HomeMy WebLinkAbout008 Water and Sewer Design Report
POBox888ͼBelgrade,MTͼ59714
Page1
January30,2023
ATTN:AliciaPazͲSolis
CityofBozemanEngineeringDepartment
20E.OliveSt.
Bozeman,MT59715
Re:Range5Apartments,Bozeman,MT
WaterDesignReportMemo
DearAlicia,
AspartofthesiteplanapplicationforRange5Apartments,theCityofBozemanEngineeringDepartment
hasrequestedadomesticwaterdesignreport.Thereportisincludedwiththissubmittal.Thepurposeof
thismemoistoexplaintheinitialassumptionsthatweremadetopreparethiswatermodelandtobring
thecurrentinadequaciesinthemodeltoyourattention.
Theprojectisproposedtobeconstructedin5phases,butthewatermaininfrastructurewillbe
constructedin3phases.Therefore,forthepurposesofthewaterdesignreport3differentbuildͲout
scenariosweremodeledusingEPANET2.0.torepresenteachphaseofthewatermainbuildͲout.The
proposedwatersystemwillconnecttotheexistingcitysystemattwoconnectionspoints,oneattheApex
Drive/S29thintersectioninGranCieloSubdivision,andoneinBennettBoulevard,alsoinGranCielo
Subdivision.
Demandflowsinthemodelwereappliedtonodesrepresentingtheserviceconnectionstotheproposed
buildingsandhydrantfireflowswereappliedtonodesrepresentingtheproposedfirehydrants.Required
domesticwaterflowsandfireflowsaredescribedwithinthewaterreport.Thefirehydrantsselectedfor
fireflowsupplyinthewatermodelwerealongBennettBoulevardsinceBennettisalongtheupperend
oftheprojectandshould,conservatively,havethelowestelevationheadcomparedtotherestofthe
domesticwatersystem.
Thecityprovidedflowdatafromanexistingfirehydrant(Hyd#3225)attheintersectionofS.31stAvenue
andanalleywithinGrandCieloSubdivisiontouseformodelingtheexistingwatersupplysysteminthe
area.Forthepurposesofthisinitialreport,thishydrantinformationfromS.31stAvewasusedtomodel
theexistingwatersystemsupplyatbothproposedwatermainconnectionsastwopumpsconnectedto
tworeservoirs(thehydrantat31stAve,andthehydrantattheApexDrive/S29thAveintersection).This
assumptionisobviouslynotaccuratebecausetheApexDrive/S29thAveconnectionpointis~1,200ft
awayfromHydrant#3225and~15feetlowerinelevation.Tomodeltheexistingsystemmoreaccurately
additionalflowdatahasbeenrequestedfromtheCityofBozemanforhydrantsnearertobothconnection
Page2
points(Hyd@Bennett/31standHyd@Apex/29th).Citystaffarewaitingforanadequateweather
windowtoperformtheseadditionaltests,andoncewe’vereceivedthem,wewillupdatethewatermodel
andresubmitit.
UsingtheHydrant#3225dataatbothconnectionpoints,thecurrentwatermodelindicatespressures
belowthe20ͲpsiminimumsetforthbytheCityDSSPduringthe3rdandfinalinfrastructurebuildout
scenariofortheMaximumDay/FireFlowdemand.Itisunderstoodthatthismodeldoesn’tnotrepresent
trueflowdatawithintheproposedarea,andweareoptimisticthattheupdatedhydranttestingwill
produceresultsthatindicatesufficientpressurethroughouttheentiresystem.
Sincerely,
EthanCote,PE
WhiteMountainEngineering,LLC.
PROJECT SITE
CURRENT TEST LOCATION(HYD #3225)
REQUESTED TEST(HYD #3224)
REQUESTED TEST(HYD #3221)
PROPOSED SYSTEMCONNECTION POINT
PROPOSED SYSTEMCONNECTION POINT
Range 5 Apartments ‐ Water and Sewer Design Report Page 1
January 2024
TABLE OF CONTENTS
1. General Project Information ....................................................................................................... 2
2. Water Main Design ...................................................................................................................... 3
3. Sanitary Sewer Main Design ........................................................................................................ 8
APPENDIX
Appendix A ............................................................................................. Geotechnical Investigation
Appendix B ................................................................................... Range 5 Apartments Phasing Plan
Appendix C ............................................................................................ EPANET Models and Results
Appendix D ........................................................ Sanitary Sewer Demand and Capacity Calculations
Range 5 Apartments ‐ Water and Sewer Design Report Page 2
January 2024
1. GENERAL PROJECT INFORMATION
The purpose of this report is to detail the design of the on‐site water and sanitary sewer main extensions
for the proposed Range 5 Apartments project. The proposed project will develop the 20.5‐acre site with
a city street grid, a large city park, and two apartment sites containing 312 dwelling units in a combination
of 36‐plex and 12‐plex apartment buildings. The property is legally described as Tract 2 of Certificate of
Survey No. 1996, located in the northwest ¼ of Section 23, Township 2 South, Range 5 East of the P.M.M.,
City of Bozeman, Montana.
The property is largely surrounded by county properties in agricultural use to the north, south and west.
The property to the east of the project site is currently vacant land that is annexed into the city and zoned
for residential development in the future. Fowler Lane Runs along the western side of the property.
Proposed infrastructure improvements for the project include extensions of the city street grid and
extensions of the city water and sanitary sewer systems within the street grid. Fowler Lane will be widened
across the project frontage to a city minor arterial standard. Apex Drive will be installed along the northern
property boundary, and Bennett Boulevard will be extended from its current location on the southeastern
property corner, west to Fowler Lane. Edgerton Avenue and Gabriel Avenue will be installed in a north /
south alignment across the property between Bennett and Apex. These two streets are situated in
approximately the same location as they are proposed on the Buffalo Run project to the south, so that
future development of the properties between this project and buffalo run can connect the streets.
The proposed development of the two apartment sites on the property will include 11 residential
buildings, garages, car ports, open space areas, and associated parking lots.
The following sections of this report are outlined to satisfy the requirements of Section 1.1 of Circular
DEQ‐1 “Standards for Water Works” and Section 11.1 of Circular DEQ‐2 “Design Standards for Public
Sewage Systems.”
Range 5 Apartments ‐ Water and Sewer Design Report Page 3
January 2024
2. WATER MAIN DESIGN
EXTENT OF WATER WORKS SYSTEM
The project will connect to the City of Bozeman’s existing domestic water supply system at two locations
in Bennett Boulevard and Apex Drive in Gran Cielo Subdivision to the east of the project site to create a
loop. The water main layout will be installed within the proposed City street grid within proposed public
road and utility easements. The water main layout will include domestic water and fire service stubs for
the proposed apartment buildings as well as boulevard fire hydrants at all street intersections mid‐block
locations at 600‐foot max intervals. In accordance with the City of Bozeman’s Water Facility Plan Update
(2017), the project will include the installation of a 16” diameter water main within Fowler Lane across
the project frontage for future extension to the south and north. Additionally, 8” water main stubs will be
provided at street intersections in Bennett Boulevard for future extension to the south.
ALTERNATE PLANS
The property has been annexed into the City of Bozeman and is required to connect to the existing water
system. Therefore, no other alternative plans for water distribution were explored. Since this project is
on the edge of the current city limits, no other connection options to the city water supply are available
for consideration.
SITE CONDITIONS
Tract 2 is currently used primarily for agricultural purposes and includes a single‐family residence with
several outbuildings. Water supply to the existing residence is currently provided by an on‐site well. The
existing structure will be removed with development of the project, and the on‐site well will be preserved
to provide irrigation water to the proposed site landscaping.
The property generally slopes from south to north at approximately 1.5%. A subsurface soils investigation
was performed by IMEG Corp in June of 2023. Groundwater monitoring was performed by IMEG Corp
throughout the spring and summer of 2023. The investigation and monitoring indicated that seasonally
high groundwater varied between 0.04 below ground surface (bgs) and 2.85 bgs. A copy of the report is
included in Appendix A.
There is a large area of existing wetlands on the east side of the site associated with the irrigation ditch
that flows from south to north along the eastern side of the property. A large, existing irrigation ditch
currently flows across the property along the east side of Fowler Lane as well, while another roadside
ditch flows along the west side of Fowler Lane. A fourth ditch also flows south to north across the center
of the property. After conversation between the applicant and the ditch company, it is understood that
this ditch has not been in use for several years and can be abandoned across the project.
WATER USE DATA
The US Census estimates that the City of Bozeman has grown at approximately 3% over the last decade.
This growth is expected to continue for the next two decades. However, as mentioned previously the
proposed project that the proposed water main extensions will serve will fully build out the project site.
Therefore, no future population growth or additional dwelling units on the project site are expected to be
served by these proposed main extensions in the future. The proposed water main is expected to be
Range 5 Apartments ‐ Water and Sewer Design Report Page 4
January 2024
extended north, south, and west in the future as surrounding properties are annexed into the city and
developed.
The proposed water main extensions were designed to meet the requirements set forth by the Montana
Department of Environmental Quality (MDEQ) Circular 1 – 2022 Edition, Montana Public Works Standard
Specifications (MPWSS) ‐ April 2021 Edition, City of Bozeman Design Standards and Specifications Policy
(COB DSSP) – with Addendums Approved through March 13th, 2020, and the City of Bozeman
Modifications to MPWSS (COB Mods) with Addendums approved through August 1st, 2017.
The proposed water demand calculations for the Range 5 Apartments were computed using 2.17 people
per dwelling unit based on Section 2.3.5 of the 2015 City of Bozeman Wastewater Collection Facilities Plan
Update. Per the COB DSSP, a water demand of 170 gallons per capita per day was used to calculate water
demand. Peaking factors of 2.3 and 3 were used were used for Maximum Day and Peak Hour demand
respectively, in accordance with the COB DSSP. Landscaping for the project will be irrigated with the
existing groundwater well.
The City of Bozeman DSSP requires that the water distribution system be designed to meet the maximum
day demand plus fire flow, and the peak hour demand while maintaining a minimum of 20 PSI pressure
throughout the system. Fire flow requirements are determined by the Insurance Services Office (ISO)
based on floor area and construction type. The ISO’s Guide for Determination of Required Fire Flow
classifies buildings as sprinklered if the sprinkler system is installed in accordance with NFPA 13. The
proposed residential buildings for the Range 5 Apartments will meet the requirements of NFPA 13.
Conservatively, the fire flow from NFPA 13 was determined to be 5,500 GPM based on Table B105.1(2)
for Construction Type V‐B and an area of 40,293 SF (36‐plex buildings). Per Table B105.2, minimum fire
flow can be decreased to 25% of the values in Table B105.1(2), or 1,375 GPM if the buildings have an
automatic sprinkler system. To meet the requirements of NFPA 13, a minimum fire flow of 1,500 GPM
shall be supplied to the area.
Phasing
The proposed project is separated into 5 individual construction phases. A copy of the proposed phasing
plan is included in Appendix B of this report. The installation of the proposed water main will occur in 3
different scenarios which will each include the buildout of certain phases. The water model for the project
looked at each of these scenarios individually.
Scenario 1 includes the construction of Phases 1 & 2 of the development and will include connection to
the existing water mains within Apex Drive and Bennett Boulevard. Water mains will be extended within
down Gabriel Avenue, in the eastern portion of Bennett Boulevard, and down Apex Drive to the
intersection with Fowler Lane. Fire flows during this scenario are applied to the proposed fire hydrant
located in the northeast corner of the intersection of Garbiel Avenue and Bennett Boulevard.
Scenario 2 includes the construction of Phase 3 of the project and will include the installation of the water
main loop within Edgerton Avenue from Apex Drive south to Bennett Boulevard and east in Bennett
Boulevard from Edgerton back to the Scenario 1 limit of work. Fire flows during this scenario are applied
to the proposed fire hydrant located in the northeast corner of the intersection of Edgerton Avenue and
Bennett Boulevard.
