HomeMy WebLinkAbout014_Nelson Meadows Water & Sewer Report 2018 NELSON MEADOWS SUBDIVISION
WATER AND WASTEWATER DESIGN REPORT
FEBRUARY 2018
1.0 Introduction
The proposed Nelson Meadows Subdivision property contains a total of 69.47 acres and is
generally located at the northwest corner of Nelson Road and the I-90 Frontage Road. The
property was annexed and zoned M-1, Light Manufacturing,in May of 2018. The subdivision
will consist of 27 industrial lots,2 stormwater tracts, and a lift station tract. Each industrial lot
will have frontage on streets with 60' width dedicated right-of-way.
The following is the legal description for the property.
Tract 1C and Tract 1D of Certificate of Survey No. 1372B, located in the SE1/4 of Section 22,
Township 1 South, Range 5 East, Principal Meridian, Gallatin County,Montana, and the
Northeast Quarter of the Northeast Quarter(NE1/NE1/) and the East Half of the East Half of the
West Half of the Northeast Quarter(EV2E%ZW%ZNE'/) of Section Twenty-seven(27),Township
One(1) South,Range Five(5)East,M.P.M.
Table 1:Project Area
Survey Parcels Zoning Acreage
COS 1372B 1C, 1D M-1 Existing 58.72
NE1/4,NEIA
E1/2,E1/2, NA M-1 Existing 10.75
W1/2,NEIA
Total 69.47
M-1: Light Ma nufacturing District
Water mains within the subdivision will be located in the right-of-way with services stubbed to
the property line providing connection stubs to the building locations. Future water connection
stubs will also be provided at the north and south ends of the project on Nelson Road, at the
southwest extent of the project near the Frontage Road and Valley Center Intersection, and at the
north end of the proposed Royal Wolf Way. Off-site water mains will be extended from the
existing water main along the Frontage Road serving NOT.
Sewer collection for the project will consist of sewer mains located in the right-of-way or
easements with individual services stubbed to the properties. Sewer mains will flow to the
northwest extent of the property into a lift station. The lift station will be sized to handle
wastewater generation from the subdivision. A forcemain from the lift station will pass along a
30 foot access and utilities easement along the north boundary of the subdivision to Nelson
Road, south to the Frontage Road, and southeast paralleling the Frontage Road. The force main
will eventually connect the Davis Lane Lift Station project(CIP#WWIF24). If the Davis Lane
Lift Station project is not available within the Nelson Meadows Subdivision's timeframe,then
and alternative force main route will be designed to the WRF.
Public water and sewer main infrastructure installed for the project will be owned and operated
by the City of Bozeman upon completion. There will be an exception for the private sewer lift
station and forcemain which will be privately owned,maintained, and operated by the
subdivision Property Owners Association. A Municipal Facilities Exemption(MFE)process will
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be implemented for DEQ review as the project proceeds through permitting for water and sewer
service capacity. Water supply from the City generally consists of surface water treatment at
Sourdough and the Lyman Creek spring, storage reservoirs,pump stations,pressure reducing
valves, and distribution system piping. City wastewater infrastructure servicing this project
includes collection by a sewer interceptor north of I-90 and the Frontage Road, and treatment at
the Water Reclamation Facility(WRF).
2.0 Water System
Water Demand
City water service for the Nelson Meadows Subdivision is proposed. The project will include
infrastructure to serve the property as well as incorporation of overall distribution system
concepts according to the Water Facility Plan Update dated July 2017.
Water demand for the proposed development includes water services for M-1 Zoning designation
according to property uses outlined in the UDO Sec. 38.300.120. The City Design Standards and
Specifications Policy document(Page 45) accounts for water demand by population and 170
gpd/person plus the maximum hour to average day ratio of 3:1 and the maximum day to average
day ratio of 2.3:1. In order to predict population, the average day wastewater demand of 66,691
gpd calculated in Part 3.0 of this report is divided into the City Design Standards and
Specification Policy(Page 48)value of 89 gpd/capita to produce an equivalent population of 749
people. Table 2 summarizes the projected water demands.
Table 2: Water Demand Pro'ections
Equivalent Flow Average Maximum Maximum
Zoning Acreage Population (gpd/ Day Flow Day Flow Hour Flow
(People) person) d) d ' m)Z
M-1 69.47 749 170 127,330 292,859 265
1 Maximum day factor of 2.3:1 (City Design Standards and Specifications Policy,pg 45)
2 Maximum hour factor of 3:1 (City Design Standards and Specifications Policy,pg 45
• Average daily flow is anticipated to be 127,330 gpd or 88 gpm.
• The maximum day flows are calculated to be 292,859 or 203 gpm.
• The maximum hour flows are calculated to be 265 gpm.
Fire protection will be provided through main line hydrants installed in accordance with
applicable regulations. Fire flows are calculated based on the International Fire Code(IFC) and
concept building sizes expected in the industrial setting. Water distribution system modeling
indicates that the new distribution network can produce 1,600 gpm fire flows with pressures of at
least 20 psi in addition to maximum day demands with a single feed from the MDT water main.
