None>4,775.50J-43
995,003.340<None>4,775.50J-44
995,003.350<None>4,775.00J-45
Page 10 of 2327 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
4/12/2022
WaterCAD
[10.03.03.72]
Bentley Systems, Inc. Haestad Methods Solution
CenterWestPark-Model.wtg
West Park Water Model Report
Maximum Daily Demand Scenario
Junction Table - Time: 0.00 hours
Pressure
(psi)
Hydraulic
Grade
(ft)
Demand
(gpm)
ZoneElevation
(ft)
Label
995,003.350<None>4,775.00J-46
995,003.350<None>4,775.25J-47
855,003.3518<None>4,807.29J-48
Page 11 of 2327 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
4/12/2022
WaterCAD
[10.03.03.72]
Bentley Systems, Inc. Haestad Methods Solution
CenterWestPark-Model.wtg
West Park Water Model Report
Maximum Daily Demand Scenario
Hydrant Table - Time: 0.00 hours
Pressure
(psi)
Hydraulic
Grade
(ft)
ZoneElevation
(ft)
Hydrant
Status
Label
965,003.43<None>4,781.20ClosedH-1
895,003.43<None>4,798.50ClosedH-2
885,003.40<None>4,800.37ClosedH-3
895,003.39<None>4,798.10ClosedH-4
895,003.39<None>4,798.71ClosedH-5
905,003.37<None>4,796.12ClosedH-6
945,003.35<None>4,786.28ClosedH-7
965,003.35<None>4,782.00ClosedH-8
965,003.34<None>4,782.50ClosedH-9
945,003.33<None>4,785.16ClosedH-10
925,003.33<None>4,790.09ClosedH-11
945,003.34<None>4,786.61ClosedH-12
935,003.34<None>4,788.52ClosedH-13
915,003.36<None>4,792.74ClosedH-14
Page 12 of 2327 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
4/12/2022
WaterCAD
[10.03.03.72]
Bentley Systems, Inc. Haestad Methods Solution
CenterWestPark-Model.wtg
West Park Water Model Report
Maximum Daily Demand Scenario
Pipe Table - Time: 0.00 hours
Velocity
(ft/s)
Flow
(gpm)
Hazen-Williams CMaterialDiameter
(in)
Stop
Node
Start
Node
Length
(Scaled)
(ft)
Label
0.000130.0Ductile
Iron12.0J-2J-152P-1
0.23-82130.0Ductile
Iron12.0J-3J-2571P-2
0.23-82130.0Ductile
Iron12.0J-4J-3218P-3
0.22-76130.0Ductile
Iron12.0J-5J-4131P-4
0.22-76130.0Ductile
Iron12.0J-6J-5391P-5
0.22-76130.0Ductile
Iron12.0J-7J-641P-6
0.000130.0Ductile
Iron12.0J-8J-7175P-7
0.2382130.0Ductile
Iron12.0J-9J-241P-8
0.2382130.0Ductile
Iron12.0J-10J-9490P-9
0.2382130.0Ductile
Iron12.0J-11J-10326P-10
0.2382130.0Ductile
Iron12.0J-12J-1165P-11
0.54-85130.0Ductile
Iron8.0J-14J-4196P-13
0.54-85130.0Ductile
Iron8.0J-15J-1415P-14
0.54-85130.0Ductile
Iron8.0J-16J-15262P-15
0.4876130.0Ductile
Iron8.0J-17J-16293P-16
0.4876130.0Ductile
Iron8.0J-18J-1715P-17
0.4876130.0Ductile
Iron8.0J-7J-18197P-18
1.03-161130.0Ductile
Iron8.0J-19J-1642P-19
1.03161130.0Ductile
Iron8.0PMP-1R-121P-20
1.03161130.0Ductile
Iron8.0J-19PMP-115P-21
0.5179130.0Ductile
Iron8.0J-20J-4115P-22
0.1423130.0Ductile
Iron8.0J-21J-2049P-23
0.3657130.0Ductile
Iron8.0J-22J-20159P-24
0.3657130.0Ductile
Iron8.0J-23J-22145P-25
Page 13 of 2327 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
4/12/2022
WaterCAD
[10.03.03.72]
Bentley Systems, Inc. Haestad Methods Solution
CenterWestPark-Model.wtg
West Park Water Model Report
Maximum Daily Demand Scenario
Pipe Table - Time: 0.00 hours
Velocity
(ft/s)
Flow
(gpm)
Hazen-Williams CMaterialDiameter
(in)
Stop
Node
Start
Node
Length
(Scaled)
(ft)
Label
0.1423130.0Ductile
Iron8.0J-24J-2327P-26
0.2234130.0Ductile
Iron8.0J-25J-23258P-27
0.2234130.0Ductile
Iron8.0J-26J-2546P-28
0.01-2130.0Ductile
Iron8.0J-26J-27103P-29
0.10-15130.0Ductile
Iron8.0J-29J-2814P-31
0.1118130.0Ductile
Iron8.0J-30J-2827P-32
0.1423130.0Ductile
Iron8.0J-31J-2949P-33
0.24-38130.0Ductile
Iron8.0J-32J-2971P-34
0.24-38130.0Ductile
Iron8.0J-12J-32293P-35
0.012130.0Ductile
Iron8.0J-28J-27145P-36
0.2032130.0Ductile
Iron8.0J-33J-26118P-37
0.1118130.0Ductile
Iron8.0J-34J-3327P-38
0.0914130.0Ductile
Iron8.0J-35J-3358P-39
0.1423130.0Ductile
Iron8.0J-36J-3549P-40
0.05-8130.0Ductile
Iron8.0J-37J-35136P-41
0.05-8130.0Ductile
Iron8.0J-38J-37346P-42
0.000130.0Ductile
Iron8.0J-39J-3850P-43
0.05-8130.0Ductile
Iron8.0J-40J-38165P-44
0.05-8130.0Ductile
Iron8.0J-41J-40270P-45
0.1118130.0Ductile
Iron8.0J-42J-4149P-46
0.16-26130.0Ductile
Iron8.0J-43J-41302P-47
0.16-26130.0Ductile
Iron8.0J-44J-4323P-48
0.16-26130.0Ductile
Iron8.0J-45J-44308P-49
0.16-26130.0Ductile
Iron8.0J-13J-4569P-50
Page 14 of 2327 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
4/12/2022
WaterCAD
[10.03.03.72]
Bentley Systems, Inc. Haestad Methods Solution
CenterWestPark-Model.wtg
West Park Water Model Report
Maximum Daily Demand Scenario
Pipe Table - Time: 0.00 hours
Velocity
(ft/s)
Flow
(gpm)
Hazen-Williams CMaterialDiameter
(in)
Stop
Node
Start
Node
Length
(Scaled)
(ft)
Label
0.000130.0Ductile
Iron8.0J-46J-1356P-51
0.000130.0Ductile
Iron6.0H-1J-1830P-52
0.000130.0Ductile
Iron6.0H-2J-1429P-53
0.000130.0Ductile
Iron6.0H-3J-639P-54
0.000130.0Ductile
Iron6.0H-4J-535P-55
0.000130.0Ductile
Iron6.0H-5J-334P-56
0.000130.0Ductile
Iron6.0H-6J-949P-57
0.000130.0Ductile
Iron6.0H-7J-1123P-58
0.000130.0Ductile
Iron6.0H-8J-4512P-59
0.000130.0Ductile
Iron6.0H-9J-4413P-60
0.000130.0Ductile
Iron6.0H-10J-409P-61
0.000130.0Ductile
Iron6.0H-11J-378P-62
0.000130.0Ductile
Iron6.0H-13J-2510P-63
0.000130.0Ductile
Iron6.0H-12J-3210P-64
0.000130.0Ductile
Iron6.0H-14J-2210P-65
0.1244130.0Ductile
Iron12.0J-47J-12276P-12(1)
0.0726130.0Ductile
Iron12.0J-13J-47227P-12(2)
0.1118130.0Ductile
Iron8.0J-48J-4769P-66
Page 15 of 2327 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
4/12/2022
WaterCAD
[10.03.03.72]
Bentley Systems, Inc. Haestad Methods Solution
CenterWestPark-Model.wtg
West Park Water Model Report
Fire Flow
Fire Flow Report - Time: 0.00 hours
Is Fire
Flow Run
Balanced?
Junction
w/
Minimum
Pressure
(System)
Pressure
(Calculate
d
Residual)
(psi)
Pressure
(Residua
l Lower
Limit)
(psi)
Fire Flow
(Available)
(gpm)
Fire Flow
(Needed)
(gpm)
Satisfies
Fire Flow
Constraints
?
Fire Flow
Iterations
Label
TrueJ-215603,5000True2H-1
TrueJ-214903,5000True2H-2
TrueJ-214303,5000True2H-3
TrueJ-214503,5000True2H-4
TrueJ-214303,5000True2H-5
TrueJ-363503,5000True2H-6
TrueJ-364403,5000True2H-7
TrueJ-424303,5000True2H-8
TrueJ-423403,5000True2H-9
TrueJ-422903,5000True2H-10
TrueJ-363403,5000True2H-11
TrueJ-314203,5000True2H-12
TrueJ-364303,5000True2H-13
TrueJ-244503,5000True2H-14
Page 16 of 2327 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
4/12/2022
WaterCAD
[10.03.03.72]
Bentley Systems, Inc. Haestad Methods Solution
CenterWestPark-Model.wtg
West Park Water Model Report
Peak Hour Demand Scenario
Reservoir Table - Time: 0.00 hours
Hydraulic
Grade
(ft)
Flow (Out net)
(gpm)
ZoneElevation
(ft)
Label
4,800.00210<None>4,800.00R-1
Pump Table - Time: 0.00 hours
Pump
Head
(ft)
Flow
(Total)
(gpm)
Hydraulic
Grade
(Discharge)
(ft)
Hydraulic
Grade
(Suction)
(ft)
Status
(Initial)
Pump
Definition
Elevation
(ft)
Label
203.492105,003.474,799.98OnStoneFly-
DragonFly4,793.00PMP-1
Page 17 of 2327 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
4/12/2022
WaterCAD
[10.03.03.72]
Bentley Systems, Inc. Haestad Methods Solution
CenterWestPark-Model.wtg
West Park Water Model Report
Peak Hour Demand Scenario
Junction Table - Time: 0.00 hours
Pressure
(psi)
Hydraulic
Grade
(ft)
Demand
(gpm)
ZoneElevation
(ft)
Label
925,003.230<None>4,789.48J-1
925,003.230<None>4,789.60J-2
925,003.250<None>4,791.66J-3
925,003.260<None>4,790.70J-4
925,003.270<None>4,790.89J-5
915,003.280<None>4,793.19J-6
915,003.280<None>4,793.38J-7
905,003.280<None>4,794.50J-8
935,003.230<None>4,788.83J-9
955,003.210<None>4,782.95J-10
975,003.200<None>4,779.43J-11
975,003.190<None>4,778.79J-12
995,003.190<None>4,775.00J-13
925,003.320<None>4,791.50J-14
915,003.330<None>4,792.00J-15
915,003.410<None>4,793.50J-16
905,003.340<None>4,794.80J-17
905,003.330<None>4,794.20J-18
915,003.450<None>4,794.00J-19
935,003.230<None>4,788.08J-20
795,003.2329<None>4,819.58J-21
945,003.210<None>4,785.90J-22
955,003.190<None>4,783.97J-23
815,003.1929<None>4,816.20J-24
965,003.170<None>4,781.58J-25
965,003.170<None>4,780.98J-26
965,003.170<None>4,780.85J-27
975,003.170<None>4,779.99J-28
975,003.170<None>4,779.86J-29
835,003.1723<None>4,811.86J-30
825,003.1729<None>4,812.53J-31
975,003.170<None>4,779.71J-32
955,003.160<None>4,782.46J-33
825,003.1623<None>4,813.80J-34
955,003.160<None>4,783.05J-35
815,003.1629<None>4,815.41J-36
955,003.160<None>4,783.06J-37
975,003.160<None>4,779.87J-38
975,003.160<None>4,779.78J-39
975,003.170<None>4,778.14J-40
985,003.170<None>4,776.59J-41
845,003.1723<None>4,808.51J-42
995,003.180<None>4,775.50J-43
995,003.180<None>4,775.50J-44
995,003.190<None>4,775.00J-45
Page 18 of 2327 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
4/12/2022
WaterCAD
[10.03.03.72]
Bentley Systems, Inc. Haestad Methods Solution
CenterWestPark-Model.wtg
West Park Water Model Report
Peak Hour Demand Scenario
Junction Table - Time: 0.00 hours
Pressure
(psi)
Hydraulic
Grade
(ft)
Demand
(gpm)
ZoneElevation
(ft)
Label
995,003.190<None>4,775.00J-46
995,003.190<None>4,775.25J-47
855,003.1923<None>4,807.29J-48
Page 19 of 2327 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
4/12/2022
WaterCAD
[10.03.03.72]
Bentley Systems, Inc. Haestad Methods Solution
CenterWestPark-Model.wtg
West Park Water Model Report
Peak Hour Demand Scenario
Hydrant Table - Time: 0.00 hours
Pressure
(psi)
Hydraulic
Grade
(ft)
ZoneElevation
(ft)
Hydrant
Status
Label
965,003.33<None>4,781.20ClosedH-1
895,003.32<None>4,798.50ClosedH-2
885,003.28<None>4,800.37ClosedH-3
895,003.27<None>4,798.10ClosedH-4
885,003.25<None>4,798.71ClosedH-5
905,003.23<None>4,796.12ClosedH-6
945,003.20<None>4,786.28ClosedH-7
965,003.19<None>4,782.00ClosedH-8
955,003.18<None>4,782.50ClosedH-9
945,003.17<None>4,785.16ClosedH-10
925,003.16<None>4,790.09ClosedH-11
945,003.17<None>4,786.61ClosedH-12
935,003.17<None>4,788.52ClosedH-13
915,003.21<None>4,792.74ClosedH-14
Page 20 of 2327 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
4/12/2022
WaterCAD
[10.03.03.72]
Bentley Systems, Inc. Haestad Methods Solution
CenterWestPark-Model.wtg
West Park Water Model Report
Peak Hour Demand Scenario