Range 5 Apartments ‐ Water and Sewer Design Report Page 5
January 2024
Scenario 3 includes the construction of Phases 4 & 5, located on the west side of the property. This phase
will include the installation of the 16” water main loop within Fowler Lane from the Apex Drive stub, south
to Bennett Boulevard, and east in Bennett boulevard to the Scenario 2 limit of work. Fire flows in this
scenario are applied to the proposed hydrant located in the northeast corner of the intersection of Fowler
Lane and Bennett Boulevard. A summary of the buildout scenarios and projected design flows are included
below in Table 2‐1.
The southern most fire hydrants were selected for fire flow analysis because of the hydrants location
relative to the city water system layout. Per the City of Bozeman’s Water Facilities Plan Updates (2017)
the proposed project is located within the City’s South Pressure Zone. Pressure in this zone is established
by the water level within the Sourdough Reservoir. Because the topography of the project site falls from
south to north and pressure in this zone is related to the elevation of the point in the system relative to
the Sourdough Reservoir, the southernmost hydrants were identified as the worst‐case scenario in terms
of pressure for the proposed Range 5 Apartments project.
Table 2‐1 ‐ Water Demand by Build Out Scenario
Table 2‐2 – Water Demand by Phase
FLOW REQUIREMENTS
The proposed 8” and 16” water main extensions were modeled using EPANET Version 2.0. Two
connections to the existing water main system were modeled as reservoirs with a constant elevation head
Flow Rate (GPM)
Scenario #1
Max Daily Demand and Fire Flow 1556.6
Peak Hour Demand 73.8
Scenario #2
Max Daily Demand and Fire Flow 1620.2
Peak Hour Demand 156.8
Scenario #3
Max Daily Demand and Fire Flow 1683.8
Peak Hour Demand 239.8
Phase Dwelling
Units Population Average Day
(GPM)
Max Day
(GPM)
Peak Hour
(GPM)
Phase 1 24 52.1 6.1 14.1 18.4
Phase 2 72 156.2 18.4 42.4 55.3
Phase 3 108 234.4 27.7 63.6 83.0
Phase 4 48 104.2 12.3 28.3 36.9
Phase 5 60 130.2 15.4 35.4 46.1
Total 312 677.040 79.9 183.9 239.8
RANGE 5 WATER DEMAND ESTIMATES
Range 5 Apartments ‐ Water and Sewer Design Report Page 6
January 2024
and a pump based on hydrant flow data. The City of Bozeman provided hydrant flow data for the fire
hydrant located at the intersection of the alley and S. 31st Avenue, in the Grand Cielo subdivision. The
hydrant is designated Hydrant #3225 in the City’s water system model. Correspondence regarding the
hydrant flow test is included in Appendix C of this report. The pump curve for the hydrant was developed
using the procedure outlined in NFPA 291.
Since there are existing hydrants in the vicinity of each of the proposed connection points to the existing
water main in Gran Cielo, additional flow data for these hydrants has been requested for these hydrants.
The City of Bozeman Water Department plans to flow hydrants in this area to provide accurate field data
for model inputs, and this report will be revised when that updated data is provided. For the purpose of
this report, the pump curve for Hydrant #3225 was also used to model the second connection to the
system along Apex Drive.
The existing system was modeled with the two connection points being at Hydrant #3225 and at the
hydrant at the intersection of Apex Drive and S. 29th Ave. A portion of the water mains within Grand Cielo
Subdivision to the east of the project were modeled to more accurately reflect how water in the will move
in the adjacent infrastructure with the development of the Range 5 Apartments.
Nodes were added at the proposed building locations and Maximum Day and Peak Hour demand are
applied at these locations. Conservatively, the southernmost fire hydrants were modeled with nodes and
fire flows applied at these locations. Pipes are modeled as links and were assigned a “C” coefficient of 130
per COB DSSP. A summary of all 3 build out scenarios with node and link results is included in Appendix C.
Maps showing the EPANET model are also included with each scenario.
Results
In general, water system pressures for this portion of the city water supply system are very low and range
from 20‐40 psi during the modeled Max Day / Fire and Peak Hour demand scenarios for the project.
However, there are several locations in build‐out Scenarios 2 and 3 where system pressure drops below
the 20‐psi minimum requirement during the Max Day / Fire Flow demand.
For Scenario 1 (Phases 1 and 2) the system can maintain the 20‐psi minimum residual pressure during the
Max Day / Fire Flow demand. During the Max Day / Fire Flow for Scenario 2 (Phases 1‐3), the system can
also maintain the 20‐psi residual pressure, but the pressure at the hydrant where the 1500 gpm fire flow
demand is applied drops to 19.39 psi. For Scenario 3 (Phases 1‐5), 5 junction nodes drop below 20‐psi
when the Max Day / Fire Flow demand is applied. The lowest pressure is 17.79 psi at Junction 6 where the
1500 gpm fire flow demand is applied.
This model will be revised once the updated hydrant data is provided by the city, and if the low‐pressure
results persist, the design team will coordinate with the City Engineering Department to determine a
solution.
Modeling the domestic water and fire service lines into the individual buildings was not within the scope
of this report. These lines will be modeled and designed by the mechanical engineer for the project.
However, pressures in these lines are expected to be extremely low, especially to the upper story
residences. Booster pumps will likely be necessary for these individual lines.
Range 5 Apartments ‐ Water and Sewer Design Report Page 7
January 2024
SOURCES OF WATER SUPPLY
No sources of domestic water supply are to be developed with the proposed extensions for this project.
The domestic water supply is provided by the City of Bozeman. Cash In‐Lieu of water rights requirements
will be determined during site plan review. An exempt groundwater well may be developed to provide
irrigation to the project.
PROPOSED TREAMENT PROCESSES
No water source treatment processes are proposed with this project as the city water supply has already
been treated.
SEWAGE SYSTEM AVAILABLE
The proposed project will be served by existing and proposed City of Bozeman sanitary sewer mains. Refer
to the Sanitary Sewer Main Design section of this report for more information.
WASTE DISPOSAL
No water treatment is proposed with this project, so no waste disposal from water treatment is necessary.
AUTOMATION
No automation is proposed with this project.
PROJECT SITES
The proposed water mains will lie within the proposed roads and dedicated easements that are dictated
by the City of Bozeman’s road network and it’s proposed expansion. No additional sites were considered
for the water main extension other than those currently proposed. No known on‐site conditions exist that
might influence the operation of the proposed water works.
FINANCING
The section is not applicable, as the project will be privately financed.
FUTURE EXTENSIONS
The water mains will be stubbed out at the road intersections along the north and south ends of the
project. Development of adjacent land will be able to connect to the proposed stubs. The proposed fire
and water service stubs to the future buildings will require preparation of Fire Line Plans to be submitted
to the City of Bozeman.
Range 5 Apartments ‐ Water and Sewer Design Report Page 8
January 2024
3. SANITARY SEWER MAIN DESIGN
EXTENT OF SEWER MAIN EXTENSION
The proposed project will be served by sanitary sewer main extensions from the City of Bozeman’s
wastewater system into the project site. The proposed 8” sanitary sewer main extensions will connect to
an existing 15” sanitary sewer main located within Fowler Lane with a new manhole at the Fowler Lane /
Apex Drive intersection. The 8” extension will run east‐west within the public road and utility easement
for Apex Drive. Sewer main extensions will then run south in Edgerton Avenue and Gabriel Avenue from
this Apex Drive main to the southern property boundary. An additional 8” sanitary sewer main will extend
east‐west in Bennet Boulevard from the main in Gabriel Avenue to serve the southeastern buildings. The
proposed sanitary sewer mains will serve a total of 312 dwelling units. 8” sewer mains will be stubbed
into the property to the south of the project site at Apex Drive and Bennett Boulevard for future extension.
PROBLEM DEFINED
The existing sewer system that will be used to serve this property is the City of Bozeman’s wastewater
system. Sanitary sewer extensions are required to serve the proposed residential development of the lot.
DESIGN CONDITIONS
There are several ways to estimate Sanitary Sewer flows, including standards set forth by the Montana
DEQ Circular 2, Montana DEQ Circular 4, and the City of Bozeman DSSP. The projected wastewater flows
in this report are calculated using the number provided by the City of Bozeman Wastewater Collection
Facilities Plan Update Final – 2015. This document provides an updated estimate of 2.17 persons per
dwelling unit within the City of Bozeman Planning Area, which was used to estimate sanitary sewer flows
for this project. The facility plan also provides an updated wastewater estimate of 64.4 gallons per day
per capita based on extensive research of the existing system. The peaking factor is based on the Harmon
Formula as outlined in the City of Bozeman Design Standard Specifications. An Infiltration Rate of 150
gallons per acre per day based the 2015 Wastewater Collection Facilities Plan was applied to the Range 5
Apartments as well. These results are included in Table 3‐1 below and in Appendix D.
Table 3‐1: Range 5 Apartments ‐ Overall Sanitary Sewer Demand Estimate
Phase Dwelling
Units Population Average Day
GPD
Peaking
Factor
Peak Hour
Flow
(GPM)
Total
Infiltration
(GPM)
Design Flow
Rate (GPM)
Design Flow
Rate (cfs)
Phase 1 24 52.1 3,354.0 3.90 9.1 0.4 9.5 0.021
Phase 2 72 156.2 10,061.9 3.90 27.3 0.4 27.7 0.062
Phase 3 108 234.4 15,092.8 3.90 40.9 0.4 41.3 0.092
Phase 4 48 104.2 6,707.9 3.90 18.2 0.4 18.6 0.041
Phase 5 60 130.2 8,384.9 3.90 22.7 0.4 23.1 0.052
Total 312 677.0 43,601.4 3.90 118.1 2.1 120.2 0.268
Apex Drive Demand 264 572.9 36,893.5 3.94 100.9 2.1 103.0 0.230
Range 5 Apartments ‐ Water and Sewer Design Report Page 9
January 2024
Provided Capacity
The capacity of the proposed sewer mains was analyzed using Manning’s Equation for open channel flow.
Since all proposed sewer mains on site drain to the 8” main in Apex Drive between Fowler Lane and
Edgerton Avenue, this section of the main was analyzed to determine if an 8” pipe would provide sufficient
capacity for the proposed project. This section of pipe also has the flattest slope on the project at 0.50%,
making it the controlling pipe in terms of capacity.
Although 312 dwelling units are proposed, two of the proposed buildings along Fowler Lane (Building 9
and Building 12) will be served by services off the Fowler Lane 15” trunk main. Therefore, only 264 of the
proposed 312 dwelling units will drain to the proposed 8” main extension within Apex Drive. This is shown
as the “Apex Drive Demand” in the above table. Based on these calculations an 8” main at 0.50% slope
flowing at 75% flow depth has a capacity of 1.13 cfs. Since the calculated demand in the Apex Drive pipe
is 0.23 cfs, an additional 0.90 cfs is potentially available in the on‐site system for future use by the property
to the south. Calculations are included in Appendix D for reference.
IMPACT ON EXISTING WASTEWATER FACILITIES
Wastewater flow from the Range 5 Apartments project will flow to the Davis‐Fowler Interceptor and
eventually to the City of Bozeman Wastewater Treatment Plant. Wastewater flows estimates were
provided to the City of Bozeman during the initial site plan review so that available capacity for the project
in the downstream system could be checked. The City of Bozeman has the authority to approve or deny
projects based on existing downstream capacity, but at this time the city has not brought forth any
downstream capacity issues or impacts that would result from the proposed project.
PROJECT DESCRIPTION
See the initial section of this report.
DRAWINGS
Infrastructure drawings have not been prepared at the time of this report. Infrastructure drawings will be
submitted to the City of Bozeman and Montana DEQ for review and approval prior construction of the
water and sewer mains.
Design Criteria
The proposed main extensions will be designed in accordance with DEQ Circular 2, The MPWSS, The City
of Bozeman Modification to the MPWSS, and The City of Bozeman DSSP. As provided in the Design
Conditions section of this report, wastewater flows were designed in accordance with the City of Bozeman
Wastewater Facilities Updated Plan – 2015. The proposed sanitary sewer mains will meet the City and
State requirements for vertical and horizontal separation, as well as minimum size, burial depth and slope.