This could potentially allow buildings without sprinklers, according to IFC Appendix B, Table
B105.1 ranging from 25,885 square feet with Type I construction to 4,114 square feet with Type
V-B construction. Larger square footage buildings are allowed by IFC Appendix B to reduce the
flow requirement up to 75% or not less than 1,500 gpm using fire sprinklers. Duration of the
worst-case fire flow event would be 4 hours at 1,600 gpm with a storage volume of 384,000
gallons. Standard hydrant locations will be at 450 foot spacing intervals per IFC Appendix C,
and at intersections, dead ends, and piping high points. Coordination with the Fire Department
for hydrant locations will be completed during detailed design review for the subdivision. It may
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be determined during lot specific site plan review submittals that individual buildings may
require additional off-street hydrants located at access points or in parking islands.
Water Improvements
Water main extensions to serve the subdivision are proposed to connect at two existing points in
the distribution system being on the 8"water main fronting the MDT property on the Frontage
Road and a future 16"water main planned to come across I-90 from Davis Lane. The Frontage
Road connection will be the sole connection initially. Pipe sizes are coordinated with the Water
Facility Plan Update July 2017, City GIS data, and City Engineering staff input.
Table 3: Water Main Connection Points
Connection Point Existing Main Proposed Approx. Off-site
Size(in) Main Size(in) Len h(ft)
Frontage Road/MDT 8 12 700
Davis Lane/Nelson Road NA 16 NA
Water mains are sized to keep velocities at 15 feet per second(fps) or less and minimize friction
losses so that a minimum pressure of 20 psi is maintained during maximum day demand plus fire
flow conditions. Buried gate water valves will be located throughout the subdivision and
provided on off-site water mains as required in the City Design Standards and Specifications
Policy. Water main stubs for future use are included at the north and south extents of the
subdivision on Nelson Road,near the Frontage Road and Valley Center Intersection, and at the
north end of Royal Wolf Way with sizing to match the Water Facility Plan Update. A pressure
reducing valve(PRV)will be located at the MDT connection point since current pressures at the
MDT site exceed 120 psi and another PRV will be installed on the future 16"water main feeding
from the south. The proposed PRV locations are intended to conform to the Pressure Zone HGL
4725 Northwest 3 shown on Figure 9-3 of the Water Facility Plan Update.
Water Service Sizing: Due to this being an industrial subdivision(M-1 —zoning and the end
use of each lot yet to be determined) and all the lots being larger than 30,000 SF we are
proposing 4"domestic and 6" fire services for each lot. The eventual lot owners could construct
anything allowed or conditionally allowed under the M-1 zoning designation. The 4" and 6"
service sizes should be the maximum size any lot user would need in the future. The service
sizes can always be downsized going into the lots if the actual water demand does not dictate the
4"and 6"service size. We want to avoid cutting the new roads to install larger services.
Water Modeling
Water modeling using the proposed water main locations has been input into WaterCAD V8i
software to assess expected performance of the new distribution network. Water supply from the
existing City water system has been modeled by a reservoir and pump at Springhill Road and
Campbell Road to mimic distribution system output. Use of fire hydrant flow data and a
reservoir/pump supply is a commonly used method to build a stand-alone model without
reproducing the complete distribution system. Hydrant flow data was provided by staff from the
City Water Department that flowed a hydrant at that intersection as well as at the MDT site to
provide actual system data.
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Table 4:Hvdrant Tests
Hydrant Location Static Pitot Residual Flow(gpm)
Pressure(psi) Pressure (psi) Pressure(psi)
Springhill Road and
Campbell Road 126 88 116 1575
Intersection
MDT Property 132 68 82 1365
In this case, the MDT hydrant is used to check model output while using the Springhill Road and
Campbell Road hydrant as the supply for the model. Reasonable results were observed from the
model when equal flow is applied to the node on the MDT property as a check.
Table 5: Water Model Inputs-3 Point Pump and Reservoir
Connection Condition Flow(gpm Head ft Head(psi)
Springhill Road and Shutoff 0 291 126
Campbell Road Design 1,572 268 116
Intersection Max.Operating' 5,636 46 20
'Calculated Value
Demand on the new water distribution system was placed at the northern end of each of the
project at the furthest point from the existing City distribution system. Fire flows of 1,600 gpm
were applied at the furthest hydrant location in addition to maximum day demands using the
single connection near MDT. When the future connection from Davis Lane is complete,
available fire flow is expected increase as predicted in Figure 9-9 and as recommended for M-1
zoning in Table 5.7 of the Water Facility Plan. Distributions system modeling results indicate
that the proposed water mains will be capable of providing the needed flows for the project.
Information from the water modeling is provided following this report.
3.0 Wastewater System
Wastewater Generation
The wastewater generation for the proposed development includes sewer services for M-1
Zoning designation includes uses outlined in the UDO Sec. 38.300.120. The City Design
Standards and Specifications Policy document(Table V-1 Page 49)lists wastewater flow rate
based on zoning classification and the peak hour factor is calculated based on the City Design
Standards and Specification Policy(Page 48). The final addition to projected wastewater
generation is infiltration/inflow(I/I) which is 150 gpd/acre per the City Design Standards and
Specifications Policy(Page 48).
Table 6: Wastewater Projections
Inflow/
Average Day Peak Hour Design Flow
Zoning Acreage Flow(gpd)' Flow(gpm)' Infiltration (gpm),
M-1 69.47 66,691 180 10,421 187
'Design Standards and Specifications Policy(M-1 is 960 gpd/acre)
'Equivalent Population of 749 at 89 gpcd.Peak hour factor of 3.87.