Pipe Table - Time: 0.00 hours
Velocity
(ft/s)
Flow
(gpm)
Hazen-Williams CMaterialDiameter
(in)
Stop
Node
Start
Node
Length
(Scaled)
(ft)
Label
0.000130.0Ductile
Iron12.0J-2J-152P-1
0.30-106130.0Ductile
Iron12.0J-3J-2571P-2
0.30-106130.0Ductile
Iron12.0J-4J-3218P-3
0.28-99130.0Ductile
Iron12.0J-5J-4131P-4
0.28-99130.0Ductile
Iron12.0J-6J-5391P-5
0.28-99130.0Ductile
Iron12.0J-7J-641P-6
0.000130.0Ductile
Iron12.0J-8J-7175P-7
0.30106130.0Ductile
Iron12.0J-9J-241P-8
0.30106130.0Ductile
Iron12.0J-10J-9490P-9
0.30106130.0Ductile
Iron12.0J-11J-10326P-10
0.30106130.0Ductile
Iron12.0J-12J-1165P-11
0.71-111130.0Ductile
Iron8.0J-14J-4196P-13
0.71-111130.0Ductile
Iron8.0J-15J-1415P-14
0.71-111130.0Ductile
Iron8.0J-16J-15262P-15
0.6399130.0Ductile
Iron8.0J-17J-16293P-16
0.6399130.0Ductile
Iron8.0J-18J-1715P-17
0.6399130.0Ductile
Iron8.0J-7J-18197P-18
1.34-210130.0Ductile
Iron8.0J-19J-1642P-19
1.34210130.0Ductile
Iron8.0PMP-1R-121P-20
1.34210130.0Ductile
Iron8.0J-19PMP-115P-21
0.66104130.0Ductile
Iron8.0J-20J-4115P-22
0.1929130.0Ductile
Iron8.0J-21J-2049P-23
0.4774130.0Ductile
Iron8.0J-22J-20159P-24
0.4774130.0Ductile
Iron8.0J-23J-22145P-25
Page 21 of 2327 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
4/12/2022
WaterCAD
[10.03.03.72]
Bentley Systems, Inc. Haestad Methods Solution
CenterWestPark-Model.wtg
West Park Water Model Report
Peak Hour Demand Scenario
Pipe Table - Time: 0.00 hours
Velocity
(ft/s)
Flow
(gpm)
Hazen-Williams CMaterialDiameter
(in)
Stop
Node
Start
Node
Length
(Scaled)
(ft)
Label
0.1929130.0Ductile
Iron8.0J-24J-2327P-26
0.2945130.0Ductile
Iron8.0J-25J-23258P-27
0.2945130.0Ductile
Iron8.0J-26J-2546P-28
0.02-3130.0Ductile
Iron8.0J-26J-27103P-29
0.13-20130.0Ductile
Iron8.0J-29J-2814P-31
0.1523130.0Ductile
Iron8.0J-30J-2827P-32
0.1929130.0Ductile
Iron8.0J-31J-2949P-33
0.32-50130.0Ductile
Iron8.0J-32J-2971P-34
0.32-50130.0Ductile
Iron8.0J-12J-32293P-35
0.023130.0Ductile
Iron8.0J-28J-27145P-36
0.2742130.0Ductile
Iron8.0J-33J-26118P-37
0.1523130.0Ductile
Iron8.0J-34J-3327P-38
0.1219130.0Ductile
Iron8.0J-35J-3358P-39
0.1929130.0Ductile
Iron8.0J-36J-3549P-40
0.07-11130.0Ductile
Iron8.0J-37J-35136P-41
0.07-11130.0Ductile
Iron8.0J-38J-37346P-42
0.000130.0Ductile
Iron8.0J-39J-3850P-43
0.07-11130.0Ductile
Iron8.0J-40J-38165P-44
0.07-11130.0Ductile
Iron8.0J-41J-40270P-45
0.1523130.0Ductile
Iron8.0J-42J-4149P-46
0.22-34130.0Ductile
Iron8.0J-43J-41302P-47
0.22-34130.0Ductile
Iron8.0J-44J-4323P-48
0.22-34130.0Ductile
Iron8.0J-45J-44308P-49
0.22-34130.0Ductile
Iron8.0J-13J-4569P-50
Page 22 of 2327 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
4/12/2022
WaterCAD
[10.03.03.72]
Bentley Systems, Inc. Haestad Methods Solution
CenterWestPark-Model.wtg
West Park Water Model Report
Peak Hour Demand Scenario
Pipe Table - Time: 0.00 hours
Velocity
(ft/s)
Flow
(gpm)
Hazen-Williams CMaterialDiameter
(in)
Stop
Node
Start
Node
Length
(Scaled)
(ft)
Label
0.000130.0Ductile
Iron8.0J-46J-1356P-51
0.000130.0Ductile
Iron6.0H-1J-1830P-52
0.000130.0Ductile
Iron6.0H-2J-1429P-53
0.000130.0Ductile
Iron6.0H-3J-639P-54
0.000130.0Ductile
Iron6.0H-4J-535P-55
0.000130.0Ductile
Iron6.0H-5J-334P-56
0.000130.0Ductile
Iron6.0H-6J-949P-57
0.000130.0Ductile
Iron6.0H-7J-1123P-58
0.000130.0Ductile
Iron6.0H-8J-4512P-59
0.000130.0Ductile
Iron6.0H-9J-4413P-60
0.000130.0Ductile
Iron6.0H-10J-409P-61
0.000130.0Ductile
Iron6.0H-11J-378P-62
0.000130.0Ductile
Iron6.0H-13J-2510P-63
0.000130.0Ductile
Iron6.0H-12J-3210P-64
0.000130.0Ductile
Iron6.0H-14J-2210P-65
0.1657130.0Ductile
Iron12.0J-47J-12276P-12(1)
0.1034130.0Ductile
Iron12.0J-13J-47227P-12(2)
0.1523130.0Ductile
Iron8.0J-48J-4769P-66
Page 23 of 2327 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
4/12/2022
WaterCAD
[10.03.03.72]
Bentley Systems, Inc. Haestad Methods Solution
CenterWestPark-Model.wtg
1
Table of Contents
Introduction ............................................................................................................................................... 2
Wastewater Flows .................................................................................................................................... 2
Infrastructure to Serve the Project ...................................................................................................... 2
Summary .................................................................................................................................................... 3
Attachments
HDR Norton Lift Station Design Report – November 23, 2021
2
Introduction
The West Park Subdivision is projected to have a maximum of 500 dwelling units; however due
to limitations in the capacity of the Norton Lift Station the total units will be limited to 300 until
such time as future improvements are made to the lift station. Wastewater service will be
provided by the City of Bozeman through a combination of existing infrastructure and newly
constructed infrastructure located within the boundary of the project. The purpose of this report
is to identify the capacity of the existing system, conceptual improvements for the project.
Maximum Buildout Wastewater Flows
The full build out of the project will have up to 500 dwelling units. Based on the City of
Bozeman 2015 Wastewater Facility Plan the total average daily wastewater flow will be 69,874
gallons per day. (64.4 gpdpc x 2.17 people per unit x 500 units) In addition, based on the
Design Standards, the project will contribute 6,075 gpd of infiltration. (40.5 acres x 150
gpd/acre) The total average daily flow is computed to be 75,949 gpd and the peak flow from the
project is computed to be 270,199 gpd (187 gpm) based on a peaking factor of 3.78. (69,874
gpd x 3.78 + 6,075 gpd)
Proposed Wastewater Flows
Until such time as there is more than 300 units of capacity available in the Norton Lift Station,
the development will be limited to the following number of units per lot.
Block 1 Lot 1 102 dwelling units
Block 1 Lot 2 72 dwelling units
Block 2 Lot 1 72 dwelling units
Block 3 Lot 1 54 dwelling units
Infrastructure to Serve the Project
Wastewater service will be provided through the Norton East Ranch Lift Station which is
adjacent to the site. The property will be served by 8” sewer mains that tie into a 15” sewer
main in Laurel Parkway. The 8” mains are being stubbed into the property as part of the
ongoing construction of Laurel Parkway. The 8” mains have adequate capacity to serve the
development.
Conservatively looking at the project, the proposed 8” sewer mains will have a peak flow of 187
gpm. The capacity of an 8” main at minimum slope (0.004 ft/ft) and flowing at 75% depth
utilizing an n factor of 0.013 is 313 gpm. Thus, the proposed 8” mains will have adequate
capacity for all phases.
With the development of Phase 5 of Norton East Ranch, HDR evaluated the lift station capacity
and provided recommendations for improvements to the lift station to provide additional service
to the area. In their report dated April 30, 2021, they identified improvements to the lift station to
provide service to 300 single family dwelling units (41,924 gpd average flow) for Phase 6 of
Norton East Ranch which is now West Park. Improvements are currently being implemented to
3
provide this capacity. Any development beyond the 300-unit capacity will require additional
improvements to the lift station and force main.
One option identified for additional lift station capacity includes a 10” force main that will go from
the lift station and head generally to the east to tie into the sewer main in Cottonwood Road. In
order to keep this option viable, as part of the first phase of this project a 10” force main will be
installed from the existing lift station lot to the east side of the development on Lot A . The intent
would be to extend the force main in Vaughn Drive and then stub it out to the east within the
proposed Cascade street and utility easement with the development of Lot B.
The implementation plan provides detailed information on how the development will be
restricted to the 300 units as the project develops until such time as more capacity may be
available.
Summary
The existing City of Bozeman wastewater infrastructure in addition to the proposed 8” sewer
mains with the development will provide adequate capacity to serve 300 dwelling units in the
West Park Subdivision. As the development plans become finalized for the individual lot
development the need for a wastewater capacity beyond 300 dwelling units, up to a maximum
of 500 dwelling units, will be analyzed.
hdrinc.com 2150 Analysis Drive, Suite A
Bozeman, MT 59718-3820
(406) 577-5015
1
November 23, 2021
Mr. Greg Stratton
Kilday & Stratton, Inc.
2880 Technology Boulevard West
Suite 273
Bozeman, MT 59718
RE: Norton Ranch Lift Station – Flow Projection, Infrastructure Evaluation, and
Improvement Recommendations
Dear Mr. Stratton:
HDR performed a review of a previous Morrison Maierle, Inc. (MMI) Norton East Ranch Wastewater Analysis that
compared the wastewater flow projections from the 2009 Sanderson Stewart Lift Station Design Report to revised
flows developed by MMI based on platted development, proposed development areas, and proposed rezoning areas;
a review of the C&H Engineering and Surveying, Inc. Design Report for the Water Supply and Sanitary Sewer
Demand West Side Flats Master Site Plan, and also a review of the anticipated flows associated with a proposed 20-
acre development zoned R-5 (Residential Mixed-Use High-Density District). Based on development information
contained within the reviewed design reports, and anticipated phasing development plans for the Norton Ranch
Subdivision and surrounding area as outlined by Kilday & Stratton, Inc., the anticipated average and peak
wastewater flows for each proposed phase and group of phases are provided as part of the Flow Projection
Evaluation.