SITE INFORMATION
See the “Site Conditions” section of the Water Main Design portion of this report.
Range 5 Apartments ‐ Water and Sewer Design Report Page 10
January 2024
ALTERNATIVE SELECTION/ANAYLSIS
No alternatives were proposed for the project. The project is located within the City of Bozeman’s
planning area for the existing wastewater facilities plan, and since the property is annexed to the City of
Bozeman it is required to be served by their sewer system. Since the property is on the edge of city limits,
the existing 15” sewer main in Fowler Lane is the only feasible connection point to the city sewer system.
ENVIRONMENTAL IMPACTS
No known environmental impacts are anticipated. The proposed development will meet current state and
city standards for sanitary sewer, domestic water, and stormwater design. The proposed project will
include the removal of the septic system and drain field for the existing single‐family residence on the
property.
Appendix A
Geotechnical Investigation Report – IMEG – June 30, 2023
June 30, 2023
2B Holdings, LLC
Attn: Ben Nistler
E-mail: ben@nhbmt.biz
RE: Geotechnical Investigation Report
4840 Fowler Lane
Gallatin County, Montana
IMEG# 23001313.01
Dear Ben,
Per your request, IMEG has conducted a subsurface soils investigation for the above referenced property
located in the Northwest Quarter of Section 23, Township 2 South, Range 5 East in Gallatin County
Montana. The scope of services was to conduct a subsurface soils investigation and provide a soils
investigation report for residential structures. The report documents the subsurface conditions, soil
properties, and provides foundation design and general earthwork recommendations.
Proposed Construction
It is understood that residential structures are proposed for construction. It has been assumed the
structures will be constructed with slab on grade with stem wall foundations and will utilize typical wood
framing.
In determining the allowable bearing capacity and settlement estimates, it has been assumed that the
foundation footings will not be subjected to unusual loading conditions such as eccentric loads. A footing
is eccentrically loaded if the load transferred to the footing is not directed through the center of the footing.
This creates a bending moment in the footing and results in a non-uniform load transfer to the underlying
soil. If any of the foundation footings will be eccentrically loaded, please contact this office so we can
appropriately revise our allowable bearing capacity and settlement estimates.
Site Description
The subject property has a total area of 20.518 acres and access is provided by Fowler Lane. The subject
property is relatively flat and is bordered by residential lots to the north, south, and east, and Fowler Lane
to the west. No other significant topographical or geological features were observed in the direct vicinity
of the desired building sites.
2B Holdings, LLC – Geotechnical Investigation – 4840 Fowler Lane, Bozeman MT
June 30, 2023 Page 2 of 12
Subsurface Soil and Conditions
On March 8, 2023 a member of the staff of IMEG visited the site to conduct a subsurface soils
investigation. The subsurface soils investigation consisted of examining eight exploratory test pit
excavations. The exploratory test pits were excavated with a Bobcat E88 tracked excavator. The locations
of the exploratory test pits were determined based on the location of the location of underground utilities.
The soil profiles revealed by the exploratory excavations were logged and visually classified according to
ASTM D 2488, which utilizes the nomenclature of the Unified Soil Classification System (USCS).
The relative density of each soil layer was estimated based on probing of the excavation sidewalls with a
rock hammer and the overall stability of the excavations. Any evidence of seepage or other groundwater
conditions were also noted. The location of the exploratory test pits are shown on the included Test Pit
Location Map.
The following paragraphs briefly summarize the subsurface soils and conditions observed in the exploratory
test pits excavated for the field investigation. The soil horizons are described as they were encountered in
the test pit excavations, starting with the horizon nearest the surface and proceeding with each additional
horizon encountered with depth. Please refer to the attached test pit logs for more detailed information.
The first soil horizon encountered in each exploratory excavation was a Silty Clay Organics. This material
was black in color, moist and soft in consistency. This material was encountered to depths varying from
approximately 1.0 feet to 1.5 feet below grounds surface (bgs) in the exploratory excavations. Organic soils
are highly compressible and are not suitable for foundation support. This material must be removed from
beneath all foundation elements and in any area that will receive asphalt and/or concrete pavements.
Underlying the Silty Clay Organics in exploratory excavations 2, 3, 4, and 6 was a Sandy Lean Clay with
Gravel (CL). This material was encountered to depths varying from approximately 1.67 feet to 4.0 feet. This
material was light brown to brown in color, soft to medium stiff in consistency and moist.
Underlying the Silty Clay Organics in exploratory excavations 1,5,7, and 8 was a Clayey Gravel with Sand,
Cobbles, and Boulders (GC). This material was encountered to depths varying from approximately 2.0 feet
to 2.5 feet. This material was brown in color, medium dense in consistency and moist.
Underlying the Sandy Lean Clay and Clayey Gravel in each exploratory excavation was a Poorly Graded
Gravel with Sand and Cobbles (GP). This material was present to the end of each excavation at depths
varying from approximately 5.3 feet to 8.3 feet bgs. This material was grayish brown to brown in color,
medium dense in consistency and moist to wet. It should be noted that groundwater was encountered at
the end of each exploratory excavation.
Based on the subsurface investigation, it is recommended that the loads from the proposed structures be
transmitted to the Poorly Graded Gravel with Sand and Cobbles or to a structural fill pad overlying this
material.
2B Holdings, LLC – Geotechnical Investigation – 4840 Fowler Lane, Bozeman MT
June 30, 2023 Page 3 of 12
Groundwater
Groundwater was encountered at the bottom of each of the exploratory excavations. Groundwater
monitoring performed by IMEG began on April 28, 2023 and is currently ongoing. To date the seasonally
high groundwater elevation across the subject property has varied from 0.04 feet bgs to 2.85 feet bgs. The
highest groundwater levels were found near the north and eastern property boundaries.
Given the shallow depth to groundwater across the site, basement and crawl space foundations are not
feasible. Slab-on-grade with stem wall foundations may be utilized anywhere within the subdivision.
Seismicity
The Bozeman area is located in an earthquake zone known as the intermountain seismic belt, which is a
zone of earthquake activity that extends from northwest Montana to southern Arizona. In general, this zone
is expected to experience moderately frequent, potentially damaging earthquakes. With that in mind, it is
important that the structure be designed to withstand horizontal seismic accelerations that may be induced
by such an earthquake, as is required by the International Building Code.
The USGS provides seismic design parameters for the design of buildings and bridges across the United
States. These parameters are based on the 2015 National Earthquake Hazards Reduction Program (NEHRP)
Recommended Seismic Provisions. The primary intent of the NEHRP Recommended Seismic Provisions
is to prevent, for typical buildings and structures, serious injury and life loss caused by damage from
earthquake ground shaking.
The following seismic design parameters were determined for the subject property using the USGS
Seismic Design Application:
Approximate site Location:
Latitude = 45.6540° N
Longitude = 111.0815° W
Maximum Considered Earthquake (MCE) Spectral Response Acceleration Parameters:
Short Period (SS) = 0.690g
1-Second Period (S1) = 0.217g
Site Coefficients and Adjusted MCE Spectral Response Acceleration Parameters:
SMS = 0.690g
SM1 = 0.470g
Design Spectral Response Acceleration Parameters:
SDS = 0.574g
SD1 = 0.313g
2B Holdings, LLC – Geotechnical Investigation – 4840 Fowler Lane, Bozeman MT
June 30, 2023 Page 4 of 12
The seismic site class for this project is D.
Liquefaction
In general terms, liquefaction is defined as the condition when saturated, loose, fine sand-type soils lose
their support capabilities due to the development of excessive pore water pressure, which can develop
during a seismic event. Loose silty sandy soils, if located below the groundwater table, have the potential
to liquefy during a major seismic event.
Our subsurface investigation did not encounter any loose sand or silt horizons within the depth of
excavation that will be located within the water table, and it is our opinion that the potential for differential
settlement resulting from liquefaction during a moderate seismic event is low.
Foundation Recommendations
Based on the subsurface soils encountered in the exploratory excavations, it is recommended that each
structure utilize a slab-on-grade with stem wall foundation. Please find the following as general
recommendations for all foundation elements:
• In order to keep the footing out of the active frost zone it is recommended that the bottom of all
footing elevations be a minimum of 48 inches below finished grade.
• All foundation footings are to bear on Poorly Graded Gravel with Sand and Cobbles or on properly
placed and compacted structural fill overlying this material. All foundation footings shall be
dimensioned for an allowable bearing capacity of 2,500 pounds per square foot (psf).
• It is recommended that typical strip footings for this structure have a minimum width of 16 inches
and column footings should have a minimum width of 24 inches, provided the soils allowable
bearing capacity is not exceeded.
• The foundation subgrade must remain in a dry condition throughout construction of the foundation
elements.
• If construction takes place during the colder months of the year, the subgrade must be protected
from freezing. This may require the use of insulating blankets and/or ground heaters.
Allowable Bearing Capacity
The bearing capacity of a soil is defined as the ultimate pressure per unit area by the foundation that can
be supported by the soil in excess of the pressure caused by the surrounding soil at the footing level.
Bearing capacity is determined by the physical and chemical properties of the soil located beneath the
proposed structures footings.
2B Holdings, LLC – Geotechnical Investigation – 4840 Fowler Lane, Bozeman MT
June 30, 2023 Page 5 of 12
It is recommended that the loads from the proposed structures be transmitted to the Poorly Graded Gravel
with Sand and Cobbles or to a structural fill pad overlying this material. For this scenario it is recommended
that an allowable bearing capacity of 2,500 pounds per square foot be used to dimension all foundation
footings.
Settlement
While the soil at the site may be able to physically support the footings, it is also important to analyze the
possible settlement of the structure. In many cases, settlement determines the allowable bearing capacity.
When a soil deposit is loaded by a structure, deformations within the soil deposit will occur. The total
vertical deformation of the soil at the surface is called total settlement. Total settlement is made up of two
components: elastic settlement and consolidation settlement. Elastic settlement is the result of soil
particles rearranging themselves into a denser configuration due to a load being imposed on them and
usually occurs during the construction process and shortly after. Consolidation settlement occurs more
slowly and over time as water within the pore spaces of a soil are forced out and the soil compresses as
the stress from the load is transferred from the water molecules to the soil particles. Consolidation
settlement is more of a concern with fine-grained soils with low permeability and high in-situ moisture
contents. The degree of settlement is a function of the type of bearing material, the bearing pressure of
the foundation elements, local groundwater conditions, and in some cases determines the allowable
bearing capacity for a structures’ footings.
In addition to analyzing total settlement, the potential for differential settlement must also be considered.
Differential settlement occurs in soils that are not homogeneous over the length of the foundation or in
situations where the foundation rests on cut and fill surfaces. If the foundation rests on structural fill
overlaying properly prepared soils with rock, differential settlement is expected to be well within tolerable
limits. Areas that have significantly more fill under the foundation footings (four feet of more) create greater
potential for differential settlement. In these cases, the structural fill must be installed properly and tested
frequently. Compaction efforts and structural fill consistence are vital in minimizing differential settlement.
For this project it is not anticipated that significant quantities of structural fill will be required. For this
project, total settlement is expected to consist of elastic settlement.
A settlement analysis based on conservative soil parameter estimates, the recommended allowable
bearing capacity, and the assumption that all recommendations made in this report are properly adhered
to, indicates the total and differential settlement are expected to be ¾-inch or less. Structures of the type
assumed can generally tolerate this amount of movement, however, these values should be checked by a
structural engineer to verify that they are acceptable.
Please note that the settlement estimates are based on loads originating from the proposed structures. If
additional loads are introduced, such as the placement of large quantities of fill, our office should be
contacted to re-evaluate the settlement estimates.