3 Design Standards and Specifications Policy(150 gpd/acre)
'Sum of Peak Hour Flow and I/I
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• Average daily flow is anticipated to be 66,691 gpd or 46 gpm.
• The peak hour flows are calculated to be 180 gpm based on a factor of 3.87.
• Sum of peak hour flow and I/I is 187 gpm
Nelson Meadows will utilize City wastewater capacity for 66,691 gpd of average day flow plus
the potential for 10,421 gpd of I/I. Sewer collection mains, lift station, and forcemain
infrastructure will be sized to handle the peak flow requirement of 187 gpm for the development.
Sewer Improvements
Collection of wastewater from the proposed development will consist of lot sewer services,
gravity sewer main piping and manholes, a lift station, a forcemain, and connection to an existing
City sewer outfall. Sewer services will be 6"diameter piping stubbed from the sewer mains to
the property lines for future connection when buildings are constructed. Sewer mains will be
located in the street right-of-ways draining to the north end of Royal Wolf Way. 8" diameter
sewer mains and 4' diameter precast concrete manholes will be used for gravity collection. A lift
station will be located at the termination of the gravity collection system and will be deep enough
to allow adequate sewer main pipe slopes throughout the project. The lift station will consist of a
precast concrete wetwell structure with duplex submersible pumps and a building to house check
valves, isolation valves, and flow metering. The lift station building will have utility power
service and generator backup power with space for electrical panels,pump control panels, and a
SCADA panel with alarm notification to the operator. Transport of pumped wastewater will be
accomplished by a 6" diameter forcemain pipe routed in an easement along the north boundary
of the subdivision to Nelson Road, south to the Frontage Road, and parallel southwest along the
Frontage Road to a location of the future Davis Lane Lift Station(CIP#WWIF24) connection.
As was stated earlier, if the Davis Lane Lift Station connection is not available within the Nelson
Meadows Subdivision's timeframe then alternative routes will be considered. Alternative force
main routes could be to parallel the existing 1.5" sewer forcemain for NOT that is currently in an
alignment along the Frontage Road to an outfall/manhole near Springhill Road or the force
main could be routed along the Moss Bridge Road alignment. Ultimately, the sewer outfall will
discharge to the existing 30" interceptor sewer leading to the nearby Water Reclamation Facility
headworks.
Sewer Capacity Calculations
Capacity of proposed infrastructure can be checked by calculating the effect of expected flows
on piping and pumps.New 6" sewer services are proposed for connections from each building
with discharge into sewer collection mains. The maximum capacities of gravity sewer piping
calculated by Bentley F1owMaster V8i software are listed in Table 5. City standards require that
sewer mains be designed to flow 75% or less from those full capacities. Peak hour flow from the
new development is predicted to be 187 gpm, therefore, the sewer mains within the development
will be a 8"diameter pipe to maintain 75% or less capacity of 259 gpm.
Table 5: Gravity Sewer Discharge Rates at Proposed Slo es
Pipe Manning's DEQ Proposed Discharge Discharge
Diameter Coefficient minimum minimumslope slope full(gpm) 75%(gpm)
30" 0.013 0.10% 0.10% 5,821 4,366
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8" 0.013 0.40% 0.40% 1 346 259
6" 0.013 1.0% 1.0% 251 189
4" 0.013 2.0% 2.0% 117 88
Lift station capacity will be based on the peak hour flow needs of the gravity sewer collection
area and the ability to perform with 1 out of the 2 pumps in service. Design of the forcemain pipe
diameter is derived from balancing friction loss over the length of the pipe while maintaining a
minimum flushing velocity of 2 feet/second. Given a forcemain length of 8,531 feet and flow of
190 gpm, expected flow velocity is 2.09 feet/second in a 6" diameter pipe with friction and
minor losses of approximately 36 feet. Elevation difference from the lift station pump off
elevation to discharge in the interceptor sewer is 67 feet. Pump design conditions of 190 gpm at
103 feet of head are reasonable for application with submersible pumps.
Table 6:Forcemain Design Conditions
Lift Station 1 Forcemain Forcemain Forcemain Friction Elevation Total
Pumping Length Diameter Velocity Pump
Rate(gpm) (ft) _ in) ft/s Loss(ft) Head(ft) Head(ft)
190 8,531 6 2.09 36 63 99
4.0 Summary
Proposed water and sewer infrastructure for the Nelson Meadows Subdivision are intended to
serve the subject property and integrate into the existing City infrastructure systems according to
the Water and Wastewater Facility Plan Updates. A single water main connection to the existing
system with a new PRV will be needed to bring water service to the site and a future connection
to Davis Lane will be implemented with a second PRV by others. Sewer connection will require
a lift station and forcemain discharging to the existing 30"interceptor sewer line leading into the
WRF. On-site water and sewer infrastructure will be provided in accordance with Circulars
DEQ-1 and DEQ-2 as well as the City Design Standards and Specifications Policy.
This water and sewer report is intended to demonstrate the design conditions of water and sewer
connections for Nelson Meadows to City infrastructure. Plans and specifications are being
provided to the City and DEQ for review prior to construction of infrastructure for approval.
When approved, the plan and specification documents will be used for construction and
eventually updated into record drawings when the project is complete.
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Water Improvements
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Nelson Meadows Subdivision
Design Report
WaterCAD Modeling
Feb-19
Description: Apply 1,600 gpm fire flow to J-35 near Frontage Road and Valley Center Intersection and max hour 265 gpm to J-14
at the north end of Royal Wolf Way. Temporary single feed from Frontage Road south of MDT.