HDR also evaluated the existing lift station infrastructure and force main system to develop a list of recommended
improvements to adequately handle the anticipated wastewater flows that will be conveyed to the Norton Ranch Lift
Station. The evaluation included a proposed pump configuration; evaluation of pump performance; evaluation of the
existing wet well size; evaluation of wet well access for future pumps/equipment; evaluation of a force main pressure
control valve concept for differing hydraulic conditions; evaluation of future force main capacity and confirmation of
existing force main capacity based on proposed wastewater flows; and evaluation of the existing electrical
infrastructure, emergency generator, and ATS with respect to proposed improvements and equipment.
Flow Projection Evaluation
Previous Flow Projections
Wastewater flows from the Norton East Ranch Development were evaluated by MMI in a technical memorandum
dated July 29, 2020. The purpose of this memorandum was to evaluate Sanderson Stewart’s projected flows,
from a 2009 lift station design report, using updated City of Bozeman per capita flow and per capita dwelling unit
figures. The MMI evaluation and flow projections were performed in areas of the Norton Ranch Subdivision that
consisted of existing platted areas, areas with proposed development plans, and areas that are proposed to be
rezoned, which are shown below in Table 1 – MMI Flow Projections, Norton East Ranch Wastewater Analysis
(7/2020). HDR confirmed that MMI’s flow projections used values of 2.17 people per dwelling unit and a 64.4
gpd per capita flow, which are consistent with the 2015 Bozeman Wastewater Facility Plan Update.
hdrinc.com 2150 Analysis Drive, Suite A
Bozeman, MT 59718-3820
(406) 577-5015
2
Table 1 - MMI Flow Projections, Norton East Ranch Wastewater Analysis (7/2020)
Area Phase(s) Number of Units /
Acres
Average Flow
(gpd)
Average Flow
(gpm)
Platted Areas Phase 1, 2, 3, 4 376 Units 52,640 37
Proposed Development Plans Phase 5 and 6 329.4 Units 46,116 32
Proposed Rezoning Areas Future Development 77.59 Acres 221,707 154
Average Wastewater Flow Rate - - 320,463 gpd 223 gpm
Peak Wastewater Flow Rate - - 1,041,504 gpd 748 gpm
Note: peak flow includes an inflow/infiltration of 25 gpm and a peaking factor of 3.25.
Revisions to Previous Flow Projections
As part of HDR’s flow evaluation for the Norton Ranch Lift Station Improvements Preliminary Engineering Design
Services, the following items were revised through discussion with the City of Bozeman and Kilday & Stratton,
Inc., which resulted in an overall change in flow projection for the areas listed in Table 1 above.
• Platted Areas:
o The previous flow projection included 9 single family units and 96 multi-family units as part of
the Phase 4 platted area. Phase 4 was revised to add 31 multi-family units (zoned R-4).
o 58 single family units (zoned REMU-1) were added to the platted area of Phase 4 for Block 13
(Lots 2 & 3) and for Block 14 (Lots 1 & 2).
o The previous flow projection did not include 1.39 acres (zoned B2-M) for Block 13 (Lot 1).
• Proposed Development Areas:
o The previous flow projection included 150 units in Phase 6 (formerly listed as Phase 3A
Remainder). The units in Phase 6 were increased to 300.
• Proposed Rezoning Areas:
o The previous flow projection included an area of 77.59 acres; this was revised to 79.83 acres
based on information included in previously submitted City planning documents.
o The R-5 zoning classification previously assumed 15 dwelling units per acre; however, through
discussions with the City of Bozeman and based on recent observed zoning trends, this density
was increased to 20 dwelling units per acre.
• General Revisions:
o The previous flow projection included a 25 gpm addition for inflow and infiltration (I/I); however,
based on discussions with the City of Bozeman, 150 gpd/acre has been included to all zoning
classifications to account for I/I.
o The previous flow projection did not include the proposed West Side Flats Development, which
has a Residential-Office zoning classification. The West Side Flats Development adds 138
units to the flow projection for wastewater that will be conveyed to the Norton Ranch Lift Station.
o The previous flow projection did not include a proposed 20-acre development, which has a R-5
zoning classification. This 20-acre development adds an approximate average flow of 56,000
gpd to the flow projection for wastewater that will be conveyed to the Norton Ranch Lift Station.
New Flow Projections
In accordance with direction from Kilday & Stratton, Inc. for the anticipated timing and phasing development plan
for the Norton Ranch Subdivision and surrounding area, the following table outlines the anticipated average and
peak wastewater flows for each proposed phase or group of phases.
hdrinc.com 2150 Analysis Drive, Suite A
Bozeman, MT 59718-3820
(406) 577-5015
3
Table 2 – New Flow Projections
Phase(s) Number of Units /
Acres
Average
Flow (gpd)
Peaking
Factor
Inflow /
Infiltration (gpd)
Peak Design
Flow (gpd)
Peak Design
Flow (gpm)
Phases 1, 2, 3, 4, 5
396 Single Family
248.4 Multi-Family 1.39 acres (B2-M) 94,000 3.69 17,309 381,811 265
Phase 6 300 Single Family 41,924 3.91 6,375 170,299 118
West Side Flats
Development 138 Single Family 19,285 4.08 2,100 80,760 56
Future Norton Ranch
Development
79.83 acres (R-5,
B2-M, and REMU-2) 223,202 3.39 11,974 768,270 534
Future 20-acre
Development 20 acres (R-5) 55,899 3.84 3,000 217,652 151
1,618,560 gpd 1,124 gpm
R-5: 2,794 gal/acre/day | B2-M: 2,840 gal/acre/day | REMU-2: 2,100 gal/acre/day
Peaking Factor: Equation 10-1 from Montana DEQ Circular 2 ((𝟏𝟖+ √𝑷)
(𝟒+ √𝑷)) P = population in thousands
The following flow projection scenarios are based on the anticipated timing and phasing development plan
outlined by Kilday & Stratton, Inc.:
• Flow Projection Scenario No. 1: Existing development (Phase 1, 2, 3), plus Phase 4 and Phase 5.
• Flow Projection Scenario No. 2: Flow Projection Scenario No. 1 plus Phase 6 and the West Side Flats
Development.
• Flow Projection Scenario No. 3: Flow Projection Scenario No. 2 plus the proposed Norton Ranch Development.
• Flow Projection Scenario No. 4: Flow Projection Scenario No. 3 plus a proposed 20-acre
development.
Table 3 – Cumulative Peak Flow Projection Scenarios
Scenario Phase(s) Peak Design
Flow (gpd)
Peak Design
Flow (gpm)
Flow Projection Scenario No. 1 1, 2, 3, 4, 5 381,811 265
Flow Projection Scenario No. 2 1, 2, 3, 4, 5, 6, West Side Flats Development 632,160 439
Flow Projection Scenario No. 3 1, 2, 3, 4, 5, 6, West Side Flats Development, and
the proposed Norton Ranch Development 1,401,120 973
Flow Projection Scenario No. 4 1, 2, 3, 4, 5, 6, West Side Flats Development, the proposed Norton Ranch Development, and a
proposed 20-acre Development
1,618,560 1,124
Infrastructure Evaluation
Pump Selection / Pumping Configuration
EXISTING PUMPING CONFIGURATION
The existing lift station was designed for use with a triplex wet well configuration (3 pumps) in conjunction with
dual force mains (4-inch and 6-inch diameter). The existing pumping units include two (2) Flygt NP3102 SH 3
hdrinc.com 2150 Analysis Drive, Suite A
Bozeman, MT 59718-3820
(406) 577-5015
4
Adaptive 257 Pumps with 125 mm impellers and one (1) NP3102 MT 3 Adaptive 465 pump with a 152 mm
impeller.
FLOW PROJECTION SCENARIO NOS. 1 AND 2
Based on the anticipated flows associated with Flow Projection Scenario Nos. 1 and 2, which includes
development through Phase 6, HDR offers the following recommendations:
Flow Projection Scenario No. 1 (existing development, Phase 4, and Phase 5)
The flows associated with this flow projection scenario result in a primary design point of 265 gpm at 26 feet
TDH. The current pumping units and configuration meet this design condition and provides for operational
flexibility when pumped flow is allowed to passively split between the 4-inch and 6-inch force main. Flow is
adequately conveyed with one (1) existing Flygt NP 3102 SH 3 Adaptive 257 Pump (125 mm impeller) as the
main duty pump, and one (1) existing Flygt NP 3102 SH 3 Adaptive 257 Pump (125 mm impeller) to provide for
required redundancy. This pump operates at approximately 308 gpm at 27.5 feet TDH. The pump cut sheet for
the Flygt NP 3102 SH 3 Adaptive 257 Pump is included in the attached appendices.
Flow Projection Scenario No. 2 (addition of Phase 6 and the West Side Flats Development)
The flows associated with this flow projection scenario result in a primary design point of 439 gpm at 54 feet
TDH. However, the Flow Projection Scenario No. 1 pumping configuration is unable to meet this design condition
with required redundancy. To adequately convey flow at this design condition, the existing submersible pumps
will be replaced with three (3) Flygt NP 3102 SH 3 Adaptive 256 pumps; two (2) new pumps would serve as the
main duty pumps, with one (1) new pump to provide for required redundancy. Pumped flow in this scenario will
also be allowed to passively split between the 4-inch and 6-inch force main. Two pumps operating at 60 Hz have
the ability to convey approximately 450 gpm at 58 feet TDH. The two existing pumps, without an impeller
replacement, would only operate at approximately 400 gpm at 46.5 feet TDH, which does not meet the primary
design point. The pump cut sheet for the Flygt NP 3102 SH 3 Adaptive 256 is included in the attached
appendices.
Based on a conceptual level review of available force main capacity, the three (3) Flygt NP 3102 SH 3 Adaptive
256 pumps could be replaced in the future, and three new pump selections made to maximize available force
main capacity. Based solely on the force main system capacity with force main velocities being limited to 5 ft/s
or less, there is approximately 231,840 gpd or 161 gpm (peak flow) (or approximately 30% of the proposed future
Norton Ranch Development) of force main capacity available before force main improvements are required. This
available capacity equates to approximately 21 acres of B2-M development (including inflow and infiltration).
This scenario is dependent upon being able to achieve the following: (1) a pump selection that efficiently meets
the flow parameters and can provide required redundancy, and (2) acceptance from the City of Bozeman to allow
force main velocities up to 5 ft/s.
The table below provides the approximate velocities in each force main under both flow projection scenarios
when flow is passively split into each force main. In each scenario, flow remains above the minimum scouring
velocity of 2.0 ft/s.
Table 4 – Passive Flow Split (Flow Projection Scenario Nos. 1 and 2)
Force Main Passive Flow Split at 308 gpm Passive Flow Split at 450 gpm
4-inch 82 gpm (2.1 ft/s) 120 gpm (3.1 ft/s)
6-inch 226 gpm (2.6 ft/s) 330 gpm (3.7 ft/s)
hdrinc.com 2150 Analysis Drive, Suite A
Bozeman, MT 59718-3820
(406) 577-5015
5
FLOW PROJECTION SCENARIO NOS. 3 AND 4
Based on the anticipated flows associated with Flow Projection Scenario Nos. 3 and 4, which includes future
development within the Norton Ranch Subdivision and a future 20-acre development zoned R-5, HDR offers the
following recommendations:
Flow Projection Scenario Nos. 3 and 4
Due to the increase in flow associated with these flow scenarios, the existing 4-inch and 6-inch force main
combination will be undersized to convey wastewater flow in accordance with Montana DEQ Circular 2 Section
requirements and the City of Bozeman requirements. As a result, a 10-inch force main is proposed to replace
the existing 4-inch force main and is discussed further in a subsequent section of this evaluation. To best meet
the hydraulic conditions for these three flow scenarios and to keep the proposed pumps operating as efficient as
practical, the two force mains would transition from operating as a passive flow split to operating as independent
force mains systems with a proposed pumping configuration that would include two large pumps and one small
pump. The existing 6-inch and new 10-inch force mains would be split with the use of an isolation valve, and the
small pump would be dedicated to the 6-inch force main and serve as the main duty pump for average daily flow.
The discharge piping for the two large pumps would manifold inside the lift station building and discharge into
the new 10-inch force main. The two large pumps would be sized to handle peak design flow at final build out.