2B Holdings, LLC – Geotechnical Investigation – 4840 Fowler Lane, Bozeman MT
June 30, 2023 Page 6 of 12
Lateral Pressures
Lateral pressures imposed upon foundation and retaining walls due to wind, seismic forces, and earth
pressures may be resisted by the development of passive earth pressures and/or frictional resistance
between the base of the footings and the supporting soils. If a foundation or retaining wall is restrained
from moving, the lateral earth pressure exerted on the wall is called the at-rest earth pressure. If a
foundation or retaining wall is allowed to tilt away from the retained soil, the lateral earth pressure exerted
on the wall is called the active earth pressure. Passive earth pressure is the resistance pressure the
foundation or retaining wall develops due to the wall being pushed laterally into the earth on the opposite
side of the retained soil. Each of these pressures is proportional to the distance below the earth surface,
the unit weight of the soil, and the shear strength properties of the soil.
It is recommended that all foundation and retaining walls be backfilled with well-draining granular material.
Well-draining granular backfill has a more predictable behavior in terms of the lateral earth pressure exerted
on the foundation or retaining wall and will not generate expansive related forces. If backfill containing
significant quantities of clayey material is used, the seepage of water into the backfill could potentially
generate horizontal swelling pressures well above at-rest values. Additionally, seepage into a clayey backfill
material will also cause significant hydrostatic pressures to build up against the foundation wall due to the
low permeability of clay soils and will make the backfill susceptible to frost action.
Subsurface walls that are restrained from moving at the top are recommended to be designed for an
equivalent fluid pressure of 62 pounds per cubic foot (pcf) (at-rest pressure); the equivalent fluid pressure
is the product of the retained soils unit weight and its coefficient of active or at-rest earth pressure. Any
subsurface walls that are allowed to move away from the restrained soil, such as cantilevered retaining
walls, are recommended to be designed for an equivalent fluid pressure of 45 pcf (active pressure). For
passive pressures, an equivalent fluid pressure of 270 pcf is recommended, and the coefficient of friction
between the cast-in-place concrete and the Clayey Gravel with Sand, Cobbles, and Boulders and/or the
Sandy Lean Clay with Gravel is 0.3.
These recommended values were calculated assuming a near horizontal backfill and that the on-site soils,
with the exception of the organics, will be used as foundation wall backfill. It is also assumed that the
backfill will be compacted as recommended in this report. Also, please note that these design pressures
do not include a factor of safety and are for static conditions, they do not account for additional forces that
may be induced by seismic loading.
Subgrade Preparation and Structural Fill
In general, the excavation for the foundation must be level and uniform and continue down to the Poorly
Graded Gravel with Sand and Cobbles. If any soft spots, saturated soils, or boulders are encountered, they
will need to be removed and backfilled with structural fill. The excavation width must extend a minimum
of one footing width from the outer edges of the footings or half the height of the required structural fill,
whichever is greater. For example, if 6 feet of structural fill is required, the width of the excavation must
2B Holdings, LLC – Geotechnical Investigation – 4840 Fowler Lane, Bozeman MT
June 30, 2023 Page 7 of 12
extend out a distance of 3 feet on either side of the foundation footings. Prior to placing any required
structural fill, it is recommended that the native subgrade be compacted to an unyielding condition.
Structural fill is defined as all fill that will ultimately be subjected to structural loadings, such as those
imposed by footings, floor slabs, pavements, etc. None of the soils encountered in the exploratory
excavations are suitable for use as structural fill. Structural fill will need to be imported where it is required.
Imported structural fill is recommended to be a well graded gravel with sand that contains less than 15
percent of material that will pass a No. 200 sieve and that has a maximum particle size of 3 inches. Also,
the fraction of material passing the No. 40 sieve shall have a liquid limit not exceeding 25 and a plasticity
index not exceeding 6. Additionally, the structural fill shall consist of durable materials that will not degrade
due to moisture or the compaction effort, i.e. no shale or mudstone rock fragments should be present. It
would also be acceptable to utilize a ¾-inch crushed washed rock as structural fill.
Structural fill must be placed in lifts no greater than 12-inches (uncompacted thickness) and be uniformly
compacted to a minimum of 97 percent of its maximum dry density, as determined by ASTM D698.
Typically, the structural fill must be moisture conditioned to within + 2 percent of the materials optimum
moisture content to achieve the required density. ¾-inch crushed washed rock is recommended to be
compacted to an unyielding condition. It is recommended that the structural fill be compacted with a large
vibrating smooth drum roller. Please note that if a moisture-density relationship test (commonly referred
to as a proctor) needs to be performed for a proposed structural fill material to determine its maximum dry
density in accordance with ASTM D698, a sample of the material must be delivered to this office a
minimum of three full working days prior to density testing being needed.
At no time should surface water runoff be allowed to flow into and accumulate within the excavation for
the foundation elements. If necessary, a swale or berm should be temporarily constructed to reroute all
surface water runoff away from the excavation. Excavation should not proceed during large precipitation
events.
If any of the foundation footings are found to be located on a test pit, the area will need to be excavated
down to the full depth of the test pit and structural fill be placed and compacted in controlled lifts as
described in this report to bring the area back up to the desired grade.
Foundation Wall Backfill
Approved backfill material should be placed and compacted between the foundation wall and the edge of
the excavation. Structural fill is recommended as foundation wall backfill in all areas that will support
concrete slabs-on-grade or asphalt paving improvements. The on-site soils with the exception of the
organics encountered during the field investigation are suitable for reuse as foundation wall backfill along
the exterior of the foundation where asphalt and concrete pavements will not be located, provided it is not
too moist and any cobbles larger than 6 inches in size are removed. The organic soil shall not be used as
foundation wall backfill.
2B Holdings, LLC – Geotechnical Investigation – 4840 Fowler Lane, Bozeman MT
June 30, 2023 Page 8 of 12
The foundation wall backfill shall be placed in uniform lifts and be compacted to a minimum of 95 percent
of the material’s maximum dry density, as determined by ASTM D698. The foundation wall backfill will
need to be compacted with either walk behind compaction equipment or hand operated compaction
equipment in order to avoid damaging the foundation walls. If walk behind compaction equipment is used
lifts should not exceed 8-inches (loose thickness) and if hand operated compaction equipment is used lifts
should not exceed 4-inches (loose thickness).
Interior Slabs-on-Grade
For any interior slabs-on-grade, it is recommended that, at a minimum, the organic soil be removed. The
native subgrade then needs to be compacted to a minimum of 95 percent of its maximum dry density, as
determined by ASTM D698. Following compaction of the native subgrade, structural fill be placed and
compacted to within 6-inches of the desired bottom of slab elevation.
For all interior concrete slabs-on-grade, preventative measures must be taken to stop moisture from
migrating upwards through the slab. Moisture that migrates upwards through the concrete slab can
damage floor coverings such as carpet, hardwood and vinyl, in addition to causing musty odors and mildew
growth. Moisture barriers will need to be installed to prevent water vapor migration and capillary rise
through the concrete slab.
Capillarity is the result of the liquid property known as surface tension, which arises from an imbalance of
cohesive and adhesive forces near the interface between different materials. With regards to soils, surface
tension arises at the interface between groundwater and the mineral grains and air of a soil. The height of
capillary rise within a given soil is controlled by the size of the pores between the soil particles and not the
size of the soil particles directly. Soils that have small pore spaces experience a higher magnitude of
capillary rise than soils with large pore spaces. Typically, soils composed of smaller particles (such as silt
and clay) have smaller pore spaces.
In order to prevent capillary rise through the concrete slab-on-grade it is recommended that 6 inches of ¾-
inch washed rock (containing less than 10 percent fines) be placed and compacted once the excavation for
the slab is complete. The washed rock has large pore spaces between soil particles and will act as a
capillary break, preventing groundwater from migrating upwards towards the bottom of the slab.
Water vapor is currently understood to act in accordance with the observed physical laws of gases, which
state that the water vapor will travel from an area of higher concentration to that of a lower concentration
until equilibrium is achieved. Because Earth contains large quantities of liquid water, water vapor is
ubiquitous in Earth’s atmosphere, and, as a result, also in soils located above the water table (referred to
as the vadose zone). Typically, the concentration of water vapor in the vadose zone is greater than that
inside the residence. This concentration difference may result in an upward migration of water vapor from
the vadose zone through the concrete slab-on-grade and into the building.
In order to prevent this upward migration of water vapor through the slab, it is recommended that a 15-mil
extruded polyolefin plastic that complies with ASTM E1745 (such as a Stego Wrap 15-mil Vapor Barrier)
2B Holdings, LLC – Geotechnical Investigation – 4840 Fowler Lane, Bozeman MT
June 30, 2023 Page 9 of 12
be installed. The vapor barrier should be pulled up at the sides and secured to the foundation wall or footing.
Care must be taken during and after the installation of the vapor barrier to avoid puncturing the material,
and all joints are to be sealed per the manufacture’s recommendations.
Once the excavation for any interior slabs-on-grade is completed as described in the first paragraph of this
section, and the ¾ inch washed rock and moisture barriers have been properly installed, it will be
acceptable to form and cast the steel reinforced concrete slab. It is recommended that interior concrete
slabs-on-grade have a minimum thickness of 4 inches, provide all slab reinforcement is designed by a
licensed structural engineer.
Exterior Slabs-on-Grade
For exterior areas to be paved with concrete slabs such as sidewalks and/or patios, it is recommended
that, at a minimum, the organic soil be removed. The subgrade then needs to be compacted to a minimum
of 95 percent of its maximum dry density, as determined by ASTM D698. Then for non-vehicular traffic
areas, a minimum of 6 inches of ¾-inch minus rock needs to be placed, and 4 inches of 4000 pounds per
square inch (psi) concrete placed over the ¾-inch minus rock. For areas with vehicular traffic, a minimum
of 9 inches of ¾-inch minus rock should be placed, followed by 6 inches of 4000 psi concrete.
Exterior slabs that will be located adjacent to the foundation walls need to slope away from the structure
at a minimum grade of 2 percent and should not be physically connected to the foundation walls. If they
are connected, any movement of the exterior slab will be transmitted to the foundation wall, which may
result in damage to the structure.
Site Grading
Surface water should not be allowed to accumulate and infiltrate the soil near the foundation. Proper site
grading will ensure surface water runoff is directed away from the foundation elements and will aid in the
mitigation of excessive settlement. If the soils beneath the house are allowed to experience an increase
in moisture content, additional settlement of the structures may occur. Please find the following as general
site grading recommendations:
• Finished grade must slope away from the building a minimum of 5 percent within the first 10 feet,
in order to quickly drain ground surface and roof runoff away from the foundation walls. Please
note that in order to maintain this slope; it is imperative that any backfill placed against the
foundation walls be compacted properly. If the backfill is not compacted properly, it will settle and
positive drainage away from the structure will not be maintained.
• Permanent sprinkler heads for lawn care should be located a sufficient distance from the structure
to prevent water from draining toward the foundation or saturating the soils adjacent to the
foundation.
2B Holdings, LLC – Geotechnical Investigation – 4840 Fowler Lane, Bozeman MT
June 30, 2023 Page 10 of 12
• Rain gutter down spouts are to be placed in such a manner that surface water runoff drains away
from the structure.
• All roads, walkways, and architectural land features must properly drain away from all structures.
Special attention should be made during the design of these features to not create any drainage
obstructions that may direct water towards or trap water near the foundation.
Asphalt Paving Improvements
For areas to be paved with asphalt, it is recommended that, as a minimum, the organic soil be removed.
The native subgrade then needs to be compacted at ± 2 percent of its optimum moisture content to 95
percent of its maximum dry density. Following compaction of the native subgrade, a layer of geotextile
(such as Mirafi 160N) shall be installed. Next a 12-inch layer of compacted 6-inch minus gravel can be
placed. Next by a 6-inch layer of compacted 1-inch minus road mix shall be installed. Both gravel courses
must be compacted at ± 2 percent of their optimum moisture content to 95 percent of their maximum dry
density. A 3-inch-thick layer of asphalt pavement can then be placed and compacted over this cross-
section. If asphalt paving is to be placed on foundation wall backfill, the backfill must be compacted to 95
percent of its maximum dry density, as determined by ASTM D698. It is recommended the backfill be
placed in uniform lifts and be compacted to an unyielding condition.