Junction Report Outputs(1,600 gpm fire flow+265 Rpm max hour) Pipe Report Outputs(1,600 gpm fire flow+265 gpm max hour)
Hydraulic Start Stop
Label Elevation Flow Grade Pressure Label Length Node Node Pipe Dia Flow Velocity
J-6 4,625.00 0 4,692.72 29 P-102 3,356 J-2 PRV-1 8 1,875 11.97
J-8 4,619.00 0 4,687.17 29 P-103 32 PRV-1 J-6 8 1,875 11.97
J-26 4,618.73 10 4,692.72 32 P-2 815 J-1 1-2 8 1,014 6.47
1-7 4,610.00 0 4,685.60 33 P-38 570 J-2 J-20 8 -861 5.5
J-33 4,609.35 0 4,695.50 33 P-39 213 J-20 J-3 8 -861 5.5
J-34 4,609.14 0 4,685.56 33 P-28 378 J-3 J-19 6 -481 5.46
J-42 4,605.25 0 4,684.99 34 P-52 691 J-6 J-8 12 1,865 5.29
J-41 4,604.12 0 4,685.53 35 P-11 794 J-7 J-8 16 -1,865 2.98
J-9 4,603.00 0 4,684.86 35 P-101 19 J-7 J-34 16 1,865 2.98
J-45 4,601.08 0 4,684.65 36 P-31 1,072 J-1 J-19 12 -1,014 2.88
J-12 4,600.00 0 4,682.02 35 P-85 430 J-15 J-40 16 0 0
1-44 4,599.06 0 4,683.47 37 P-86 132 J-40 J-16 16 0 0
J-46 4,599.00 0 4,682.31 36 P-40 319 J-17 J-21 8 380 2.43
J-11 4,598.00 0 4,682.61 37 P-42 95 J-21 J-22 8 380 2.43
J-10 4,598.00 0 4,683.38 37 P-44 457 J-22 J-23 8 380 2.43
J-15 4,597.00 0 4,685.50 38 P-46 163 J-23 1-24 8 380 2.43
J-39 4,596.94 0 4,685.42 38 P-47 154 J-24 J-4 8 380 2.43
J-35 4,597.00 1,600 4,681.61 37 P-56 312 J-28 1-4 8 -380 2.43
J-38 4,596.31 0 4,684.62 38 P-58 183 J-29 J-28 8 -380 2.43
J-37 4,595.42 0 4,683.48 38 P-59 358 J-3 J-30 8 -380 2.43
J-43 4,595.10 0 4,683.07 38 P-60 237 J-30 J-29 8 -380 2.43
1-13 4,595.00 0 4,682.95 38 P-87 472 J-15 J-41 16 -294 0.47
J-40 4,592.41 0 4,685.50 40 P-88 420 J-41 J-34 16 -294 0.47
J-16 4,591.00 0 4,685.50 41 P-77 432 J-13 J-36 8 265 1.69
J-36 4,591.67 0 4,682.27 39 P-78 86 J-36 J-14 8 265 1.69
J-14 4,591.00 265 4,682.14 39 P-33 298 R-1 PMP-1 24 1,875 1.33
J-2 4,652.00 0 4,890.95 103 P-34 45 PMP-1 J-19 24 1,875 1.33
1-1 4,655.00 0 4,906.23 109 P-30 684 J-19 1-17 12 380 1.08
J-20 4,640.34 0 4,898.85 112 P-81 599 J-37 J-38 8 -294 1.88
J-3 4,638.00 0 4,901.80 114 P-83 426 J-38 J-39 8 -294 1.88
J-30 4,639.00 0 4,902.89 114 P-84 43 J-39 J-15 8 -294 1.88
J-19 4,642.00 0 4,909.02 116 P-91 67 J-13 J-43 8 -294 1.88
1-29 4,632.58 0 4,903.61 117 P-92 217 J-43 J-37 8 -294 1.88
J-28 4,629.87 0 4,904.17 119 P-16 302 J-10 J-13 16 1,571 2.51
J-4 4,626.00 0 4,905.12 121 P-72 46 J-33 J-34 16 -1,571 2.51
J-24 4,626.00 0 4,905.59 121 P-89 352 J-33 J-42 16 1,571 2.51
J-23 4,626.00 0 4,906.08 121 P-90 91 J-42 J-9 16 1,571 2.51
J-22 4,626.00 0 4,907.47 122 P-94 62 J-44 J-10 16 1,571 2.51
J-21 4,626.00 0 4,907.76 122 P-95 1471-9 J-45 16 1,571 2.51
J-17 4,626.00 0 4,908.73 122 P-96 815 J-45 J-44 16 1,571 2.51
P-50 798 J-6 J-26 8 10 0.06
P-14 229 J-13 J-11 16 1,600 2.55
P-97 196 J-11 J-46 16 1,600 2.55
P-98 196 J-46 J-12 16 1,600 2.55
P-76 276 J-12 J-35 16 1,600 2.55
Nelson Meadows Subdivision
Design Report
WaterCAD Modeling
Feb-19
Description: Apply 1,600 gpm fire flow to J-16 at North end of Nelson Road and max hour 26S gpm to J-14
at the north end of Royal Wolf Way. Temporary single feed from Frontage Road south of MDT.