One large pump would serve as the main duty pump to meet peak flow conditions, with an identical pump to
provide for required redundancy. The flows associated with these flow projection scenarios results in the
following primary design points:
• New 10-inch Force Main: 1,130 gpm at 46 feet TDH
• Existing 6-inch Force Main: 350 gpm at 59 feet TDH
To adequately convey average daily flow, one (1) Flygt NP 3127 HT 3 Adaptive 488 pump will need to be installed.
To adequately convey peak design flow, one (1) Flygt NP 3153 MT 3 434 pump will need to be installed, with
one (1) Flygt NP 3153 MT 3 434 to provide for required redundancy. The pump cut sheets for each pump are
included in the attached appendices.
Wet Well
The existing wet well dimensions, capacity, and working volume were reviewed. Using the average influent flows
listed above in Table 2, and the current working volume of the wet well (1.73’ / 763 gallons), the effective volume
and wet well fill times are in accordance with Montana DEQ Circular 2 Section requirements. Note that the
working wet well volume will be further evaluated and optimized as part of the detailed design.
Table 5 – Wet Well Design Fill Time
Scenario Average Influent
Flow (gpm)
Wet Well Fill Time
(min)
Flow Projection Scenario No. 1 65.3 11.7
Flow Projection Scenario No. 2 107.8 7.1
Flow Projection Scenario No. 3 262.8 2.9
Flow Projection Scenario No. 4 301.6 2.5
Electrical Equipment
Existing electrical equipment was evaluated and appeared to be in well-kept condition, with some slight as-built
modifications from the original design. Provisions for three (3) pumps were in place, runtimes on the pumps were
hdrinc.com 2150 Analysis Drive, Suite A
Bozeman, MT 59718-3820
(406) 577-5015
6
at 12, 3335, and 17 hours, respectively from P1 to P3, with P1 currently in the OFF position. General observations
with the existing electrical equipment are listed below:
• All power for process equipment is currently routed through a UL508A control panel that powers the
pumps, floats, and ancillary devices.
• The original design planned for larger pumps, and as such, there is space in the existing power panel
for additional breakers if needed. Additionally, the station’s electrical service is supplied by a 75kVA
transformer which is lightly loaded.
• The circuit breaker feeding the control panel (60A) is oversized for the panel it serves. Internal
overcurrent protection may not adequately prevent overloading the panel under certain conditions.
• Neutral-Ground bonding jumper was not observed in the Automatic Transfer Switch (ATS). Ground
terminal is a one-conductor lug type and has 4 conductors terminated on it.
• Panel schedules and distribution circuit breakers do not match design.
• The Panelview Plus 600, Allen-Bradley OIT, was disconnected from the PLC. Discussions with City
staff indicated that the OIT was not desired in the original design and is not used for operation.
• Existing PLC is a Micrologix 1500, with plenty of spare I/Os for new equipment. • There are (3) Flygt submersible pump protection relays, MINICAS 2 (moisture & overtemp) located on
the inner door of the panel.
• Conduit seals are installed on five conduits exiting the control panel and appear to serve instrumentation
and pumps. No evidence of sewer gas in the control panel indicates that seals are properly installed
and functioning as designed. One spare conduit is stubbed up below the control panel. Design indicates
a 2” stub out for future telephone; however, telephone was installed on the East side of the building. It
is possible that the 2” stub out was converted to 1” stub out and is available for connection.
• Backup Generator is sized at 100kW, and with present loading profile is less than 20% loaded.
• The serial Dataradio provides basic control functions (pump start, stop, disable, setpoint adjustments) in addition to monitoring and alarming.
• Alarm notifications are sent through the City’s existing serial radio, and Win911 is used to call out
alarms from the master telemetry server at the City’s shop. In the event the serial radio fails, the
Win911 system will call out a communication fail alarm.
Force Main System
A review of the hydraulics associated with the dual force main system was performed, and it appears that both
the 4-inch and 6-inch force mains are affected by a break in hydraulic grade line, resulting in a section of each
force main partially draining to gravity after each pumping cycle. This condition causes the pumps to experience
significantly less head pressure when they are called to run, up until the force main is filled again and air is
evacuated. The use of electrically actuated pressure sustaining valves (PSVs) with programmable logic
controllers (PLC) were evaluated and discussed with the City to mitigate this issue; however, it has been
determined that the installation of variable frequency drives (VFDs) would be a better fit for this lift station. While
VFDs do not mitigate the force main draining, they do improve pump performance, primarily during pump startup
when the pumps are pumping against an empty force main. Due to competing dynamics with how this force
main system currently operates (draining to an empty pipe, refiling when a pump is called to run, etc.), quantifying
the measure of improved pump performance is only approximated until the VFDs are installed and the pumps
tested. There are several unknown factors that directly relate to the improved performance that will need to be
determined and fine-tuned during startup (e.g. the extent of the force main draining, amount of time it takes to go
from an empty pipe to full pipe pressure, etc.).
The implementation of VFDs will control the pumps to start at a reduced speed and slowly ramp up to full
speed (60 Hz), which allows for the pressure in the force main to gradually increase as it goes from an empty
pipe to full pipe pressure. This momentary operation keeps the pumps from operating inefficiently and on the
far-right hand side of their curve during pump startup. Based on the evaluation HDR has performed with the
pump manufacturer, the proposed initial ramp up time should be set at 10 seconds, paired with a 45 second full
speed operation before reducing speed to establish force main flow. When a pump is called to stop, there will
be another 10 second ramp down time to let the force main pressure gradually reduce.
hdrinc.com 2150 Analysis Drive, Suite A
Bozeman, MT 59718-3820
(406) 577-5015
7
As part of the detailed design for improvements associated with Flow Projection Scenario Nos. 3 and 4, Flygt’s
SmartRun Controller will be evaluated for incorporation with the VFD installation. SmartRun’s energy minimizer
adaptively finds the speed that maximizes the efficiency of the pump by measuring the energy consumption of
the pump and determining the volume of pumped water. During every pump cycle SmartRun continuously
adapts to varying lift station conditions and attempts to find the smallest amount of energy consumed during
pumping operations.
In addition to the installation of VFDs to improve pump performance, a new 10-inch force main is being proposed
as part of the improvements associated with Flow Projection Scenario Nos. 3 and 4. The new 10-inch force main
will replace the existing 4-inch force main but operate independently from the existing 6-inch force main to allow
the lift station pumps to operate efficiently while pumping average daily flow as well as peak flow at final build
out. Two possible force main alignments, listed below, will be further evaluated during detailed design, and
discussed with the City:
• Existing 4-inch Force Main Alignment: this alignment would route the new 10-inch force main from
Norton Ranch Lift Station north on North Laurel Parkway, and east on Durston Road, with a gravity
discharge location in MH L0352 at the intersection of Cottonwood Road and Durston Road. This
alignment is approximately 4,065 LF and is within or just off the roadway through the entire route.
• New Alignment (Southeast Quadrant of Norton Ranch Subdivision): based on a 2001 Final Plat for
Valley West Subdivision, there appears to be an existing 10’ utility easement within a larger 60’ street
and utility easement that spans from Cottonwood Road west approximately 1,260’, and then north
approximately 200’. This alignment would route the new 10-inch force main from Norton Ranch Lift
Station south, and then west via the existing 10’ utility easement, with a gravity discharge location in MH
L0415 at the intersection of Cottonwood Road and Cascade Street. It is important to note that the
alignment for the new 10-inch force main is dependent upon available capacity in the existing 18-inch
gravity sewer main that runs south to north along Cottonwood Road. The City of Bozeman is currently
in the process of modeling the gravity sewer system to confirm if available capacity exists. If the City’s
model determines that available capacity does exist and that this is a feasible alignment, a detailed
review and evaluation of this option and existing easement will occur during detailed design, as well as
a review of the existing utility easement with respect to Springhill Presbyterian Church property, which
appears to be located adjacent to the 60’ street and utility easement. If the City’s model determines that
available capacity does not exist, there may be an option to replace the existing 18-inch gravity main
that runs along Cottonwood Road with a new gravity sewer main to adequately convey the increased
flow. The approximate limits of replacement would be from the tie-in location just north of Cascade
Street downstream to MH L04139 at the intersection of Cottonwood Road and Durston Road. The exact
diameter of the new gravity main would need to be evaluated; however, it would either match or be
greater than the downstream gravity sewer diameter of 21-inches. This force main alignment is
approximately 2,980 LF and is outside of pavement for most of the route. The gravity main alignment,
if required, is approximately 1,715 LF; however, confirmation of available gravity sewer system capacity
on Cottonwood Road and confirmation of the existing utility easement will be required for further
consideration of this option.
hdrinc.com 2150 Analysis Drive, Suite A
Bozeman, MT 59718-3820
(406) 577-5015
8
Improvement Recommendations
Flow Projection Scenario Nos. 1 and 2
The following recommended improvements are for Flow Projection Scenario Nos. 1 and 2 (through Phase 6 of
development) only:
• Pumping Units:
o Flow Projection Scenario No. 1: keep both existing Flygt NP3102 SH 3 Adaptive 257 pumps
with 125 mm impellers in operation.
o Flow Projection Scenario No. 2: replace all existing pumps with three (3) new Flygt NP 3102
SH 3 Adaptive 256 pumps.
• Install three VFDs for pump operation and control. Specific VFD manufacturer/model and overall control
strategy to be determined during detailed design.
• Evaluate whether modifications are needed to the control panel as part of Flow Projection Scenario No.
2, and if changes are required, panel should be re-certified as UL508A.
• Panel schedules should be updated on the drawings to create a record.
• Evaluate existing control panel internal protection to determine if overload conditions may cause overheating, damage, or fire.
• Evaluate diesel fueled backup generator for running below 20% load for additional maintenance needs.
Potential wet-stacking can occur which may result in damage to the injectors, rings, valves, or pistons.
• Replace ATS one-conductor lug with appropriate 4-conductor lug or bus bar.
• Remove pump and float junction boxes from inside the wet well. This is not a code violation, but it is not
the best practice and does not allow for ease of maintenance. Recommend relocating the junction box
and terminations on the exterior pump station wall facing the wet well and installing an air gap.
• Verify feeder size and breaker from Panel H to SCADA Panel are sized for new loads. Currently 60A.
• Verify settings on MiniCas Relays match the pumps selected.
• Update SCADA panel label for load calculations.
Flow Projection Scenario Nos. 3 and 4
The following recommended improvements are for Flow Projection Scenario Nos. 3 and 4:
• Pumping Units:
o One (1) Flygt NP 3127 HT 3 Adaptive 488
o Two (2) Flygt NP 3153 MT 3 434
• Installation of new pump rails and appurtenances, as required.
• Replacement of the existing pump discharge piping (between pump discharge connection and manifolded force main inside lift station building) for the two large pumps. Pump discharge piping will
consist of a 6-inch pump connection and increase to 8-inch ductile iron piping prior to leaving the wet
well. Approximately 40 LF of discharge piping for each pump.
• The installation of a 10-inch isolation gate valve inside the lift station to separate the 6-inch and 10-inch
force mains.
• Replacement of the existing 6-inch bypass pumping connection:
o Approximately 8 LF of 10-inch ductile iron pipe
o 10-inch gate valve
o 10-inch blind flange
o Modification of the exterior pipe penetration
• Installation of a new 10-inch ductile iron force main from the lift station to gravity discharge. The two
force main alignment options that will be further evaluated during detailed design are:
o Existing 4-inch Force Main Alignment: 4,065 LF of 10-inch force main with valves, air release
assemblies, roadway pavement restoration, etc., as required.
o New Alignment (Southeast Quadrant of Norton Ranch Subdivision): 2,980 LF of 10-inch
force main with valves, air release assemblies, roadway pavement restoration, etc., as required.
o Force main pipe material (and construction/installation method) to be evaluated during detailed
design and discussed with the City.
hdrinc.com 2150 Analysis Drive, Suite A
Bozeman, MT 59718-3820
(406) 577-5015
9
o Replacement/rearrangement of manifolded force main configuration inside the lift station, to
include exterior pipe penetration modifications.
o New flow meter for the 10-inch force main.
• Electrical improvements associated with two large pumps to be evaluated during detailed design but
should generally include replacement of circuit breakers, starters, overloads, etc. as required.
Should you have any questions with the evaluation and recommendations provided above, please do not hesitate
to call me at (406) 577-5037.
Sincerely,
HDR ENGINEERING, INC.