Underground Utilities
We recommend specifying non-corrosive materials or providing corrosion protection unless additional tests
are performed to verify the onsite soils are not corrosive.
It is recommended that ¾-inch minus gravel be used as a bedding material, where bedding material is
defined as all material located within 6 inches of the utility pipe(s). The bedding material should be
thoroughly compacted around all utility pipes. Trench backfill shall be compacted to a minimum of 95
percent of its maximum dry density in paved or landscaped areas and a minimum of 97 percent of its
maximum dry density beneath foundation footings. Backfilling around and above utilities shall meet the
requirements of Montana Public Works Standard Specifications.
Construction Administration
The foundation is a vital element of a structure; it transfers all of the structure’s dead and live loads to the
native soil. It is imperative that the recommendations made in this report are properly adhered to. A
representative from IMEG should observe the construction of any foundation or drainage elements
recommended in this report. The recommendations made in this report are contingent upon our
involvement. If the soils encountered during the excavation differ than those described in this report or any
unusual conditions are encountered, our office should be contacted immediately to examine the conditions,
re-evaluate our recommendations and provide a written response.
2B Holdings, LLC – Geotechnical Investigation – 4840 Fowler Lane, Bozeman MT
June 30, 2023 Page 11 of 12
If construction and site grading take place during cold weather, it is recommended that appropriate winter
construction practices be observed. All snow and ice shall be removed from cut and fill areas prior to site
grading taking place. No fill should be placed on soils that are frozen or contain frozen material. No frozen
soils can be used as fill under any circumstances. Additionally, Concrete should not be placed on frozen
soils and should meet the temperature requirements of ASTM C 94. Any concrete placed during cold
weather conditions shall be protected from freezing until the necessary compressive strength has been
attained. Once the footings are placed, frost shall not be permitted to extend below the foundation
footings, as this could heave and crack the foundation footings and/or foundation walls.
It is the responsibility of the contractor to provide a safe working environment with regards to excavations
on the site. All excavations should be sloped or shored in the interest of safety and in accordance with
local and federal regulations, including the excavation and trench safety standards provided by the
Occupational Safety and Health Administration (OSHA).
Report Limitations and Guidelines for Use
This report was prepared to be used exclusively by 2B Holdings, LLC for residential improvements to be
constructed at 4840 Fowler Lane, located in the Northwest Quarter of Section 23, Township 2 South,
Range 5 East in Bozeman, Montana. All of the work was performed in accordance with generally accepted
principles and practices used by geotechnical engineers and geologists practicing in this or similar localities.
This report should not be used by anyone it was not prepared for, or for uses it was not intended for. Field
investigations and preparation of this report was conducted in accordance with a specific set of
requirements set out by the client, which may not satisfy the requirements of others. This report should
not be used for nearby sites or for structures on the same site that differ from the structures that were
proposed at the time this report was prepared. Any changes in the structures (type, orientation, size,
elevation, etc.) proposed for this site must be discussed with our company for this report to be valid.
The recommendations made in this report are based upon data obtained from test pits excavated at the
locations indicated on the attached Test Pit Location Map. It is not uncommon that variations will occur
between these locations, the nature and extent of which will not become evident until additional
exploration or construction is conducted. These variations may result in additional construction costs, and
it is suggested that a contingency be provided for this purpose. If the soils encountered during the
excavation differ than those described in this report or any unusual conditions are encountered, our office
should be contacted immediately to examine the conditions and re-evaluate our recommendations and
provide a written response.
This report is valid as a complete document only. No portion of this report should be transmitted to other
parties as an incomplete document. Misinterpretation of portions of this report (i.e. test pit logs) is possible
when this information is transmitted to others without the supporting information presented in other
portions of the report.
OL
GC
GP
1.5
2.5
8.3
0 TO 1.5 FEET: SILTY CLAY ORGANIC SOIL; (OL); dark brown to black; moist; low
plasticity; very soft.
1.5 TO 2.5 FEET: CLAYEY GRAVEL WITH SAND, COBBLES AND BOULDERS; (GC);
dark brown to brown; moist; medium plasticity; medium dense; approximately 40 percentsubangular gravels; approximately 25 percent fine to coarse grain sand; approximately 35
percent clayey fines.
2.5 TO 8.3 FEET: POORLY GRADED GRAVEL WITH SAND AND COBBLES; (GP); dark
brown to brown; moist; medium dense; approximately 50 percent subangular gravels;
approximately 40 percent fine to coarse grain sand; approximately 10 percent clayey fines.
Bottom of test pit at 8.3 feet.
NOTES MW-1
GROUND ELEVATION
LOGGED BY Noah J. Schaible, E.I.
EXCAVATION METHOD Bobcat E88
EXCAVATION CONTRACTOR Elevation Excavating LLC GROUND WATER LEVELS:
DATE STARTED 3/8/23 COMPLETED 3/8/23
AT TIME OF EXCAVATION 8.30 ft
AFTER EXCAVATION ---
AT END OF EXCAVATION ---DEPTH(ft)0.0
2.5
5.0
7.5 SAMPLE TYPENUMBERPAGE 1 OF 1
TEST PIT NUMBER TP 1
PROJECT NUMBER 23001313
CLIENT 2B Holdings LLC
PROJECT LOCATION 4840 Fowler Lane, Bozeman MT
PROJECT NAME MW Wells & TP Logs
GENERAL BH / TP / WELL - GINT STD US.GDT - 6/29/23 13:52 - \\FILES\ACTIVE\PROJECTS\2023\23001313.01\DESIGN\_REFERENCE\GEOTECHNICALREPORT\TP LOGS & MAP\TEST PIT LOGS (23001313).GPJU.S.C.S.GRAPHICLOGMATERIAL DESCRIPTION
OL
CL
GP
1.0
1.7
8.3
0 TO 1 FEET: SILTY CLAY ORGANIC SOIL; (OL); dark brown to black; moist; low plasticity;
very soft.
1 TO 1.667 FEET: SANDY LEAN CLAY WITH GRAVEL; (CL); light brown to brown; moist;medium plasticity; medium stiff; approximately 10 percent subangular gravels;
approximately 30 percent fine to coarse grain sand; approximately 60 percent clayey fines.
1.667 TO 8.3 FEET: POORLY GRADED GRAVEL WITH SAND AND COBBLES; (GP); dark
brown to brown; moist; medium dense; approximately 50 percent subangular gravels;
approximately 40 percent fine to coarse grain sand; approximately 10 percent clayey fines.
Bottom of test pit at 8.3 feet.
NOTES MW-2
GROUND ELEVATION
LOGGED BY Noah J. Schaible, E.I.
EXCAVATION METHOD Bobcat E88
EXCAVATION CONTRACTOR Elevation Excavating LLC GROUND WATER LEVELS:
DATE STARTED 3/8/23 COMPLETED 3/8/23
AT TIME OF EXCAVATION 8.30 ft
AFTER EXCAVATION ---
AT END OF EXCAVATION ---DEPTH(ft)0.0
2.5
5.0
7.5 SAMPLE TYPENUMBERPAGE 1 OF 1
TEST PIT NUMBER TP 2
PROJECT NUMBER 23001313
CLIENT 2B Holdings LLC
PROJECT LOCATION 4840 Fowler Lane, Bozeman MT
PROJECT NAME MW Wells & TP Logs
GENERAL BH / TP / WELL - GINT STD US.GDT - 6/29/23 13:52 - \\FILES\ACTIVE\PROJECTS\2023\23001313.01\DESIGN\_REFERENCE\GEOTECHNICALREPORT\TP LOGS & MAP\TEST PIT LOGS (23001313).GPJU.S.C.S.GRAPHICLOGMATERIAL DESCRIPTION
OL
CL
GP
1.0
2.5
7.0
0 TO 1 FEET: SILTY CLAY ORGANIC SOIL; (OL); dark brown to black; moist; low plasticity;
very soft.
1 TO 2.5 FEET: SANDY LEAN CLAY WITH GRAVEL; (CL); light brown to brown; moist;medium plasticity; medium stiff; approximately 10 percent subangular gravels;
approximately 30 percent fine to coarse grain sand; approximately 60 percent clayey fines.
2.5 TO 7 FEET: POORLY GRADED GRAVEL WITH SAND AND COBBLES; (GP); dark
brown to brown; moist; medium dense; approximately 50 percent subangular gravels;
approximately 40 percent fine to coarse grain sand; approximately 10 percent clayey fines.
Bottom of test pit at 7.0 feet.
NOTES MW-3
GROUND ELEVATION
LOGGED BY Noah J. Schaible, E.I.
EXCAVATION METHOD Bobcat E88
EXCAVATION CONTRACTOR Elevation Excavating LLC GROUND WATER LEVELS:
DATE STARTED 3/8/23 COMPLETED 3/8/23
AT TIME OF EXCAVATION 7.00 ft
AFTER EXCAVATION ---
AT END OF EXCAVATION ---DEPTH(ft)0.0
2.5
5.0 SAMPLE TYPENUMBERPAGE 1 OF 1
TEST PIT NUMBER TP 3
PROJECT NUMBER 23001313
CLIENT 2B Holdings LLC
PROJECT LOCATION 4840 Fowler Lane, Bozeman MT
PROJECT NAME MW Wells & TP Logs
GENERAL BH / TP / WELL - GINT STD US.GDT - 6/29/23 13:52 - \\FILES\ACTIVE\PROJECTS\2023\23001313.01\DESIGN\_REFERENCE\GEOTECHNICALREPORT\TP LOGS & MAP\TEST PIT LOGS (23001313).GPJU.S.C.S.GRAPHICLOGMATERIAL DESCRIPTION
OL
CL
GP
1.5
3.0
8.0
0 TO 1.5 FEET: SILTY CLAY ORGANIC SOIL; (OL); dark brown to black; moist; low
plasticity; very soft.
1.5 TO 3 FEET: SANDY LEAN CLAY WITH GRAVEL; (CL); light brown to brown; moist;
medium plasticity; medium stiff; approximately 10 percent subangular gravels;approximately 30 percent fine to coarse grain sand; approximately 60 percent clayey fines.
3 TO 8 FEET: POORLY GRADED GRAVEL WITH SAND AND COBBLES; (GP); dark
brown to brown; moist; medium dense; approximately 50 percent subangular gravels;
approximately 40 percent fine to coarse grain sand; approximately 10 percent clayey fines.
Bottom of test pit at 8.0 feet.
NOTES MW-4
GROUND ELEVATION
LOGGED BY Noah J. Schaible, E.I.
EXCAVATION METHOD Bobcat E88
EXCAVATION CONTRACTOR Elevation Excavating LLC GROUND WATER LEVELS:
DATE STARTED 3/8/23 COMPLETED 3/8/23
AT TIME OF EXCAVATION 8.00 ft
AFTER EXCAVATION ---
AT END OF EXCAVATION ---DEPTH(ft)0.0
2.5
5.0
7.5 SAMPLE TYPENUMBERPAGE 1 OF 1
TEST PIT NUMBER TP 4
PROJECT NUMBER 23001313
CLIENT 2B Holdings LLC
PROJECT LOCATION 4840 Fowler Lane, Bozeman MT
PROJECT NAME MW Wells & TP Logs
GENERAL BH / TP / WELL - GINT STD US.GDT - 6/29/23 13:52 - \\FILES\ACTIVE\PROJECTS\2023\23001313.01\DESIGN\_REFERENCE\GEOTECHNICALREPORT\TP LOGS & MAP\TEST PIT LOGS (23001313).GPJU.S.C.S.GRAPHICLOGMATERIAL DESCRIPTION
OL
GC
GP
1.3
2.0
5.3
0 TO 1.33 FEET: SILTY CLAY ORGANIC SOIL; (OL); dark brown to black; moist; low
plasticity; very soft.
1.33 TO 2 FEET: CLAYEY GRAVEL WITH SAND, COBBLES AND BOULDERS; (GC);
dark brown to brown; moist; medium plasticity; medium dense; approximately 40 percent
subangular gravels; approximately 25 percent fine to coarse grain sand; approximately 35
percent clayey fines.