Junction Report Outputs(1600 gpm fire flow+265 gpm max hour) Pipe Report Outputs f1,600 gpm fire flow+265gpm max hour)
Hydraulic Start Stop
Label Elevation Flow Grade Pressure Label Length Node Node Pipe Dia Flow Velocity
J-6 4,625.00 0 4,692.72 29 P-102 3,356 J-2 PRV-1 8 1,875 11.97
1-8 4,619.00 0 4,687.17 29 P-103 32 PRV-1 J-6 8 1,875 11.97
J-26 4,618.73 30 4,692.72 32 P-2 815 J-1 J-2 8 1,014 6.47
J-7 4,610.00 0 4,685.60 33 P-38 570 J-2 1-20 8 -861 5.5
J-33 4,609.35 0 4,685.56 33 P-39 213 J-20 J-3 8 -861 5.5
J-34 4,609.14 0 4,685.56 33 P-28 378 J-3 J-19 6 -481 5.46
J-42 4,605.25 0 4,685.51 35 P-52 691 J-6 J-8 12 1,865 5.29
J-41 4,604.12 0 4,685.05 35 P-11 794 J-7 J-8 16 -1,865 2.98
J-9 4,603.00 0 4,685.50 36 P-101 19 J-7 J-34 16 1,865 2.98
J-45 4,601.08 0 4,685.48 37 P-31 1,072 J-1 J-19 12 -1,014 2.88
J-12 4,600.00 0 4,685.33 37 P-85 430 J-15 J-40 16 1,600 2.55
J-44 4,599.06 0 4,685.37 37 P.-86 132 J-40 J-16 16 1,600 2.55
J-46 4,599.00 0 4,685.33 37 P-40 319 J-17 J-21 8 380 2.43
J-11 4,598.00 0 4,685.33 38 P-42 95 J-21 J-22 8 380 2.43
J-10 4,598.00 0 4,685.37 38 P-44 457 J-22 J-23 8 380 2.43
J-15 4,597.00 0 4,694.47 38 P-46 163 J-23 J-24 8 380 2.43
J-39 4,596.94 0 4,684.50 38 P-47 154 J-24 J-4 8 380 2.43
J-35 4,597.00 0 4,685.33 38 P-56 312 J-28 J-4 8 -380 2.43
J-38 4,596.31 0 4,684.77 38 P-58 183 J-29 J-28 8 -380 2.43
J-37 4,595.42 0 4,685.15 39 P-59 358 J-3 J-30 8 -380 2.43
J-43 4,595.10 0 4,685.29 39 P-60 237 J-30 J-29 8 -380 2.43
J-13 4,595.00 0 4,685.33 39 P-87 472 J-15 J-41 16 -1,437 2.29
J-40 4,592.41 0 4,683.83 40 P-88 420 J-41 J-34 16 -1,437 2.29
J-16 4,591.00 1,600 4,683.64 40 P-77 432 J-13 J-36 8 265 1.69
J-36 4,591.67 0 4,684.65 40 P-78 86 J-36 J-14 8 265 1.69
1-14 4,591.00 265 4,684.52 40 P-33 298 R-1 PMP-1 24 1,875 1.33
J-2 4,652.00 0 4,890.95 103 P-34 45 PMP-1 J-19 24 1,875 1.33
J-1 4,655.00 0 4,906.23 109 P-30 684 J-19 J-17 12 380 1.08
J-20 4,640.34 0 4,898.85 112 P-81 599 J-37 J-38 8 163 1.04
J-3 4,638.00 0 4,901.80 114 P-83 426 J-38 J-39 8 163 1.04
J-30 4,639.00 0 4,902.89 114 P-84 43 J-39 J-15 8 163 1.04
1-19 4,642.00 0 4,909.02 116 P-91 67 J-13 J-43 8 163 1.04
J-29 4,632.58 0 4,903.61 117 P-92 217 J-43 J-37 8 163 1.04
J-28 4,629.87 0 4,904.17 119 P-16 302 J-10 J-13 16 428 0.68
J-4 4,626.00 0 4,905.12 121 P-72 46 J-33 1-34 16 -428 0.68
J-24 4,626.00 0 4,905.59 121 P-89 352 J-33 J-42 16 428 0.68
J-23 4,626.00 0 4,906.08 121 P-90 91 J-42 J-9 16 428 0.68
J-22 4,626.00 0 4,907.47 122 P-94 62 J-44 J-10 16 428 0.68
J-21 4,626.00 0 4,907.76 122 P-95 147 J-9 J-45 16 428 0.68
J-17 4,626.00 0 4,908.73 122 P-96 815 J-45 J-44 16 428 0.68
P-50 798 J-6 J-26 8 10 0.06
P-14 229 J-13 J-11 16 0 0
P-97 196 J-11 J-46 16 0 0
P-98 196 J-46 J-12 16 0 0
P-76 276 J-12 J-35 16 0 0
Nelson Meadows Subdivision
Design Report
WaterCAD Modeling
Feb-19
Description: Apply 1,600 gpm fire flow and max hour 26S gpm to J-14 at the north end of Royal Wolf Way.
Temporary single feed from Frontage Road south of MDT.