Jarrett Moran, PE
Project Manager
10,0000.3
Miles
This product is for informational purposes and may not have been
prepared for, or be suitable for legal, engineering, or surveying
purposes. Users of this information should review or consult the
primary data and information sources to ascertain the usability of
the information. Feet
1,1650
Legend
582
Location
1,165
03/10/2021
Created By:
Created For:
Date:
Norton Ranch Subdivision
Proposed
Application Received
On Hold
Initial Review
In Review
Public Notice
Final Review
Approved
Street Names
City Limits
Appendix A.
Flygt Pump Cut Sheets
Flow Projection Scenario Nos. 1 and 2
40 °C
Patented self cleaning semi-open channel impeller, ideal for pumping in
waste water applications. Possible to be upgraded with Guide-pin®
for even better clogging resistance. Modular based design with high
adaptation grade.
Head
257 125mm
54.4%
0
4
8
12
16
20
24
28
32
36
40
44
48
52
56
60
64
68
72
76
80
84
[ft]
0 50 100 150 200 250 300 350 400 [US g.p.m.]
NP 3102 SH 3~ Adaptive 257
125 mm
Number of blades
2
Technical specification
P - Semi permanent, Wet
Configuration
80 inch
Impeller diameter
125 mm
Discharge diameter
80 inch
Motor number Installation type
N3102.070 18-10-2AL-W
6.5hp
Inlet diameter
Maximum operating speed
3440 rpm
Materials
Grey cast iron
Stator housing material
Curves according to:
Pump information
Discharge diameter
80 mm
Impeller diameter
Impeller
Hard-Iron ™
,39.2 °F,62.42 lb/ft³,1.6891E-5 ft²/s
Curve: ISO 9906
Max. fluid temperature
Water, pure
3/24/2021Last updateCreated on 3/24/2021
Alden MeadeCreated byProject
Block
NP 3102 SH 3~ Adaptive 257
Technical specification
Motor - General
Frequency Rated voltage
Rated powerRated speed
Rated current
460 V
6.5 hp3440 rpm
8.2 A
3~N3102.070 18-10-2AL-W
6.5hp
Phases
Total moment of inertia
0.37 lb ft²
Power factor - 1/1 Load
0.94
0.94
0.91
78.9 %
80.5 %
79.6 %
Motor number
ATEX approved
60 Hz
Number of poles
2
Stator variant
12
Insulation class
H
Type of Duty
Motor - Technical
Power factor - 3/4 Load
Power factor - 1/2 Load
Motor efficiency - 1/1 Load
Motor efficiency - 3/4 Load
Motor efficiency - 1/2 Load
Starting current, direct starting
Starting current, star-delta
56 A
18.7 A
S1
Starts per hour max.
30
FM
Version code
070
3/24/2021Last updateCreated on 3/24/2021
Alden MeadeCreated byProject
Block
NP 3102 SH 3~ Adaptive 257
Performance curve
Duty point
46.5 ft200 US g.p.m.
HeadFlow
Curves according to:
Head
Pump Efficiency
Overall Efficiency
Power input P1
Shaft power P2
NPSHR-values
257 125mm
54.4%
46.5 ft
52.6 %
42.3 %
4.47 hp
5.55 hp
9.43 ft
200 US g.p.m.
257 125mm
46.5 ft
52.6 %
42.3 %
4.47 hp
5.55 hp
9.43 ft
200 US g.p.m.
257 125mm
46.5 ft
52.6 %
42.3 %
4.47 hp
5.55 hp
9.43 ft
200 US g.p.m.
257 125mm (P2)
46.5 ft
52.6 %
42.3 %
4.47 hp
5.55 hp
9.43 ft
200 US g.p.m.
257 125mm (P1)
46.5 ft
52.6 %
42.3 %
4.47 hp
5.55 hp
9.43 ft
200 US g.p.m.
257 125mm
46.5 ft
52.6 %
42.3 %
4.47 hp
5.55 hp
9.43 ft
200 US g.p.m.
0
4
8
12
16
20
24
28
32
36
40
44
48
52
56
60
64
68
72
76
80
84
[ft]
051015202530
35
40
45
50
[%]
0.0
1.0
2.0
3.0
4.0
5.0
[hp]
8
12
16
20
24
28
32
[ft]
0 40 80 120 160 200 240 280 320 360 400 440 [US g.p.m.]
,39.2 °F,62.42 lb/ft³,1.6891E-5 ft²/s
Curve: ISO 9906
Water, pure
3/24/2021Last updateCreated on 3/24/2021
Alden MeadeCreated byProject
Block
Pumps /Flow Head Shaft power Flow Head Shaft power Hydr.eff.Specific NPSHre
Systems Energy
2 / 1 200 US g.p.m.46.5 ft 4.47 hp 400 US g.p.m.46.5 ft 8.94 hp 52.6 %345 kWh/US MG 9.43 ft
1 / 1 308 US g.p.m.27.5 ft 4.32 hp 308 US g.p.m.27.5 ft 4.32 hp 49.5 %217 kWh/US MG 14.3 ft
NP 3102 SH 3~ Adaptive 257
Duty Analysis
Curves according to:
Head
55 Hz55 Hz
54.4%
50 Hz50 Hz
54.4%
45 Hz45 Hz
54.4%
40 Hz40 Hz
54.4%
257 125mm [Pump 1+2]257 125mm [Pump 1]
54.4%
46.5 ft
400 US g.p.m.0
4
8
12
16
20
24
28
32
36
40
44
48
52
56
60
64
68
72
76
80
84
[ft]
0 100 200 300 400 500 600 700 800 [US g.p.m.]
1
Operating characteristics
,39.2 °F,62.42 lb/ft³,1.6891E-5 ft²/sWater, pure
3/24/2021Last updateCreated on 3/24/2021
Alden MeadeCreated byProject
Block
Head
Pump Efficiency
Overall Efficiency
Pow er input P1
Shaft pow er P2
NPSHR-values
55 Hz55 Hz
54.4%
50 Hz50 Hz
54.4%
45 Hz45 Hz
54.4%
40 Hz40 Hz
54.4%
257 125mm [Pump 1+2]257 125mm [Pump 1]
54.4%
55 Hz55 Hz 50 Hz50 Hz 45 Hz45 Hz 40 Hz40 Hz 257 125mm [Pump 1+2]257 125mm [Pump 1]55 Hz55 Hz 50 Hz50 Hz 45 Hz45 Hz 40 Hz40 Hz 257 125mm [Pump 1+2]257 125mm [Pump 1]
55 Hz
55 Hz
50 Hz
50 Hz 45 Hz
45 Hz 40 Hz
40 Hz
257 125mm [Pump 1+2] (P2)
257 125mm [Pump 1] (P2)
55 Hz
55 Hz
50 Hz
50 Hz
45 Hz
45 Hz
40 Hz
40 Hz
257 125mm [Pump 1+2] (P1)
257 125mm [Pump 1] (P1)
55 Hz55 Hz
50 Hz50 Hz
45 Hz45 Hz
40 Hz40 Hz
257 125mm [Pump 1+2]257 125mm [Pump 1]
0
4
8
12
16
20
24
28
32
36
40
44
48
52
56
60
64
68
72
76
80
84
[ft]
0
10
20
30
40
[%]
0
2
4
6
8
10
[hp]
5
10
15
20
25
30
[ft]
0 100 200 300 400 500 600 700 800 [US g.p.m.]
NP 3102 SH 3~ Adaptive 257
VFD Curve
Curves according to:,39.2 °F,62.42 lb/ft³,1.6891E-5 ft²/s
Curve: ISO 9906
Water, pure
3/24/2021Last updateCreated on 3/24/2021
Alden MeadeCreated byProject
Block
Head
55 Hz55 Hz
54.4%
50 Hz50 Hz
54.4%
45 Hz45 Hz
54.4%
40 Hz40 Hz
54.4%
257 125mm [Pump 1+2]257 125mm [Pump 1]
54.4%
46.5 ft
400 US g.p.m.0
4
8
12
16
20
24
28
32
36
40
44
48
52
56
60
64
68
72
76
80
84
[ft]
0 100 200 300 400 500 600 700 800 [US g.p.m.]
1
NP 3102 SH 3~ Adaptive 257
VFD Analysis
Curves according to:
Pumps /Frequency Flow Head Shaft power Flow Head Shaft power Hydr.eff.Specific NPSHreSystemsEnergy
2 / 1 60 Hz 200 US g.p.m.46.5 ft 4.47 hp 400 US g.p.m.46.5 ft 8.94 hp 52.6 %345 kWh/US MG 9.43 ft
2 / 1 55 Hz 186 US g.p.m.40 ft 3.57 hp 371 US g.p.m.40 ft 7.14 hp 52.6 %298 kWh/US MG 8.36 ft
2 / 1 50 Hz 169 US g.p.m.33 ft 2.68 hp 337 US g.p.m.33 ft 5.36 hp 52.6 %251 kWh/US MG 7.18 ft
2 / 1 45 Hz 152 US g.p.m.26.8 ft 1.96 hp 304 US g.p.m.26.8 ft 3.91 hp 52.6 %213 kWh/US MG 6.07 ft
2 / 1 40 Hz 135 US g.p.m.21.1 ft 1.37 hp 270 US g.p.m.21.1 ft 2.75 hp 52.6 %182 kWh/US MG 5.02 ft
1 / 1 60 Hz 308 US g.p.m.27.5 ft 4.32 hp 308 US g.p.m.27.5 ft 4.32 hp 49.5 %217 kWh/US MG 14.3 ft
Operating characteristics
Water, pure
,39.2 °F,62.42 lb/ft³,1.6891E-5 ft²/s
3/24/2021Last updateCreated on 3/24/2021
Alden MeadeCreated byProject
Block
Head
55 Hz55 Hz
54.4%
50 Hz50 Hz
54.4%
45 Hz45 Hz
54.4%
40 Hz40 Hz
54.4%
257 125mm [Pump 1+2]257 125mm [Pump 1]
54.4%
46.5 ft
400 US g.p.m.0
4
8
12
16
20
24
28
32
36
40
44
48
52
56
60
64
68
72
76
80
84
[ft]
0 100 200 300 400 500 600 700 800 [US g.p.m.]
1
NP 3102 SH 3~ Adaptive 257
VFD Analysis
Curves according to:
Pumps /Frequency Flow Head Shaft power Flow Head Shaft power Hydr.eff.Specific NPSHreSystemsEnergy
1 / 1 55 Hz 285 US g.p.m.23.6 ft 3.45 hp 285 US g.p.m.23.6 ft 3.45 hp 49.5 %187 kWh/US MG 12.6 ft
1 / 1 50 Hz 259 US g.p.m.19.5 ft 2.59 hp 259 US g.p.m.19.5 ft 2.59 hp 49.5 %158 kWh/US MG 10.8 ft
1 / 1 45 Hz 233 US g.p.m.15.8 ft 1.89 hp 233 US g.p.m.15.8 ft 1.89 hp 49.5 %135 kWh/US MG 9.16 ft
1 / 1 40 Hz 208 US g.p.m.12.5 ft 1.33 hp 208 US g.p.m.12.5 ft 1.33 hp 49.5 %115 kWh/US MG 7.59 ft
Operating characteristics
Water, pure
,39.2 °F,62.42 lb/ft³,1.6891E-5 ft²/s
3/24/2021Last updateCreated on 3/24/2021
Alden MeadeCreated byProject
Block
NP 3102 SH 3~ Adaptive 257
Dimensional drawing
*DIMENSION TO ENDS OF GUIDE BARS
(TO FURTHEST POINT)
Ø3"Outlet center lineREF.LINE
Weight Pump Stand
lbs 235 80241831433
8
1513
16
181
16
11
8
4916
97
16
2" GUIDE BARS
2781034*15341271
16
3614
263
16
711665111687
8 214511
16
7
8
3151621
2
778913
16
Scale Date
RevisionDrawing number
Suctioninlet
Pump inlet
Pumpoutlet
DischargeoutletNP3102SH Ø3"
Ø3"1:20 191213
5385500 8
ZZ
Z-Z
3/24/2021Last updateCreated on 3/24/2021
Alden MeadeCreated byProject
Block
40 °C
Patented self cleaning semi-open channel impeller, ideal for pumping in
waste water applications. Possible to be upgraded with Guide-pin®
for even better clogging resistance. Modular based design with high
adaptation grade.
Head
256 135mm
56%
Eff.
0
4
8
12
16
20
24
28
32
36
40
44
48
52
56
60
64
68
72
76
80
84
88
92
96
100
104
[ft]
0 50 100 150 200 250 300 350 400 450 [US g.p.m.]