2 TO 5.3 FEET: POORLY GRADED GRAVEL WITH SAND AND COBBLES; (GP); darkbrown to brown; moist; medium dense; approximately 50 percent subangular gravels;approximately 40 percent fine to coarse grain sand; approximately 10 percent clayey fines.
Bottom of test pit at 5.3 feet.
NOTES MW-5
GROUND ELEVATION
LOGGED BY Noah J. Schaible, E.I.
EXCAVATION METHOD Bobcat E88
EXCAVATION CONTRACTOR Elevation Excavating LLC GROUND WATER LEVELS:
DATE STARTED 3/8/23 COMPLETED 3/8/23
AT TIME OF EXCAVATION 5.30 ft
AFTER EXCAVATION ---
AT END OF EXCAVATION ---DEPTH(ft)0.0
2.5
5.0 SAMPLE TYPENUMBERPAGE 1 OF 1
TEST PIT NUMBER TP 5
PROJECT NUMBER 23001313
CLIENT 2B Holdings LLC
PROJECT LOCATION 4840 Fowler Lane, Bozeman MT
PROJECT NAME MW Wells & TP Logs
GENERAL BH / TP / WELL - GINT STD US.GDT - 6/29/23 13:52 - \\FILES\ACTIVE\PROJECTS\2023\23001313.01\DESIGN\_REFERENCE\GEOTECHNICALREPORT\TP LOGS & MAP\TEST PIT LOGS (23001313).GPJU.S.C.S.GRAPHICLOGMATERIAL DESCRIPTION
OL
CL
GP
1.5
4.0
7.5
0 TO 1.5 FEET: SILTY CLAY ORGANIC SOIL; (OL); dark brown to black; moist; low
plasticity; very soft.
1.5 TO 4 FEET: SANDY LEAN CLAY WITH GRAVEL; (CL); light brown to brown; moist;
medium plasticity; medium stiff; approximately 10 percent subangular gravels;approximately 30 percent fine to coarse grain sand; approximately 60 percent clayey fines.
4 TO 7.5 FEET: POORLY GRADED GRAVEL WITH SAND AND COBBLES; (GP); dark
brown to brown; moist; medium dense; approximately 50 percent subangular gravels;approximately 40 percent fine to coarse grain sand; approximately 10 percent clayey fines.
Bottom of test pit at 7.5 feet.
NOTES MW-6
GROUND ELEVATION
LOGGED BY Noah J. Schaible, E.I.
EXCAVATION METHOD Bobcat E88
EXCAVATION CONTRACTOR Elevation Excavating LLC GROUND WATER LEVELS:
DATE STARTED 3/8/23 COMPLETED 3/8/23
AT TIME OF EXCAVATION 7.50 ft
AFTER EXCAVATION ---
AT END OF EXCAVATION ---DEPTH(ft)0.0
2.5
5.0
7.5 SAMPLE TYPENUMBERPAGE 1 OF 1
TEST PIT NUMBER TP 6
PROJECT NUMBER 23001313
CLIENT 2B Holdings LLC
PROJECT LOCATION 4840 Fowler Lane, Bozeman MT
PROJECT NAME MW Wells & TP Logs
GENERAL BH / TP / WELL - GINT STD US.GDT - 6/29/23 13:52 - \\FILES\ACTIVE\PROJECTS\2023\23001313.01\DESIGN\_REFERENCE\GEOTECHNICALREPORT\TP LOGS & MAP\TEST PIT LOGS (23001313).GPJU.S.C.S.GRAPHICLOGMATERIAL DESCRIPTION
OL
GC
GP
1.0
2.3
7.8
0 TO 1 FEET: SILTY CLAY ORGANIC SOIL; (OL); dark brown to black; moist; low plasticity;
very soft.
1 TO 2.25 FEET: CLAYEY GRAVEL WITH SAND, COBBLES AND BOULDERS; (GC);dark brown to brown; moist; medium plasticity; medium dense; approximately 40 percent
subangular gravels; approximately 25 percent fine to coarse grain sand; approximately 35
percent clayey fines.
2.25 TO 7.8 FEET: POORLY GRADED GRAVEL WITH SAND AND COBBLES; (GP); darkbrown to brown; moist; medium dense; approximately 50 percent subangular gravels;
approximately 40 percent fine to coarse grain sand; approximately 10 percent clayey fines.
Bottom of test pit at 7.8 feet.
NOTES MW-7
GROUND ELEVATION
LOGGED BY Noah J. Schaible, E.I.
EXCAVATION METHOD Bobcat E88
EXCAVATION CONTRACTOR Elevation Excavating LLC GROUND WATER LEVELS:
DATE STARTED 3/8/23 COMPLETED 3/8/23
AT TIME OF EXCAVATION 7.80 ft
AFTER EXCAVATION ---
AT END OF EXCAVATION ---DEPTH(ft)0.0
2.5
5.0
7.5 SAMPLE TYPENUMBERPAGE 1 OF 1
TEST PIT NUMBER TP 7
PROJECT NUMBER 23001313
CLIENT 2B Holdings LLC
PROJECT LOCATION 4840 Fowler Lane, Bozeman MT
PROJECT NAME MW Wells & TP Logs
GENERAL BH / TP / WELL - GINT STD US.GDT - 6/29/23 13:52 - \\FILES\ACTIVE\PROJECTS\2023\23001313.01\DESIGN\_REFERENCE\GEOTECHNICALREPORT\TP LOGS & MAP\TEST PIT LOGS (23001313).GPJU.S.C.S.GRAPHICLOGMATERIAL DESCRIPTION
OL
GC
GP
1.0
2.5
7.5
0 TO 1 FEET: SILTY CLAY ORGANIC SOIL; (OL); dark brown to black; moist; low plasticity;
very soft.
1 TO 2.5 FEET: CLAYEY GRAVEL WITH SAND, COBBLES AND BOULDERS; (GC); darkbrown to brown; moist; medium plasticity; medium dense; approximately 40 percent
subangular gravels; approximately 25 percent fine to coarse grain sand; approximately 35
percent clayey fines.
2.5 TO 7.5 FEET: POORLY GRADED GRAVEL WITH SAND AND COBBLES; (GP); dark
brown to brown; moist; medium dense; approximately 50 percent subangular gravels;
approximately 40 percent fine to coarse grain sand; approximately 10 percent clayey fines.
Bottom of test pit at 7.5 feet.
NOTES MW-8
GROUND ELEVATION
LOGGED BY Noah J. Schaible, E.I.
EXCAVATION METHOD Bobcat E88
EXCAVATION CONTRACTOR Elevation Excavating LLC GROUND WATER LEVELS:
DATE STARTED 3/8/23 COMPLETED 3/8/23
AT TIME OF EXCAVATION 7.50 ft
AFTER EXCAVATION ---
AT END OF EXCAVATION ---DEPTH(ft)0.0
2.5
5.0
7.5 SAMPLE TYPENUMBERPAGE 1 OF 1
TEST PIT NUMBER TP 8
PROJECT NUMBER 23001313
CLIENT 2B Holdings LLC
PROJECT LOCATION 4840 Fowler Lane, Bozeman MT
PROJECT NAME MW Wells & TP Logs
GENERAL BH / TP / WELL - GINT STD US.GDT - 6/29/23 13:52 - \\FILES\ACTIVE\PROJECTS\2023\23001313.01\DESIGN\_REFERENCE\GEOTECHNICALREPORT\TP LOGS & MAP\TEST PIT LOGS (23001313).GPJU.S.C.S.GRAPHICLOGMATERIAL DESCRIPTION
Appendix B
RANGE 5 APARTMENTS PHASING PLAN
OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHEOHE
STSTFOBENNET BOULEVARDEDGERTON AVENUE
GABRIEL AVENUE APEX DRIVEFOWLER LANE15''SS15''SS15''SS15''SS15''SS15''SS15''SS15''SS15''SS15''SS15''SS15''SSSSSSSS15''SS15''SSOHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHEOHEFOWEVEV
EV EVEVEV LANDING
8''STLANDING
LANDING
LANDINGPHASE 1PHASE 2PHASE 3PHASE 4PHASE 1PHASE 3PHASE 5UP
UP
UPUPUPUPUPUPUP UP
BENNET BOULEVARDEDGERTON AVENUE
GABRIEL AVENUE APEX DRIVEFOWLER LANE15''SS15''SS15''SS15''SS15''SS15''SS15''SS15''SS15''SSSSSSSSSTSTW V
STSTGASGASGASGASGASGASGASGASCOMMCOMMCOMMCOMMCOMMCOMMCOMMCOMMELECELECELECELECELECELECELECELECGASGASGASGASGASGASGASGASGASGASCOMMCOMMCOMMCOMMCOMMCOMMCOMMCOMMCOMMELECELECELECELECELECELECELECELECELECGASGASGASGASGASGASELECELECELECELECELECELECCOMMCOMMCOMMCOMMCOMMCOMMGASGASGASGASGASGASGASGASGASCOMMCOMMCOMMCOMMCOMMCOMMCOMMCOMMELECELECELECELECELECELECELECELECGASGASGASGASGASGASELECELECELECELECELECELECCOMMCOMMCOMMCOMMCOMMCOMMGASGASGASGASGASGASGASGASGASGASGASGASCOMMCOMMCOMMCOMMCOMMCOMMCOMMCOMMCOMMCOMMCOMMCOMMELECELECELECELECELECELECELECELECELECELECELECELECGASGASGASGASGASGASGASGASELECELECELECELECELECELECELECELECCOMMCOMMCOMMCOMMCOMMCOMMCOMMCOMMSSSSSSSS15''SS15''SS15''SS15''SS15''SS15''SS15''SS15''SS15''SS15''SS15''SS15''SS8''SS8''SS8''SS8''SS8''SS8''SS8''SS15''SS8''SS8''SS8''SS8''SS8''SS8''SS8''SS8''SS8''SS8''SS8''SS8''W8''W8''W8''W8''W8''W8''W8''W8''W8''WSSSS8''SS8''SS8''SS8''SS8''SS8''SS8''SS8''SS8''SS8''SS8''SS8''W 8''W 8''W 8''W 8''W 8''W 8''W 8''W 8''W 8''W8''SS8''SS8''SS8''SS8''SS8''SSSSSS8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''SS8''SS8''SS8''SS8''SS8''SS8''SS8''SS8''SS8''SS8''SSW VW VW VW VW VW VW VW VW VW VW VW V
W VW VHYDHYDHYDHYDHYDHY DHYD HYDHYDHYDS
TST STF F 4''W4''W6''SS
6''SS4''W4''WFF4''SSFF2''W6''SSF F
4''SSF4''SS6''SSF
F
6''SS4''SSF
4''SSF6''SSFF4''W6''SSW VOSWOSW
OSW
OSW
OSW W VW VW VW VW VW VW VW V
W V
W V
W V
W V
W V
W V
W V
W V
W VW VW VCO
COCO COC
OC
OCOCOC
OCOC
OC
OSSSSSS21''ST 21''ST 21''ST 21''ST 21''ST 21''ST 21''ST 21''ST 21''ST 21''ST 21''ST 21''ST ST STSTSTSTST15''STBENNET BOULEVARDEDGERTON AVENUE
GABRIEL AVENUE APEX DRIVEFOWLER LANE15''SS15''SS15''SS15''SS15''SS15''SS15''SS15''SS15''SS15''SS15''SS15''SSSSSSSS15''SSINSTALL CUT-IN MANHOLE ON EXISTING 15"SEWER MAIN IN FOWLER LANE AND EXTENDSEWER MAIN INTO PROJECT SITE IN APEX DRIVERANGE 5 APARTMENTS