Junction Report Outputs(1,600 gpm fire flow+265 gpm max hour) Pipe Report Outputs(1,600 Qom fire flow+26S gpm max hour)
Hydraulic Start Stop
Label Elevation Flow Grade Pressure Label Length Node Node Pipe Dia Flow Velocity
1-14 4,591.00 1,865 4,652.95 27 P-102 3,356 J-2 PRV-1 8 1,875 11.97
J-36 4,591.67 0 4,657.94 29 P-103 32 PRV-1 J-6 8 1,875 11.97
J-6 4,625.00 0 4,692.72 29 P-77 432 J-13 J-36 8 1,865 11.9
J-8 4,619.00 0 4,687.17 29 P-78 86 J-36 J-14 8 1,865 11.9
J-26 4,618.73 10 4,692.72 32 P-2 815 J-1 J-2 8 1,014 6.47
J-7 4,610.00 0 4,685.60 33 P-38 570 J-2 J-20 8 -861 5.5
1-33 4,609.35 0 4,685.50 33 P-39 213 J-20 J-3 8 -861 5.5
J-34 4,609.14 0 4,685.56 33 P-28 378 J-3 J-19 6 -481 5.46
J-42 4,605.25 0 4,684.99 34 P-52 691 J-6 J-8 12 1,865 5.29
J-41 4,604.12 0 4,685.53 35 P-11 794 J-7 J-8 16 -1,865 2.98
J-9 4,603.00 0 4,684.86 35 P-101 19 J-7 J-34 16 1,865 2.98
J-12 4,600.00 0 4,682.95 36 P-31 1,072 J-1 J-19 12 -1,014 2.88
J-45 4,601.08 0 4,684.65 36 P-16 302 J-10 J-13 16 1,571 2.51
J-46 4,599.00 0 4,682.95 36 P-72 46 J-33 J-34 16 -1,571 2.51
J-44 4,599.06 0 4,683.47 37 P-89 352 J-33 J-42 16 1,571 2.51
J-11 4,598.00 0 4,682.95 37 P-90 91 J-42 J-9 16 1,571 2.51
J-10 4,598.00 0 4,683.38 37 P-94 62 J-44 J-10 16 1,571 2.51
J-35 4,597.00 0 4,682.95 37 P-95 147 J-9 J-45 16 1,571 2.51
J-13 4,595.00 0 4,682.95 38 P-96 815 J-45 J-44 16 1,571 2.51
J-43 4,595.10 0 4,683.07 38 P-40 319 J-17 J-21 8 380 2.43
J-37 4,595.42 0 4,683.48 38 P-42 95 J-21 J-22 8 380 2.43
J-38 4,596.31 0 4,684.62 38 P-44 457 J-22 J-23 8 380 2.43
J-39 4,596.94 0 4,685.42 38 P-46 163 J-23 J-24 8 380 2.43
J-15 4,597.00 0 4,685.50 38 P-47 154 J-24 J-4 8 380 2.43
J-40 4,592.41 0 4,685.50 40 P-56 312 J-28 J-4 8 -380 2.43
J-16 4,591.00 0 4,685.50 41 P-58 183 J-29 J-28 8 -380 2.43
J-2 4,652.00 0 4,890.95 103 P-59 358 J-3 J-30 8 -380 2.43
J-1 4,655.00 0 4,906.23 109 P-60 237 J-30 J-29 8 -380 2.43
J-20 4,640.34 0 4,898.85 112 P-81 599 J-37 J-38 8 -294 1.88
J-3 4,638.00 0 4,901.80 114 P-83 426 J-38 J-39 8 -294 1.88
J-30 4,639.00 0 4,902.89 114 P-84 43 J-39 J-15 8 -294 1.88
J-19 4,642.00 0 4,909.02 116 P-91 67 J-13 J-43 8 -294 1.88
J-29 4,632.58 0 4,903.61 117 P-92 217 J-43 J-37 8 -294 1.88
J-28 4,629.87 0 4,904.17 119 P-33 298 R-1 PMP-1 24 1,875 1.33
J-4 4,626.00 0 4,905.12 121 P-34 45 PMP-1 J-19 24 1,875 1.33
J-24 4,626.00 0 4,905.59 121 P-30 684 J-19 J-17 12 380 1.08
J-23 4,626.00 0 4,906.08 121 P-87 472 J-15 J-41 16 -294 0.47
J-22 4,626.00 0 4,907.47 122 P-88 420 J-41 J-34 16 -294 0.47
1-21 4,626.00 0 4,907.76 122 P-50 7981-6 J-26 8 10 0.06
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Sewer Infrastructure
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4" Sewer
Project Description
Friction Method Manning Formula
Solve For Full Flow Capacity
Input Data
Roughness Coefficient 0.013
Channel Slope 0.02000 ft/ft
Normal Depth 0.33 ft
Diameter 0.33 ft
Discharge 0.26 ft'/s
(Results
Discharge 0.26 ft3/s
Normal Depth 0.33 ft
Flow Area 0.09 ftZ
Wetted Perimeter 1.04 ft
Hydraulic Radius 0.08 ft
Top Width 0.00 ft
Critical Depth 0.29 ft
Percent Full 100.0 %
Critical Slope 0.01841 ft/ft
Velocity 3.06 ft(s
Velocity Head 0.15 ft
Specific Energy 0.48 ft
Froude Number 0.00
Maximum Discharge 0.28 ft3/s
Discharge Full 0.26 ft9/s
Slope Full 0.02000 ft/ft
Flow Type SubCritical
IGVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
IGVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.00 %
Bentley Systems,Inc. Haestad Methods Sdilidki fIftb Master V8i(SELECTseries 1) 108.11.01.03]
8/24/2018 2:15:54 PM 27 Slemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 2
4" Sewer
fGVF Output Data
Normal Depth Over Rise 100.00 %
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity fUs
Normal Depth 0.33 ft
Critical Depth 0.29 ft
Channel Slope 0.02000 ft/ft
Critical Slope 0.01841 ft/ft
Bentley Systems,Inc. Haestad Methods ShcldAthfSehOmMaster V81(SELECTseries 1) [08.11.01.03]
8124/2018 2:15:54 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 2 of 2