NP 3102 SH 3~ Adaptive 256
135 mm
Number of blades
2
Technical specification
P - Semi permanent, Wet
Configuration
80 inch
Impeller diameter
135 mm
Discharge diameter
80 inch
Motor number Installation type
N3102.070 18-10-2AL-W
6.5hp
Inlet diameter
Maximum operating speed
3440 rpm
Materials
Grey cast iron
Stator housing material
Curves according to:
Pump information
Discharge diameter
80 mm
Impeller diameter
Impeller
Hard-Iron ™
,39.2 °F,62.42 lb/ft³,1.6891E-5 ft²/s
Curve: ISO 9906
Max. fluid temperature
Water, pure
3/24/2021Last updateCreated on 3/24/2021
Alden MeadeCreated byProject
Block
NP 3102 SH 3~ Adaptive 256
Technical specification
Motor - General
Frequency Rated voltage
Rated powerRated speed
Rated current
460 V
6.5 hp3440 rpm
8.2 A
3~N3102.070 18-10-2AL-W
6.5hp
Phases
Total moment of inertia
0.349 lb ft²
Power factor - 1/1 Load
0.94
0.94
0.91
78.9 %
80.5 %
79.6 %
Motor number
ATEX approved
60 Hz
Number of poles
2
Stator variant
12
Insulation class
H
Type of Duty
Motor - Technical
Power factor - 3/4 Load
Power factor - 1/2 Load
Motor efficiency - 1/1 Load
Motor efficiency - 3/4 Load
Motor efficiency - 1/2 Load
Starting current, direct starting
Starting current, star-delta
56 A
18.7 A
S1
Starts per hour max.
30
FM
Version code
070
3/24/2021Last updateCreated on 3/24/2021
Alden MeadeCreated byProject
Block
NP 3102 SH 3~ Adaptive 256
Performance curve
Duty point
59.9 ft217 US g.p.m.
HeadFlow
Curves according to:
Head
Pump Efficiency
Overall Efficiency
Power input P1
Shaft power P2
NPSHR-values
256 135mm
56%
Eff.
59.9 ft
53.6 %
42.6 %
6.13 hp
7.71 hp
9.38 ft
217 US g.p.m.
256 135mm
59.9 ft
53.6 %
42.6 %
6.13 hp
7.71 hp
9.38 ft
217 US g.p.m.
256 135mm
59.9 ft
53.6 %
42.6 %
6.13 hp
7.71 hp
9.38 ft
217 US g.p.m.
256 135mm (P2)
59.9 ft
53.6 %
42.6 %
6.13 hp
7.71 hp
9.38 ft
217 US g.p.m.
256 135mm (P1)
59.9 ft
53.6 %
42.6 %
6.13 hp
7.71 hp
9.38 ft
217 US g.p.m.
256 135mm
59.9 ft
53.6 %
42.6 %
6.13 hp
7.71 hp
9.38 ft
217 US g.p.m.
0
4
8
12
16
20
24
28
32
36
40
44
48
52
56
60
64
68
72
76
80
84
88
92
96
100
104
[ft]
0
10
20
30
40
50
[%]
0
1
2
3
4
5
6
7
[hp]
8
12
16
20
24
[ft]
0 40 80 120 160 200 240 280 320 360 400 440 480 [US g.p.m.]
,39.2 °F,62.42 lb/ft³,1.6891E-5 ft²/s
Curve: ISO 9906
Water, pure
3/24/2021Last updateCreated on 3/24/2021
Alden MeadeCreated byProject
Block
Pumps /Flow Head Shaft power Flow Head Shaft power Hydr.eff.Specific NPSHre
Systems Energy
2 / 2 225 US g.p.m.58.4 ft 6.13 hp 450 US g.p.m.58.4 ft 12.3 hp 54.3 %426 kWh/US MG 9.55 ft
1 / 2 347 US g.p.m.34.8 ft 6.04 hp 347 US g.p.m.34.8 ft 6.04 hp 50.5 %272 kWh/US MG 19.1 ft
2 / 1 217 US g.p.m.59.9 ft 6.13 hp 433 US g.p.m.59.9 ft 12.3 hp 53.6 %442 kWh/US MG 9.38 ft
1 / 1 338 US g.p.m.36.6 ft 6.07 hp 338 US g.p.m.36.6 ft 6.07 hp 51.6 %280 kWh/US MG 17.9 ft
NP 3102 SH 3~ Adaptive 256
Duty Analysis
Curves according to:
Head
55 Hz55 Hz
56%
50 Hz50 Hz
56%
45 Hz45 Hz
56%
40 Hz40 Hz
56%
256 135mm [Pump 1+2]256 135mm [Pump 1]
56%
Eff.
59.9 ft
433 US g.p.m.0
4
8
12
16
20
24
28
32
36
40
44
48
52
56
60
64
68
72
76
80
84
88
92
96
100
104
[ft]
0 100 200 300 400 500 600 700 800 900 [US g.p.m.]
21
Operating characteristics
,39.2 °F,62.42 lb/ft³,1.6891E-5 ft²/sWater, pure
3/24/2021Last updateCreated on 3/24/2021
Alden MeadeCreated byProject
Block
Head
Pump Efficiency
Overall Efficiency
Pow er input P1
Shaft pow er P2
NPSHR-values
55 Hz55 Hz
56%
50 Hz50 Hz
56%
45 Hz45 Hz
56%
40 Hz40 Hz
56%
256 135mm [Pump 1+2]256 135mm [Pump 1]
56%
Eff.
55 Hz55 Hz 50 Hz50 Hz 45 Hz45 Hz 40 Hz40 Hz 256 135mm [Pump 1+2]256 135mm [Pump 1]55 Hz55 Hz 50 Hz50 Hz 45 Hz45 Hz 40 Hz40 Hz 256 135mm [Pump 1+2]256 135mm [Pump 1]
55 Hz
55 Hz
50 Hz
50 Hz
45 Hz
45 Hz 40 Hz
40 Hz
256 135mm [Pump 1+2] (P2)
256 135mm [Pump 1] (P2)
55 Hz
55 Hz
50 Hz
50 Hz
45 Hz
45 Hz
40 Hz
40 Hz
256 135mm [Pump 1+2] (P1)
256 135mm [Pump 1] (P1)
55 Hz55 Hz
50 Hz50 Hz
45 Hz45 Hz
40 Hz40 Hz
256 135mm [Pump 1+2]256 135mm [Pump 1]
0
5
10
15
20
25
30
35
40
45
50
55
60
65
70
75
80
85
90
95
100
105
[ft]
0
10
20
30
40
50
[%]
0
4
8
12
[hp]
8
12
16
20
24
[ft]
0 100 200 300 400 500 600 700 800 900 [US g.p.m.]
NP 3102 SH 3~ Adaptive 256
VFD Curve
Curves according to:,39.2 °F,62.42 lb/ft³,1.6891E-5 ft²/s
Curve: ISO 9906
Water, pure
3/24/2021Last updateCreated on 3/24/2021
Alden MeadeCreated byProject
Block
Head
55 Hz55 Hz
56%
50 Hz50 Hz
56%
45 Hz45 Hz
56%
40 Hz40 Hz
56%
256 135mm [Pump 1+2]256 135mm [Pump 1]
56%
Eff.
59.9 ft
433 US g.p.m.0
4
8
12
16
20
24
28
32
36
40
44
48
52
56
60
64
68
72
76
80
84
88
92
96
100
104
[ft]
0 100 200 300 400 500 600 700 800 900 [US g.p.m.]
21
NP 3102 SH 3~ Adaptive 256
VFD Analysis
Curves according to:
Pumps /Frequency Flow Head Shaft power Flow Head Shaft power Hydr.eff.Specific NPSHreSystemsEnergy
2 / 2 60 Hz 225 US g.p.m.58.4 ft 6.13 hp 450 US g.p.m.58.4 ft 12.3 hp 54.3 %426 kWh/US MG 9.55 ft
2 / 2 55 Hz 210 US g.p.m.50.8 ft 4.97 hp 420 US g.p.m.50.8 ft 9.95 hp 54.3 %367 kWh/US MG 8.55 ft
2 / 2 50 Hz 191 US g.p.m.42 ft 3.74 hp 381 US g.p.m.42 ft 7.47 hp 54.3 %303 kWh/US MG 7.34 ft
2 / 2 45 Hz 172 US g.p.m.34 ft 2.72 hp 343 US g.p.m.34 ft 5.45 hp 54.3 %250 kWh/US MG 6.2 ft
2 / 2 40 Hz 153 US g.p.m.26.9 ft 1.91 hp 305 US g.p.m.26.9 ft 3.83 hp 54.3 %207 kWh/US MG 5.13 ft
1 / 2 60 Hz 347 US g.p.m.34.8 ft 6.04 hp 347 US g.p.m.34.8 ft 6.04 hp 50.5 %272 kWh/US MG 19.1 ft
Operating characteristics
Water, pure
,39.2 °F,62.42 lb/ft³,1.6891E-5 ft²/s
3/24/2021Last updateCreated on 3/24/2021
Alden MeadeCreated byProject
Block
Head
55 Hz55 Hz
56%
50 Hz50 Hz
56%
45 Hz45 Hz
56%
40 Hz40 Hz
56%
256 135mm [Pump 1+2]256 135mm [Pump 1]
56%
Eff.
59.9 ft
433 US g.p.m.0
4
8
12
16
20
24
28
32
36
40
44
48
52
56
60
64
68
72
76
80
84
88
92
96
100
104
[ft]
0 100 200 300 400 500 600 700 800 900 [US g.p.m.]
21
NP 3102 SH 3~ Adaptive 256
VFD Analysis
Curves according to:
Pumps /Frequency Flow Head Shaft power Flow Head Shaft power Hydr.eff.Specific NPSHreSystemsEnergy
1 / 2 55 Hz 323 US g.p.m.30.2 ft 4.9 hp 323 US g.p.m.30.2 ft 4.9 hp 50.5 %235 kWh/US MG 17.1 ft
1 / 2 50 Hz 294 US g.p.m.25 ft 3.68 hp 294 US g.p.m.25 ft 3.68 hp 50.5 %193 kWh/US MG 14.7 ft
1 / 2 45 Hz 265 US g.p.m.20.2 ft 2.68 hp 265 US g.p.m.20.2 ft 2.68 hp 50.5 %160 kWh/US MG 12.4 ft
1 / 2 40 Hz 235 US g.p.m.16 ft 1.88 hp 235 US g.p.m.16 ft 1.88 hp 50.5 %133 kWh/US MG 10.3 ft
2 / 1 60 Hz 217 US g.p.m.59.9 ft 6.13 hp 433 US g.p.m.59.9 ft 12.3 hp 53.6 %442 kWh/US MG 9.38 ft
2 / 1 55 Hz 202 US g.p.m.52.1 ft 4.97 hp 404 US g.p.m.52.1 ft 9.94 hp 53.6 %382 kWh/US MG 8.39 ft
Operating characteristics
Water, pure
,39.2 °F,62.42 lb/ft³,1.6891E-5 ft²/s
3/24/2021Last updateCreated on 3/24/2021
Alden MeadeCreated byProject
Block
Head
55 Hz55 Hz
56%
50 Hz50 Hz
56%
45 Hz45 Hz
56%
40 Hz40 Hz
56%
256 135mm [Pump 1+2]256 135mm [Pump 1]
56%
Eff.
59.9 ft
433 US g.p.m.0
4
8
12
16
20
24
28
32
36
40
44
48
52
56
60
64
68
72
76
80
84
88
92
96
100
104
[ft]
0 100 200 300 400 500 600 700 800 900 [US g.p.m.]
21
NP 3102 SH 3~ Adaptive 256
VFD Analysis
Curves according to:
Pumps /Frequency Flow Head Shaft power Flow Head Shaft power Hydr.eff.Specific NPSHreSystemsEnergy
2 / 1 50 Hz 184 US g.p.m.43.1 ft 3.74 hp 367 US g.p.m.43.1 ft 7.47 hp 53.6 %314 kWh/US MG 7.2 ft
2 / 1 45 Hz 165 US g.p.m.34.9 ft 2.72 hp 331 US g.p.m.34.9 ft 5.45 hp 53.6 %260 kWh/US MG 6.09 ft
2 / 1 40 Hz 147 US g.p.m.27.6 ft 1.91 hp 294 US g.p.m.27.6 ft 3.83 hp 53.6 %215 kWh/US MG 5.04 ft
1 / 1 60 Hz 338 US g.p.m.36.6 ft 6.07 hp 338 US g.p.m.36.6 ft 6.07 hp 51.6 %280 kWh/US MG 17.9 ft
1 / 1 55 Hz 316 US g.p.m.31.8 ft 4.92 hp 316 US g.p.m.31.8 ft 4.92 hp 51.6 %242 kWh/US MG 16 ft
1 / 1 50 Hz 287 US g.p.m.26.3 ft 3.7 hp 287 US g.p.m.26.3 ft 3.7 hp 51.6 %199 kWh/US MG 13.7 ft
Operating characteristics
Water, pure
,39.2 °F,62.42 lb/ft³,1.6891E-5 ft²/s
3/24/2021Last updateCreated on 3/24/2021
Alden MeadeCreated byProject
Block
Head
55 Hz55 Hz
56%
50 Hz50 Hz
56%
45 Hz45 Hz
56%
40 Hz40 Hz
56%
256 135mm [Pump 1+2]256 135mm [Pump 1]
56%
Eff.