Bozeman, MontanaJanuary 25, 2024PO BOX 888 Belgrade, MT 5971423007JOB:REVISION SCHEDULENo. Description Date050'100'SCALE 1" = 50'NSTUB WATER & SEWER SERVICES INTOSITE FOR FUTURE BUILDINGS (TYP.)STUB 8" WATER & 8" SEWER MAINSPAST LIMIT OF PAVING FOR FUTURESTREET EXTENSION IN PHASE 3 (TYP.)INSTALL STORM PONDS (TYP.)STUB SIDEWALKS FOR EXTENSIONINTO FUTURE PHASES (TYP.)LIMIT OF PHASE 1 PAVINGLIMIT OF PHASE 1 PAVINGALL EASEMENTS TO BE DEDICATED WITH PHASE 1BLDG #112-PLEXBLDG #212-PLEX1PHASING PLANPHASE 1MATERIALSTORAGESPOILSPILE40-YARD CONSTRUCTION DUMPSTERSCONSTRUCTION FENCINGST STSTSTSTUB WATER AND SANITARY SEWERMAINS PAST LIMIT OF PAVING FOREXTENSION WITH PHASE 3EXTEND BENNETT BOULEVARD FROM LIMIT OF PAVING IN GRAN CIELOREMOVE EX. CAP &BLOW-OFF AND EXTEND8" WATER MAIN INTOPROJECTINSTALL STORM SYSTEMINSTALL STORM SYSTEMINSTALL APEX DRIVE TO THE EASTERN PROPERTY LINE.EXTEND 8" WATER MAIN TO PROJECT SITE FROM APEX DRIVE IN GRAN CIELO SUBIVISIONINSTALL STORM POND AND ASSOCIATEDSTORM INFRASTRUCTURE IN APEX DRIVESTUB WATER, FIRE, AND SEWER SERVICESTUBS FROM GABRIEL AVE AND APEX DRIVEINTO PROJECT SITE FOR CONNECTION TOBUILDINGS IN FUTURE PHASES (TYP.)INSTALL THE PORTION OF THE FOWLERSTORM TRUNK MAIN THAT CROSSESAPEX DRIVE WITH PHASE 1.INSTALL APEX DRIVE CURBCHASE AND STORM POND 2INSTALL PARKING LOT AND ASSOCIATEDSIDEWALKS, TRASH ENCLOSURES ANDLANDSCAPING AS SHOWNINSTALL CURB RETURNS AND VALLEY GUTTER AND PAVE TEMPORARYAPRON FROM CURB RETURNS TO EXISTING PAVED COUNTY ROAD SECTIONSTUB WATER AND SANITARY SEWER MAINSPAST LIMIT OF PAVING FOR FUTUREEXTENSION ON ADJACENT PROPERTYPOWER, GAS, AND COMMUNICATIONSFOR PROJECT TO BE EXTENDEDFROM GRAN CIELO SUBDIVISIONPHASING NOTES:PHASE 1 STREET CONSTRUCTION WILL INCLUDE THE WESTWARD EXTENSION OFBENNETT BLVD FROM GRAN CIELO SUBDIVISION, THE CONSTRUCTION OFGABRIEL DRIVE, AND THE CONSTRUCTION OF APEX DRIVE TO FOWLER LANE.PRIMARY ACCESS TO PHASE 1 IS EXPECTED TO BE PROVIDED THROUGH GRANCIELO SUBDIVISION TO THE EAST VIA BENNETT BOULEVARD AND S 27THAVENUE. S 27TH AVENUE FROM BENNETT TO STUCKY ROAD WILL BE WIDENEDTO A CITY COLLECTOR STANDARD WITH THE PHASE 1 IMPROVEMENTS. THEAPEX DRIVE CONNECTION TO FOWLER LANE WILL PROVIDE A SECONDARYACCESS TO PHASE 1.SANITARY SEWER SERVICE WILL BE PROVIDED BY A SEWER MAIN EXTENSION INAPEX DRIVE AND GABRIEL DRIVE FROM THE EXISTING 15" SEWER MAIN INFOWLER LANE.WATER SUPPLY FOR THE PROJECT WILL BE PROVIDED BY CONNECTION TO THEEXISTING 8" WATER MAIN STUB IN BENNETT BOULEVARD. A SECOND WATERMAIN WILL BE EXTENDED TO APEX DRIVE FROM THE EXISTING MAIN IN THE APEXDRIVE / S 29TH INTERSECTION EAST OF THE PROPERTY TO CREATE A LOOP.ALL STORMWATER INFRASTRUCTURE PLANNED IN THE PHASE 1 PORTIONS OFAPEX DRIVE, GABRIEL AVENUE, OR BENNETT BOULEVARD WILL BE INSTALLEDWITH PHASE 1. ALL PHASE 1 INFRASTRUCTURE DRAINS TO THE THREE PONDSALONG APEX DRIVE OR THE CHAMBER SYSTEMS IN THE PARK, SO ALL PHASE 1RUNOFF WILL CAPTURED.CARPORTCARPORT
OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHEOHE
STSTFOW V
STSTBENNET BOULEVARDEDGERTON AVENUE
GABRIEL AVENUE APEX DRIVEFOWLER LANE15''SS15''SS15''SS15''SS15''SS15''SS15''SS15''SS15''SS15''SS15''SS15''SSSSSSSS15''SS15''SSOHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHEOHEFOWEVEV
EV EVEVEV LANDING
8''STLANDING
LANDING
LANDINGPHASE 1PHASE 2PHASE 3PHASE 4PHASE 1PHASE 3PHASE 5UP
UP
UPUPUPUPUPUPUP UP
BENNET BOULEVARDEDGERTON AVENUE
GABRIEL AVENUE APEX DRIVEFOWLER LANE15''SS15''SS15''SS15''SS15''SS15''SS15''SS15''SS15''SSSSSSSSSTW VST GASGASGASGASGASGASGASGASCOMMCOMMCOMMCOMMCOMMCOMMCOMMCOMMELECELECELECELECELECELECELECELECGASGASGASGASGASGASGASGASGASGASCOMMCOMMCOMMCOMMCOMMCOMMCOMMCOMMCOMMELECELECELECELECELECELECELECELECELECGASGASGASGASGASGASELECELECELECELECELECELECCOMMCOMMCOMMCOMMCOMMCOMMGASGASGASGASGASGASGASGASGASCOMMCOMMCOMMCOMMCOMMCOMMCOMMCOMMELECELECELECELECELECELECELECELECGASGASGASGASGASGASELECELECELECELECELECELECCOMMCOMMCOMMCOMMCOMMCOMMGASGASGASGASGASGASGASGASGASGASGASGASCOMMCOMMCOMMCOMMCOMMCOMMCOMMCOMMCOMMCOMMCOMMCOMMELECELECELECELECELECELECELECELECELECELECELECELECGASGASGASGASGASGASGASGASELECELECELECELECELECELECELECELECCOMMCOMMCOMMCOMMCOMMCOMMCOMMCOMMSSSSSSSS15''SS15''SS15''SS15''SS15''SS15''SS15''SS15''SS15''SS15''SS15''SS15''SS8''SS8''SS8''SS8''SS8''SS8''SS8''SS8''SS8''SS8''SS8''SS8''SS8''SS8''SS8''SS8''SS8''SS8''SS8''W8''W8''W8''W8''W8''W8''W8''W8''W8''WSSSS8''SS8''SS8''SS8''SS8''SS8''SS8''SS8''SS8''SS8''SS8''SS8''W 8''W 8''W 8''W 8''W 8''W 8''W 8''W 8''W 8''W8''SS8''SS8''SS8''SS8''SS8''SSSSSS8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''SS8''SS8''SS8''SS8''SS8''SS8''SS8''SS8''SS8''SS8''SSW VW VW VW VW VW VW VW VW VW VW VW V
W VW VHYDHYDHYDHYDHYDHY DHYD HYDHYDHYDS
TST STF F 4''W4''W6''SS
6''SS4''W4''WFF4''SSFF2''W6''SSF F
4''SSF4''SS6''SSF
F
6''SS4''SSF
4''SSF6''SSFF4''W6''SSW VW VOSWOSWOSW
OSWOSW W VW VW VW VW VW VW VW V
W V
W V
W V
W V
W V
W V
W V
W V
W VW VW VCO
COCO COC
OC
OCOCOC
OCOC
OC
OSSSSSS21''ST 21''ST 21''ST 21''ST 21''ST 21''ST 21''ST 21''ST 21''ST 21''ST 21''ST 21''ST ST STSTSTSTST15''STBENNET BOULEVARDEDGERTON AVENUE
GABRIEL AVENUE APEX DRIVEFOWLER LANE15''SS15''SS15''SS15''SS15''SS15''SS15''SS15''SS15''SS15''SS15''SS15''SSSSSSSSRANGE 5 APARTMENTS
Bozeman, MontanaJanuary 25, 2024PO BOX 888 Belgrade, MT 5971423007JOB:REVISION SCHEDULENo. Description Date060'120'SCALE 1" = 60'NBLDG #336-PLEXBLDG #112-PLEXBLDG #212-PLEXBLDG #436-PLEXLIMIT OF PHASE 2 PARKING LOTCONSTRUCTIONSTUB SIDEWALKS FOR EXTENSIONINTO FUTURE PHASES (TYP.)PHASING PLANPHASE 2MATERIALSTORAGESPOILSPILE40-YARD CONSTRUCTION DUMPSTERSCONSTRUCTION FENCINGST STSTSTLIMIT OF PHASE 2 PARKING LOTCONSTRUCTIONPHASING NOTES:PHASE 2 WILL WILL BE ACCESSED AND SERVED BY THE PHASE 1INFRASTRUCTURE IMPROVEMENTS AND WILL NOT INCLUDE ADDITIONALINFRASTRUCTURE OR OFF-SITE IMPROVEMENTS.GARAGECARPORTCARPORT2
OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHEOHE
STSTFOW V
STSTBENNET BOULEVARDEDGERTON AVENUE
GABRIEL AVENUE APEX DRIVEFOWLER LANE15''SS15''SS15''SS15''SS15''SS15''SS15''SS15''SS15''SS15''SS15''SS15''SSSSSSSS15''SS15''SSOHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHEOHEFOWEVEV
EV EVEVEV LANDING
8''STLANDING
LANDING
LANDINGPHASE 1PHASE 2PHASE 3PHASE 4PHASE 1PHASE 3PHASE 5UP
UP
UPUPUPUPUPUPUP UP
BENNET BOULEVARDEDGERTON AVENUE
GABRIEL AVENUE APEX DRIVEFOWLER LANE15''SS15''SS15''SS15''SS15''SS15''SS15''SS15''SS15''SSSSSSSSSTW VST GASGASGASGASGASGASGASGASCOMMCOMMCOMMCOMMCOMMCOMMCOMMCOMMELECELECELECELECELECELECELECELECGASGASGASGASGASGASGASGASGASGASCOMMCOMMCOMMCOMMCOMMCOMMCOMMCOMMCOMMELECELECELECELECELECELECELECELECELECGASGASGASGASGASGASELECELECELECELECELECELECCOMMCOMMCOMMCOMMCOMMCOMMGASGASGASGASGASGASGASGASGASCOMMCOMMCOMMCOMMCOMMCOMMCOMMCOMMELECELECELECELECELECELECELECELECGASGASGASGASGASGASELECELECELECELECELECELECCOMMCOMMCOMMCOMMCOMMCOMMGASGASGASGASGASGASGASGASGASGASGASGASCOMMCOMMCOMMCOMMCOMMCOMMCOMMCOMMCOMMCOMMCOMMCOMMELECELECELECELECELECELECELECELECELECELECELECELECGASGASGASGASGASGASGASGASELECELECELECELECELECELECELECELECCOMMCOMMCOMMCOMMCOMMCOMMCOMMCOMMSSSSSSSS15''SS15''SS15''SS15''SS15''SS15''SS15''SS15''SS15''SS15''SS15''SS15''SS8''SS8''SS8''SS8''SS8''SS8''SS8''SS15''SS8''SS8''SS8''SS8''SS8''SS8''SS8''SS8''SS8''SS8''SS8''SS8''W8''W8''W8''W8''W8''W8''W8''W8''W8''WSSSS8''SS8''SS8''SS8''SS8''SS8''SS8''SS8''SS8''SS8''SS8''SS8''W 8''W 8''W 8''W 8''W 8''W 8''W 8''W 8''W 8''W8''SS8''SS8''SS8''SS8''SS8''SSSSSS8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''SS8''SS8''SS8''SS8''SS8''SS8''SS8''SS8''SS8''SS8''SSW VW VW VW VW VW VW VW VW VW VW VW V