6" Sewer
{Project Description
Friction Method Manning Formula
Solve For Full Flow Capacity
!Input Data
Roughness Coefficient 0.013
Channel Slope 0.01000 ft/ft
Normal Depth 0.50 ft
Diameter 0.50 ft
Discharge 0.56 fN/s
`Results
Discharge 0.56 ft'/s
Normal Depth 0.50 ft
Flow Area 0.20 ft2
Wetted Perimeter 1.57 ft
Hydraulic Radius 0.13 ft
Top Width 0.00 ft
Critical Depth 0.38 ft
Percent Full 100.0 %
Critical Slope 0.01155 ft/ft
Velocity 2.86 ft/s
Velocity Head 0.13 ft
Specific Energy 0.63 ft
Froude Number 0.00
Maximum Discharge 0.60 ft3/s
Discharge Full 0.56 ft3/s
Slope Full 0.01000 ft/ft
Flow Type SubCritical
IGVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
IGVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.00 %
Bentley Systems,Inc. Haestad Methods SditrlibblTddwMaster V8i(SELECTseries 1) [08.11.01.03]
8/2412018 2:17:59 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 2
6" Sewer
GVF Output Data
Normal Depth Over Rise 100.00 %
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 0.50 ft
Critical Depth 0.38 ft
Channel Slope 0.01000 ft/ft
Critical Slope 0.01155 ft/ft
Bentley Systems,Inc. Haestad Methods Sdilisibi s%VkhWaster V8i(SELECTseries 1) [08.11.01.03]
8/24/2018 2:17:59 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 2 of 2
8" Sewer
Project Description
Friction Method Manning Formula
Solve For Full Flow Capacity
Ilnput Data
Roughness Coefficient 0.013
Channel Slope 0.00400 ft/ft
Normal Depth 0.67 ft
Diameter 0.67 ft
Discharge 0.77 ft3/s
Results
Discharge 0.77 ft3/s
Normal Depth 0.67 ft
Flow Area 0.35 ft2
Wetted Perimeter 2.10 ft
Hydraulic Radius 0.17 ft
Top Width 0.00 ft
Critical Depth 0.41 ft
Percent Full 100.0 %
Critical Slope 0.00802 ft/ft
Velocity 2.19 ft/s
Velocity Head 0.07 ft
Specific Energy 0.74 ft
Froude Number 0.00
Maximum Discharge 0.82 ft3/s
Discharge Full 0.77 ft3/s
Slope Full 0.00400 ft/ft
Flow Type SubCritical
IGVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
IGVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.00 %
Bentley Systems,Inc. Haestad Methods S R .... IfekbWaster V8I(SELECTseries 1) [08.11.01.03]
812412018 2:23:12 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 2
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30" Sewer
lProject Description
Friction Method Manning Formula
Solve For Full Flow Capacity
(Input Data
Roughness Coefficient 0.013
Channel Slope 0.00100 ft/ft
Normal Depth 2.50 ft
Diameter 2.50 ft
Discharge 12.97 {t3/s
Results
Discharge 12.97 ft3/s
Normal Depth 2.50 ft
Flow Area 4.91 ft2
Wetted Perimeter 7.85 ft
Hydraulic Radius 0.63 ft
Top Width 0.00 ft
Critical Depth 1.21 ft
Percent Full 100.0 %
Critical Slope 0.00447 ft/ft
Velocity 2.64 ft/s
Velocity Head 0.11 ft
Specific Energy 2.61 ft
Froude Number 0.00
Maximum Discharge 13.95 ft3/s
Discharge Full 12.97 ft3/s
Slope Full 0.00100 ft/ft
Flow Type SubCritical
IGVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
IGVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.00
Bentley Systems,Inc. Haestad Methods Sdhe th)C5kb Master V8i(SELECTseries 1) [08.11.01.03]
8/2412018 2:17:03 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 2
30" Sewer
IGVF Output Data
Normal Depth Over Rise 100.00 %
Downstream Velocity Infinity fUs
Upstream Velocity Infinity ft/s
Normal Depth 2.50 ft
Critical Depth 1.21 ft
Channel Slope 0.00100 ft/ft
Critical Slope 0.00447 ft/ft
Bentley Systems,Inc. Haestad Methods Sd9e kk%leidolMaster V8i(SELECTseries 1) [08.11.01.03]
8124/2018 2:17:03 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 2 of 2
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Technical specification
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\%40General
z`"lnrn Patented self cleaning semi-open channel Impeller,Ideal for pumping in
waste water applications.Possible to be upgraded with Gulde-pin®
for ev an better clogging resistance.Modular based design with high
1 adaptation grade.