59.9 ft
433 US g.p.m.0
4
8
12
16
20
24
28
32
36
40
44
48
52
56
60
64
68
72
76
80
84
88
92
96
100
104
[ft]
0 100 200 300 400 500 600 700 800 900 [US g.p.m.]
21
NP 3102 SH 3~ Adaptive 256
VFD Analysis
Curves according to:
Pumps /Frequency Flow Head Shaft power Flow Head Shaft power Hydr.eff.Specific NPSHreSystemsEnergy
1 / 1 45 Hz 258 US g.p.m.21.3 ft 2.69 hp 258 US g.p.m.21.3 ft 2.69 hp 51.6 %164 kWh/US MG 11.6 ft
1 / 1 40 Hz 229 US g.p.m.16.8 ft 1.89 hp 229 US g.p.m.16.8 ft 1.89 hp 51.6 %137 kWh/US MG 9.62 ft
Operating characteristics
Water, pure
,39.2 °F,62.42 lb/ft³,1.6891E-5 ft²/s
3/24/2021Last updateCreated on 3/24/2021
Alden MeadeCreated byProject
Block
NP 3102 SH 3~ Adaptive 256
Dimensional drawing
*DIMENSION TO ENDS OF GUIDE BARS
(TO FURTHEST POINT)
Ø3"Outlet center lineREF.LINE
Weight Pump Stand
lbs 235 80241831433
8
1513
16
181
16
11
8
4916
97
16
2" GUIDE BARS
2781034*15341271
16
3614
263
16
711665111687
8 214511
16
7
8
3151621
2
778913
16
Scale Date
RevisionDrawing number
Suctioninlet
Pump inlet
Pumpoutlet
DischargeoutletNP3102SH Ø3"
Ø3"1:20 191213
5385500 8
ZZ
Z-Z
3/24/2021Last updateCreated on 3/24/2021
Alden MeadeCreated byProject
Block
Appendix B.
Flygt Pump Cut Sheets
Flow Projection Scenario Nos. 3 and 4
40 °C
Patented self cleaning semi-open channel impeller, ideal for pumping in
waste water applications. Possible to be upgraded with Guide-pin®
for even better clogging resistance. Modular based design with high
adaptation grade.
Head
488 211mm
69.2%
0
4
8
12
16
20
24
28
32
36
40
44
48
52
56
60
64
68
72
76
80
[ft]
0 200 400 600 800 [US g.p.m.]
NP 3127 HT 3~ Adaptive 488
211 mm
Number of blades
2
Technical specification
P - Semi permanent, Wet
Configuration
4 inch
Impeller diameter
211 mm
Discharge diameter
4 inch
Motor number Installation type
N3127.070 21-12-4AL-W
10hp
Inlet diameter
Maximum operating speed
1745 rpm
Materials
Grey cast iron
Stator housing material
Curves according to:
Pump information
Discharge diameter
100 mm
Impeller diameter
Impeller
Hard-Iron ™
,39.2 °F,62.42 lb/ft³,1.6891E-5 ft²/s
Curve: ISO 9906
Max. fluid temperature
Water, pure
4/27/2021Last updateCreated on 4/27/2021
Alden MeadeCreated byProject
Block
NP 3127 HT 3~ Adaptive 488
Technical specification
Motor - General
Frequency Rated voltage
Rated powerRated speed
Rated current
460 V
10 hp1745 rpm
13 A
3~N3127.070 21-12-4AL-W
10hp
Phases
Total moment of inertia
1.32 lb ft²
Power factor - 1/1 Load
0.86
0.84
0.77
86.5 %
88.3 %
88.8 %
Motor number
ATEX approved
60 Hz
Number of poles
4
Stator variant
12
Insulation class
H
Type of Duty
Motor - Technical
Power factor - 3/4 Load
Power factor - 1/2 Load
Motor efficiency - 1/1 Load
Motor efficiency - 3/4 Load
Motor efficiency - 1/2 Load
Starting current, direct starting
Starting current, star-delta
69.9 A
23.3 A
S1
Starts per hour max.
30
FM
Version code
070
4/27/2021Last updateCreated on 4/27/2021
Alden MeadeCreated byProject
Block
NP 3127 HT 3~ Adaptive 488
Performance curve
Duty point
55.8 ft337 US g.p.m.
HeadFlow
Curves according to:
Head
Pump Efficiency
Overall Efficiency
Power input P1
Shaft power P2
NPSHR-values
488 211mm
69.2%
55.8 ft
64.7 %
57.2 %
7.36 hp
8.32 hp
13.3 ft
337 US g.p.m.
488 211mm
55.8 ft
64.7 %
57.2 %
7.36 hp
8.32 hp
13.3 ft
337 US g.p.m.
488 211mm
55.8 ft
64.7 %
57.2 %
7.36 hp
8.32 hp
13.3 ft
337 US g.p.m.
488 211mm (P2)
55.8 ft
64.7 %
57.2 %
7.36 hp
8.32 hp
13.3 ft
337 US g.p.m.
488 211mm (P1)
55.8 ft
64.7 %
57.2 %
7.36 hp
8.32 hp
13.3 ft
337 US g.p.m.
488 211mm
55.8 ft
64.7 %
57.2 %
7.36 hp
8.32 hp
13.3 ft
337 US g.p.m.
0
4
8
12
16
20
24
28
32
36
40
44
48
52
56
60
64
68
72
76
80
[ft]
0
10
20
30
40
50
60
[%]
3
4
5
6
7
8
9
10
[hp]
10
12
14
16
18
20
22
24
[ft]
0 50 100 150 200 250 300 350 400 450 500 550 600 650 700 750 800 850 900 950 1000 [US g.p.m.]
,39.2 °F,62.42 lb/ft³,1.6891E-5 ft²/s
Curve: ISO 9906
Water, pure
4/27/2021Last updateCreated on 4/27/2021
Alden MeadeCreated byProject
Block
Pumps /Flow Head Shaft power Flow Head Shaft power Hydr.eff.Specific NPSHre
Systems Energy
1 337 US g.p.m.55.8 ft 7.36 hp 337 US g.p.m.55.8 ft 7.36 hp 64.7 %306 kWh/US MG 13.3 ft
NP 3127 HT 3~ Adaptive 488
Duty Analysis
Curves according to:
Head
55 Hz
69.2%
50 Hz
69.2%
45 Hz
69.2%
40 Hz
69.2%
35 Hz
69.2%
30 Hz
69.2%
488 211mm
69.2%
55.8 ft
337 US g.p.m.0
4
8
12
16
20
24
28
32
36
40
44
48
52
56
60
64
68
72
76
80
[ft]
0 100 200 300 400 500 600 700 800 900 [US g.p.m.]
1
Operating characteristics
,39.2 °F,62.42 lb/ft³,1.6891E-5 ft²/sWater, pure
4/27/2021Last updateCreated on 4/27/2021
Alden MeadeCreated byProject
Block
Head
Pump Efficiency
Overall Efficiency
Pow er input P1
Shaft pow er P2
NPSHR-values
55 Hz
69.2%
50 Hz
69.2%
45 Hz
69.2%
40 Hz
69.2%
35 Hz
69.2%
30 Hz
69.2%
488 211mm
69.2%
55 Hz50 Hz45 Hz40 Hz35 Hz30 Hz 488 211mm55 Hz50 Hz45 Hz40 Hz35 Hz30 Hz 488 211mm
55 Hz
50 Hz
45 Hz
40 Hz35 Hz30 Hz
488 211mm (P2)55 Hz
50 Hz
45 Hz
40 Hz
35 Hz30 Hz
488 211mm (P1)
55 Hz
50 Hz
45 Hz
40 Hz
35 Hz
30 Hz
488 211mm
0
4
8
12
16
20
24
28
32
36
40
44
48
52
56
60
64
68
72
76
80
[ft]
0
10
20
30
40
50
60
[%]
0
2
4
6
8
10
[hp]
4
8
12
16
20
[ft]
0 100 200 300 400 500 600 700 800 900 [US g.p.m.]
NP 3127 HT 3~ Adaptive 488
VFD Curve
Curves according to:,39.2 °F,62.42 lb/ft³,1.6891E-5 ft²/s
Curve: ISO 9906
Water, pure
4/27/2021Last updateCreated on 4/27/2021
Alden MeadeCreated byProject
Block
Head
55 Hz
69.2%
50 Hz
69.2%
45 Hz
69.2%
40 Hz
69.2%
35 Hz
69.2%
30 Hz
69.2%
488 211mm
69.2%
55.8 ft
337 US g.p.m.0
4
8
12
16
20
24
28
32
36
40
44
48
52
56
60
64
68
72
76
80
[ft]
0 100 200 300 400 500 600 700 800 900 [US g.p.m.]
1
NP 3127 HT 3~ Adaptive 488
VFD Analysis
Curves according to:
Pumps /Frequency Flow Head Shaft power Flow Head Shaft power Hydr.eff.Specific NPSHreSystemsEnergy
1 60 Hz 337 US g.p.m.55.8 ft 7.36 hp 337 US g.p.m.55.8 ft 7.36 hp 64.7 %306 kWh/US MG 13.3 ft
1 55 Hz 310 US g.p.m.47.1 ft 5.72 hp 310 US g.p.m.47.1 ft 5.72 hp 64.7 %258 kWh/US MG 11.6 ft
1 50 Hz 282 US g.p.m.39 ft 4.3 hp 282 US g.p.m.39 ft 4.3 hp 64.7 %214 kWh/US MG 10 ft
1 45 Hz 254 US g.p.m.31.6 ft 3.13 hp 254 US g.p.m.31.6 ft 3.13 hp 64.7 %175 kWh/US MG 8.45 ft
1 40 Hz 226 US g.p.m.24.9 ft 2.2 hp 226 US g.p.m.24.9 ft 2.2 hp 64.7 %143 kWh/US MG 7 ft
1 35 Hz 197 US g.p.m.19.1 ft 1.47 hp 197 US g.p.m.19.1 ft 1.47 hp 64.7 %116 kWh/US MG 5.65 ft
Operating characteristics
Water, pure
,39.2 °F,62.42 lb/ft³,1.6891E-5 ft²/s
4/27/2021Last updateCreated on 4/27/2021
Alden MeadeCreated byProject
Block
Head
55 Hz
69.2%
50 Hz
69.2%
45 Hz
69.2%
40 Hz
69.2%
35 Hz
69.2%
30 Hz
69.2%
488 211mm
69.2%
55.8 ft
337 US g.p.m.0
4
8
12
16
20
24
28
32
36
40
44
48
52
56
60
64
68
72
76
80
[ft]
0 100 200 300 400 500 600 700 800 900 [US g.p.m.]
1
NP 3127 HT 3~ Adaptive 488
VFD Analysis
Curves according to:
Pumps /Frequency Flow Head Shaft power Flow Head Shaft power Hydr.eff.Specific NPSHreSystemsEnergy
1 30 Hz 169 US g.p.m.14 ft 0.928 hp 169 US g.p.m.14 ft 0.928 hp 64.7 %95.3 kWh/US MG 4.42 ft
Operating characteristics
Water, pure
,39.2 °F,62.42 lb/ft³,1.6891E-5 ft²/s
4/27/2021Last updateCreated on 4/27/2021
Alden MeadeCreated byProject
Block
NP 3127 HT 3~ Adaptive 488
Dimensional drawing
Weight Pump Stand
lbs 325 80
Outlet center lineREF.LINE
Ø4"
Scale Date
RevisionDrawing number
Suctioninlet
Pump inlet
Pump outlet
DischargeoutletFP,NP 3127 HT Ø4"
Ø4"1:20 191230
6634100 6
181516
338 1634
1316
91316 4916
2" GUIDE BARS
2478318213
161534133812
3151677891316
21316
395
16
2812
838 71116911640°71167516
7
8
ZZ
Z-Z
4/27/2021Last updateCreated on 4/27/2021
Alden MeadeCreated byProject
Block
40 °C
Patented self cleaning semi-open channel impeller, ideal for pumping in
waste water applications. Possible to be upgraded with Guide-pin®
for even better clogging resistance. Modular based design with high
adaptation grade.
Head
434 227mm
77.4%
0
4
8
12
16
20
24
28
32
36
40
44
48
52
56
60
64
68
72
76
80
84
88
[ft]
0 400 800 1200 1600 2000 [US g.p.m.]
NP 3153 MT 3~ 434
227 mm
Number of blades
2
Technical specification
P - Semi permanent, Wet
Configuration
6 inch
Impeller diameter
227 mm
Discharge diameter
6 inch
Motor number Installation type
N3153.095 21-18-4AA-W
20hp
Inlet diameter
Maximum operating speed
1755 rpm
Materials
Curves according to:
Pump information
Discharge diameter
150 mm
Impeller diameter
Impeller
Hard-Iron ™
,39.2 °F,62.42 lb/ft³,1.6891E-5 ft²/s
Curve: ISO 9906
Max. fluid temperature
Water, pure
4/27/2021Last updateCreated on 4/27/2021
Alden MeadeCreated byProject
Block
NP 3153 MT 3~ 434
Technical specification
Motor - General
Frequency Rated voltage
Rated powerRated speed
Rated current
460 V
20 hp1755 rpm
26 A
3~N3153.095 21-18-4AA-W
20hp
Phases
Total moment of inertia
2.02 lb ft²
Power factor - 1/1 Load
0.83
0.77
0.66
87.5 %
89.0 %
89.0 %
Motor number
ATEX approved
60 Hz
Number of poles
4
Stator variant
5
Insulation class
H
Type of Duty
Motor - Technical
Power factor - 3/4 Load
Power factor - 1/2 Load
Motor efficiency - 1/1 Load
Motor efficiency - 3/4 Load
Motor efficiency - 1/2 Load
Starting current, direct starting
Starting current, star-delta
148 A
49.3 A
S1
Starts per hour max.
30
FM
Version code
095
4/27/2021Last updateCreated on 4/27/2021
Alden MeadeCreated byProject
Block
NP 3153 MT 3~ 434
Performance curve
Duty point
45.6 ft1130 US g.p.m.
HeadFlow
Curves according to:
Head
Pump Efficiency
Overall Efficiency
Power input P1
Shaft power P2
NPSHR-values
434 227mm
77.4% 45.6 ft
77.4 %
68.7 %
16.8 hp
19 hp
22 ft
1130 US g.p.m.
434 227mm
45.6 ft
77.4 %
68.7 %
16.8 hp
19 hp
22 ft
1130 US g.p.m.
434 227mm
45.6 ft
77.4 %
68.7 %
16.8 hp
19 hp
22 ft
1130 US g.p.m.
434 227mm (P2)
45.6 ft
77.4 %
68.7 %
16.8 hp
19 hp
22 ft
1130 US g.p.m.
434 227mm (P1)
45.6 ft
77.4 %
68.7 %
16.8 hp
19 hp
22 ft
1130 US g.p.m.
434 227mm
NPSHR = 32.809 ft
45.6 ft
77.4 %
68.7 %
16.8 hp
19 hp
22 ft
1130 US g.p.m.
0
4
8
12
16
20
24
28
32
36
40
44
48
52
56
60
64
68
72
76
80
84
88
[ft]
0
10
20
30
40
50
60
70
[%]
0
4
8
12
16
[hp]
20
24
28
32
36
40
[ft]
0 200 400 600 800 1000 1200 1400 1600 1800 2000 2200 [US g.p.m.]
,39.2 °F,62.42 lb/ft³,1.6891E-5 ft²/s
Curve: ISO 9906
Water, pure
4/27/2021Last updateCreated on 4/27/2021
Alden MeadeCreated byProject
Block
Pumps /Flow Head Shaft power Flow Head Shaft power Hydr.eff.Specific NPSHre
Systems Energy
1 1130 US g.p.m.45.6 ft 16.8 hp 1130 US g.p.m.45.6 ft 16.8 hp 77.4 %209 kWh/US MG 22 ft
NP 3153 MT 3~ 434
Duty Analysis
Curves according to:
Head
55 Hz
77.4%
50 Hz
77.4%
45 Hz
77.4%
40 Hz
77.4%
35 Hz
77.4%
30 Hz
77.4%434 227mm
77.4% 45.6 ft
1130 US g.p.m.0
4
8
12
16
20
24
28
32
36
40
44
48
52
56
60
64
68
72
76
80
84
88
[ft]
0 200 400 600 800 1000 1200 1400 1600 1800 2000 2200 [US g.p.m.]
1
Operating characteristics
,39.2 °F,62.42 lb/ft³,1.6891E-5 ft²/sWater, pure
4/27/2021Last updateCreated on 4/27/2021
Alden MeadeCreated byProject
Block
Head
Pump Efficiency
Overall Efficiency
Pow er input P1
Shaft pow er P2
NPSHR-values
55 Hz
77.4%
50 Hz
77.4%
45 Hz
77.4%
40 Hz
77.4%
35 Hz
77.4%
30 Hz
77.4%434 227mm
77.4%
55 Hz50 Hz45 Hz40 Hz35 Hz30 Hz 434 227mm55 Hz50 Hz45 Hz40 Hz35 Hz30 Hz 434 227mm
55 Hz
50 Hz
45 Hz
40 Hz35 Hz30 Hz
434 227mm (P2)55 Hz
50 Hz
45 Hz
40 Hz35 Hz30 Hz
434 227mm (P1)
55 Hz
50 Hz
45 Hz
40 Hz
35 Hz
30 Hz
434 227mm
NPSHR = 32.809 ft
0
5
10
15
20
25
30
35
40
45
50
55
60
65
70
75
80
85
[ft]
0
10
20
30
40
50
60
70
[%]
0
4
8
12
16
[hp]
5
10
15
20
25
30
35
[ft]
0 200 400 600 800 1000 1200 1400 1600 1800 2000 2200 [US g.p.m.]
NP 3153 MT 3~ 434
VFD Curve
Curves according to:,39.2 °F,62.42 lb/ft³,1.6891E-5 ft²/s
Curve: ISO 9906
Water, pure
4/27/2021Last updateCreated on 4/27/2021
Alden MeadeCreated byProject
Block
Head
55 Hz
77.4%
50 Hz
77.4%
45 Hz
77.4%
40 Hz
77.4%
35 Hz
77.4%
30 Hz
77.4%434 227mm
77.4% 45.6 ft
1130 US g.p.m.0
4
8
12
16
20
24
28
32
36
40
44
48
52
56
60
64
68
72
76
80
84
88
[ft]
0 200 400 600 800 1000 1200 1400 1600 1800 2000 2200 [US g.p.m.]
1
NP 3153 MT 3~ 434
VFD Analysis
Curves according to:
Pumps /Frequency Flow Head Shaft power Flow Head Shaft power Hydr.eff.Specific NPSHreSystemsEnergy
1 60 Hz 1130 US g.p.m.45.6 ft 16.8 hp 1130 US g.p.m.45.6 ft 16.8 hp 77.4 %209 kWh/US MG 22 ft
1 55 Hz 1040 US g.p.m.38.4 ft 13 hp 1040 US g.p.m.38.4 ft 13 hp 77.4 %175 kWh/US MG 19.2 ft
1 50 Hz 942 US g.p.m.31.7 ft 9.78 hp 942 US g.p.m.31.7 ft 9.78 hp 77.4 %144 kWh/US MG 16.4 ft
1 45 Hz 848 US g.p.m.25.7 ft 7.13 hp 848 US g.p.m.25.7 ft 7.13 hp 77.4 %118 kWh/US MG 13.9 ft
1 40 Hz 754 US g.p.m.20.3 ft 5.01 hp 754 US g.p.m.20.3 ft 5.01 hp 77.4 %96.5 kWh/US MG 11.5 ft
1 35 Hz 660 US g.p.m.15.5 ft 3.35 hp 660 US g.p.m.15.5 ft 3.35 hp 77.4 %78.1 kWh/US MG 9.3 ft
Operating characteristics
Water, pure
,39.2 °F,62.42 lb/ft³,1.6891E-5 ft²/s
4/27/2021Last updateCreated on 4/27/2021
Alden MeadeCreated byProject
Block
Head
55 Hz
77.4%
50 Hz
77.4%
45 Hz
77.4%
40 Hz
77.4%
35 Hz
77.4%
30 Hz
77.4%434 227mm
77.4% 45.6 ft
1130 US g.p.m.0
4
8
12
16
20
24
28
32
36
40
44
48
52
56
60
64
68
72
76
80
84
88
[ft]
0 200 400 600 800 1000 1200 1400 1600 1800 2000 2200 [US g.p.m.]
1
NP 3153 MT 3~ 434
VFD Analysis
Curves according to:
Pumps /Frequency Flow Head Shaft power Flow Head Shaft power Hydr.eff.Specific NPSHreSystemsEnergy
1 30 Hz 565 US g.p.m.11.4 ft 2.11 hp 565 US g.p.m.11.4 ft 2.11 hp 77.4 %62.8 kWh/US MG 7.26 ft
Operating characteristics
Water, pure
,39.2 °F,62.42 lb/ft³,1.6891E-5 ft²/s
4/27/2021Last updateCreated on 4/27/2021
Alden MeadeCreated byProject
Block
NP 3153 MT 3~ 434
Dimensional drawing
MIN LEVEL
ZZ
ZZ
11"10"5"43"2"Ø6"
11"
NP,FP 3153 MT
Weight
5 0 °13"caleS
Drawn
Reg no
DatebyCheckedby
DRAWINGAUTOCAD
Denomination
Dimensional drwg
33
8 171
2
207
8
49
16
173421
8
291
2
61
8 83
4
43
8*151241235145181014712BOLT Ø3
4 (4x)
DIMENSION TO ENDS OF GUIDE BARS*
VIEW
REF.LINE
CL OF DISCHREF.LINE
(TO FURTHEST POINT)
REF.LINE
GUIDE BARS2"
6504300 12
5399
141117IWCJS
Ø6"
(lbs)
Pump Disch
485 175
4/27/2021Last updateCreated on 4/27/2021
Alden MeadeCreated byProject
Block
Appendix C.
Conceptual Force Main
and Gravity Sewer
Alignment Options
10,0000.3
Miles
This product is for informational purposes and may not have been
prepared for, or be suitable for legal, engineering, or surveying
purposes. Users of this information should review or consult the
primary data and information sources to ascertain the usability of
the information. Feet
1,1650
Legend
582
Location
1,165
04/27/2021
Created By:
Created For:
Date:
Norton Ranch Subdivision
Conceptual Level Alignment Options
Lift Stations
Abandoned Mains
Force Mains
Gravity Mains
Street Names
City Limits
Appendix D.
Pump/VFD Startup
10 Second Ramp Up
Empty Pipe
FET
Flygt Engineering Tool
Page 9 of 10 4/20/2021 7:52 PM
Norton Ranch
(4.0.0.10)
Date:
Start as a function of time
Starting cycle in the torque
Disclamer
As with any engineering software, the accuracy of the output is based on the accuracy of the input data, and it is the responsibility of those supplying that information to verify that this data is
correct. These calculations are supplied for reference only, based on Flygt equipment, and are meant for preliminary equipment design and system evaluation. A professional engineer,
licensed in the appropriate field of engineering, should always conduct the final evaluation of the application if there are liabilities involved.
FET
Flygt Engineering Tool
Page 10 of 10 4/20/2021 7:52 PM
Norton Ranch
(4.0.0.10)
Date:
Starting cycle in the QH-diagram
Assumptions
FET assumes that the sump and outlet level is constant and that they are not affected by the flow of
water going through the system.
Losses in the pump station pipes are spread out evenly along each pipe.
Losses in the force main are spread out evenly along the pipe profile.
When calculating a “partly filled system” the software assumes that the pipe is completely filled
independent of the inclination of the pipe from the location specified by the user .
Disclamer
As with any engineering software, the accuracy of the output is based on the accuracy of the input data, and it is the responsibility of those supplying that information to verify that this data is
correct. These calculations are supplied for reference only, based on Flygt equipment, and are meant for preliminary equipment design and system evaluation. A professional engineer,
licensed in the appropriate field of engineering, should always conduct the final evaluation of the application if there are liabilities involved.