{ i Impeller
0 100 Impeller material Hard4ron
200 300 400 te0 800 700 BOD 80a 7000 7,00 12001u3g.pm1 Discharge Flange Diameter 3 15116 Inch
Suction Flange Diameter 3 15116 Inch
Weser,PE- Curve ISO Impeller diameter 253 mm
Number of blades 2
Installation: P-Semi permanent,Wet
Motor
Motor# N3153.830 21-15-4AS-W IE3 14hp
FM
Stator v orient 1
Frequency 60Hz
z — Rated voltage 460 V
Number of poles 4
Phases 3-
Rated power 14 hp
Rated current 15 A
Starting current 112 A
Rated speed 1800rpm
Power factor
1l1 Load 0.98
3l4 Load 0.96
112 Load 0.94
a®.. Motor off Iclency
1N Load 92.4%
314 Load 92A%
112 Load 91.5%
Configuration
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Project Project ID I Created by Created a Last update
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NP 3153 HT 3- 464
Performance curve
Pump Motor
Discharge Flange Diameter 315/16 Inch Motor# N3153.830 2145-4AS-W IE314hp Power factor
Suction Flange Diameter 100 mm 1/1 Load 0.98
Impellerdiameter 91alle Stator vadant 1 3/4 Load 0.96
Number of blades 2 Frequency 60 Hz 1/2 Load 0.94
Rated voltage 460 V
Number of poles 4 Motor efficiency
Phases 3- 1/1 Load 92.4%
Rated power 14 hp 3/4 Load 92.4%
Rated current 15 A 112 Load 91.5%
Starting anent 112 A
Rated speed 1800 rpm
IN Head:._..+
12 —-------
11
11
105
1 ---95 99.2 ft
90
85
75
70
65 - - — - --
60 _ 7604
55�
4
2 \
20- 'AU 253mm
1 _.
1
Pump Hficlency
Overall Elf iciency
- _ 45%
} - _ JIMf�
41.7%
f -T
i
[hp Flower input Pt - - -=---- - -- ---
---- - -- - -- ---
12 Shaft pouver P2 11.5 hp
g ---_-- r _ _. 10.6hp
0.
I
[fq NFSH-values-- ------,464 253mm-
35,
30
i
25-
20,
15,
1 --- - 190 US g.p.m - --- --- --- - -
0 100 200 300 400 500 600 700 800 900 10D0 1100 1200 [US g.p.m]
wafer,pie Cwe rso
Project Project ID Created by Created on Last update
3/412019
xylem
NP 3153 HT 3- 464 3FL�
Duty Analysis
Head 1
[ft]
12
11
11
108
1
10
99.2 ft
96
i
I
92
84
7
72
68
64 70A
60�
56
52
48
44 \
36 \
32
28
24
2 \464 253mm_.
16
12
8
4-
190 US g.p.m
0 100 200 300 400 500 800 700 800 900 1000 1100 1200 [US g.p.m]
wale,pre cuvelSO
crvel"M 4
Individual pump Total
Pumps
running Specific
lSyatam Flow Head Shaft power Flow Head Shaft power Pump off. energy NPSHre
1 190USg.pm. 9929 10.5hp 190U3g.pm 9922 10.5hp 45%25 749W&USMG %5ft
Project Project ID Created by 1 Create I o Last update
xylem
NP 3153 HT 3- 464
VFD Curve
[ftJ Mead ---
120, -
11
11
10
1
9
8
75 -
7
65- 70.4
55
50,
45
�...__
35 \
20 v464 253rrrn
15 55 i-tz
1
[off Rirrp Efficiency_. _____ _
Pa @11 Efficiency -- --- --
40 i
30
20
1
[hp] Fbwer Input P1
Shaft poIwer P2 - - - - - --- - - B4_ 53mn( )14; - - --
12 � -
1
# -
4 ---
01
If NP51+values A64 253mn
5.
2
0 100 200 300 400 500 600 700 800 900 1000 1100 1200 [US g.p.m]
Cave iso
Project 1
1 Project Created by Create an Lest update
r
I
NP 3153 HT 3- 464 3r
VFD Analysis
Head 1
IN
12 lie.
11
1
1
1
99.2 ft
92
84
8
7
72
68
64 70A ,..�
I \
60 �_....
44 N
36 \.
32
28 \
24
2 \464 253mm-
1
1
8- 40
4
Oi 190 US g.p.m
0 100 200 300 400 500 600 700 800 900 1000 1100 1200 ! g.p.mj
CuveASO
Pumps
running Specific
ISystem Frequency Flow Head Shaft power Flow Head Shag power Hyd eff. energy NPSHre
1 80Hz 19DUSg.pm 992t 105hp 19DUSg.p.m 992t 10.8Ip 45% 74OW&USMG 145t
1 55Hz 174USg.pin 83.4t 8.17hp 174US9.pm 8342 &17hp 45% 825WWUSMG 12811
1 50Hz 158US9.pm S8.9t &14Ip 1SBUSg.ps► Mot &14Ip 45% 538WYWSMG 10.8t
1 45Hz 143USg.PAL 555t 4A8hp 143USg.pm 5182 4A8tp 45% 440W&USMG9.14t
1 40Hz 1271.169.pm 44.1t &14tp 127USg.pn► 44.1t &14tp 45% 351kMVUSMG75711
Project Project ID Created by Created on Lest update
3/4/2019
xylem
NP 3153 HT 3- 464
Dimensional drawing
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Project Project ID I Created by Create o Last update
1