W VW VHYDHYDHYDHYDHYDHY DHYD HYDHYDHYDS
TST STF F 4''W4''W6''SS
6''SS4''W4''WFF4''SSFF2''W6''SSF F
4''SSF4''SS6''SSF
F
6''SS4''SSF
4''SSF6''SSFF4''W6''SSOSWOSW
OSW
OSWOSW W VW VW VW VW VW VW VW V
W V
W V
W V
W V
W V
W V
W V
W V
W VW VW VCO
COCO COC
OC
OCOCOC
OCOC
OCOSSSSSS21''ST 21''ST 21''ST 21''ST 21''ST 21''ST 21''ST 21''ST 21''ST 21''ST 21''ST 21''ST ST STSTSTSTST15''STBENNET BOULEVARDEDGERTON AVENUE
GABRIEL AVENUE APEX DRIVEFOWLER LANE15''SS15''SS15''SS15''SS15''SS15''SS15''SS15''SS15''SS15''SS15''SS15''SSSSSSSS15''SSRANGE 5 APARTMENTS
Bozeman, MontanaJanuary 25, 2024PO BOX 888 Belgrade, MT 5971423007JOB:REVISION SCHEDULENo. Description Date060'120'SCALE 1" = 60'NBLDG #336-PLEXBLDG #112-PLEXBLDG #212-PLEXBLDG #436-PLEXSTUB WATER & SEWER SERVICES INTOSITE FOR FUTURE BUILDINGS (TYP.)EXTEND BENNETT BOULEVARD, 8" WATER MAINAND 8" SANITARY SEWER MAIN FROM PHASE 1LIMITS OF WORK TO EDGERTON AVENUEEXTEND EDGERTON AVENUE STREETSECTION, WATER, AND SANITARY SEWERMAIN STUBS TO BENNETT BOULEVARDSTUB 8" WATER MAIN PAST LIMIT OF PAVINGFOR EXTENSION IN PHASE 4LIMIT OF PHASE 3 PAVINGBLDG #536-PLEXBLDG #636-PLEXBLDG #736-PLEXPHASE PLANPHASE 3MATERIALSTORAGESPOILSPILE40-YARD CONSTRUCTION DUMPSTERSCONSTRUCTION FENCINGST STSTSTPHASING NOTES:PHASE 3 STREET IMPROVEMENTS WILL INCLUDE THE CONSTRUCTION OFEDGERTON AVENUE FROM APEX DRIVE TO BENNETT BLVD AND THE EXTENSIONOF BENNETT BLVD FROM THE PHASE 1 LIMIT OF WORK WEST TO EDGERTONAVENUE. SIMILAR TO PHASE 1 AND 2, PRIMARY ACCESS TO PHASE 3 WILL BEPROVIDED FROM FOWLER LANE VIA APEX DRIVE AND BENNETT BLVD.SANITARY SEWER MAINS WILL BE EXTENDED SOUTH DOWN EDGERTON AVENUEAND WEST DOWN BENNETT BOULEVARD FROM THE PHASE 1 STUBS.WATER MAINS WILL BE EXTENDED SOUTH DOWN EDGERTON AVENUE AND WESTDOWN BENNETT BOULEVARD FROM THE PHASE 1 STUBS TO CREATE A LOOP.STORM INLETS AND A CHAMBER SYSTEM WILL BE INSTALLED IN BENNETT BLVDWITH PHASE 3 TO CAPTURE RUNOFF FROM A PORTION OF THE STREET. STORMINLETS WILL BE INSTALLED IN THE NORTH END OF EDGERTON AVENUE TOCONVEY RUNOFF TO THE POND INSTALLED WITH PHASE 1. SEVERAL ON-SITECHAMBER SYSTEMS WILL BE INSTALLED TO CAPTURE THE PHASE 3IMPROVEMENTS.GARAGECARPORTCARPORTCARPORTCARPORTCARPORTGARAGECARPORTCARPORT3
OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHEOHE
STSTFOW V
STSTBENNET BOULEVARDEDGERTON AVENUE
GABRIEL AVENUE APEX DRIVEFOWLER LANE15''SS15''SS15''SS15''SS15''SS15''SS15''SS15''SS15''SS15''SS15''SS15''SSSSSSSS15''SS15''SSOHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHEOHEFOWEVEV
EV EVEVEV LANDING
8''STLANDING
LANDING
LANDINGPHASE 1PHASE 2PHASE 3PHASE 4PHASE 1PHASE 3PHASE 5UP
UP
UPUPUPUPUPUPUP UP
BENNET BOULEVARDEDGERTON AVENUE
GABRIEL AVENUE APEX DRIVEFOWLER LANE15''SS15''SS15''SS15''SS15''SS15''SS15''SS15''SS15''SSSSSSSSOHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHEOHE
STSTFOW V
STSTGASGASGASGASGASGASGASGASCOMMCOMMCOMMCOMMCOMMCOMMCOMMCOMMELECELECELECELECELECELECELECELECGASGASGASGASGASGASGASGASGASGASCOMMCOMMCOMMCOMMCOMMCOMMCOMMCOMMCOMMELECELECELECELECELECELECELECELECELECGASGASGASGASGASGASELECELECELECELECELECELECCOMMCOMMCOMMCOMMCOMMCOMMGASGASGASGASGASGASGASGASGASCOMMCOMMCOMMCOMMCOMMCOMMCOMMCOMMELECELECELECELECELECELECELECELECGASGASGASGASGASGASELECELECELECELECELECELECCOMMCOMMCOMMCOMMCOMMCOMMGASGASGASGASGASGASGASGASGASGASGASGASCOMMCOMMCOMMCOMMCOMMCOMMCOMMCOMMCOMMCOMMCOMMCOMMELECELECELECELECELECELECELECELECELECELECELECELECGASGASGASGASGASGASGASGASELECELECELECELECELECELECELECELECCOMMCOMMCOMMCOMMCOMMCOMMCOMMCOMMSSSSSSSS15''SS15''SS15''SS15''SS15''SS15''SS15''SS15''SS15''SS15''SS15''SS15''SS8''SS8''SS8''SS8''SS8''SS8''SS8''SS15''SS15''SS8''SS8''SS8''SS8''SS8''SS8''SS8''SS8''SS8''SS8''SS8''SS8''W8''W8''W8''W8''W8''W8''W8''W8''W8''WSSSS8''SS8''SS8''SS8''SS8''SS8''SS8''SS8''SS8''SS8''SS8''SS8''W 8''W 8''W 8''W 8''W 8''W 8''W 8''W 8''W 8''W8''SS8''SS8''SS8''SS8''SS8''SSSSSS16''W16''W16''W16''W16''W16''W16''W16''W16''W16''W16''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''SS8''SS8''SS8''SS8''SS8''SS8''SS8''SS8''SS8''SS8''SSW VW VW VW VW VW VW VW VW VW VW VW V
W VW VHYDHYD
HYDHYDHYDHYD
HYD HYDHYDHYDS
TST STF F 4''W4''W6''SS
6''SS4''W4''WFF4''SSFF2''W6''SSF F
4''SSF4''SS6''SSF
F
6''SS4''SSF
4''SSF6''SSFF4''W6''SSW VW VW VW VOSWOSW
OSW
OSW
OSW W VW VW VW VW VW VW VW V
W V
W V
W V
W V
W V
W V
W V
W V
W VW VW VCO
COCO COC
OC
OCOCOC
OCOC
OC
OSSSSSS21''ST 21''ST 21''ST 21''ST 21''ST 21''ST 21''ST 21''ST 21''ST 21''ST 21''ST 21''ST ST STSTSTSTST15''STBENNET BOULEVARDEDGERTON AVENUE
GABRIEL AVENUE APEX DRIVEFOWLER LANE15''SS15''SS15''SS15''SS15''SS15''SS15''SS15''SS15''SS15''SS15''SS15''SSSSSSSS15''SS15''SSRANGE 5 APARTMENTS
Bozeman, MontanaJanuary 25, 2024PO BOX 888 Belgrade, MT 5971423007JOB:REVISION SCHEDULENo. Description Date060'120'SCALE 1" = 60'NBLDG #336-PLEXBLDG #112-PLEXBLDG #212-PLEXBLDG #436-PLEXBLDG #536-PLEXBLDG #636-PLEXBLDG #736-PLEXLIMIT OF PHASE 4 PARKING LOT IMPROVEMENTSLIMIT OF PHASE 4 SIDEWALK IMPROVEMENTSBLDG #836-PLEXBLDG #912-PLEX4PHASING PLANPHASE 4MATERIALSTORAGESPOILSPILE40-YARD CONSTRUCTION DUMPSTERSCONSTRUCTION FENCINGHYDOSWW VW VW VLIMIT OF PHASE 4 PAVINGINSTALL 38' FOWLER LANE STREETSECTION AND ASSOCIATED UTILITIESINSTALL 16" WATER MAIN ANDASSOCIATED SERVICE STUBSSTUB 16" WATER MAIN WITH CAP ANDBLOW-OFF FOR FUTURE EXTENSIONSTUB 16" WATER MAIN WITH CAP ANDBLOW-OFF FOR FUTURE EXTENSIONINSTALL FOWLER LANE STORM TRUNK LINEINSTALL FOWLER LANE STORMSEWER INFRASTRUCTUREEXTEND 8" WATER MAIN TO 16" MAIN IN FOWLER LANEINSTALL WATER SERVICE STUBS FOR FUTUREEXTENSION INTO PHASE 5 BUILDINGSINSTALL SEWER SERVICESTUBS INTO PROJECT SITEPHASING NOTES:PHASE 4 STREET IMPROVEMENTS WILL INCLUDE THE WIDENING OF FOWLERLANE ACROSS THE PROJECT FRONTAGE TO A 38' WIDE MINOR ARTERIAL STREET.SANITARY SEWER SERVICE WILL BE PROVIDED BY SEWER SERVICE STUBS FROMTHE EXISTING MAINS IN APEX DRIVE AND FOWLER LANE.A 16" WATER MAIN WILL BE INSTALLED IN FOWLER LANE FOR FUTURE EXTENSIONTO THE SOUTH AND NORTH. THIS MAIN WILL BE CONNECTED TO THE PHASE 1WATER STUB IN APEX DRIVE AND WILL BE LOOPED TO THE PHASE 3 WATER STUBAT THE BENNETT BLVD / EDGERTON AVENUE INTERSECTION.ALL REMAINING FOWLER LANE STORMWATER INFRASTRUCTURE WILL BEINSTALLED WITH THIS PHASE. SEVERAL ON-SITE INLETS AND A CHAMBERSYSTEM WILL BE INSTALLED TO CAPTURE THE ON-SITE PHASE 4 IMPROVEMENTS.GARAGECARPORTCARPORTCARPORTCARPORTCARPORTGARAGECARPORTCARPORTGARAGECARPORT
OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHEOHE
STSTFOW V
STSTBENNET BOULEVARDEDGERTON AVENUE
GABRIEL AVENUE APEX DRIVEFOWLER LANE15''SS15''SS15''SS15''SS15''SS15''SS15''SS15''SS15''SS15''SS15''SS15''SSSSSSSS15''SS15''SSOHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHEOHEFOWEVEV
EV EVEVEV LANDING
8''STLANDING
LANDING
LANDINGPHASE 1PHASE 2PHASE 3PHASE 4PHASE 1PHASE 3PHASE 5UP
UP
UPUPUPUPUPUPUP UP
BENNET BOULEVARDEDGERTON AVENUE
GABRIEL AVENUE APEX DRIVEFOWLER LANE15''SS15''SS15''SS15''SS15''SS15''SS15''SS15''SS15''SSSSSSSSOHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHEOHE
STSTFOW V
STSTGASGASGASGASGASGASGASGASCOMMCOMMCOMMCOMMCOMMCOMMCOMMCOMMELECELECELECELECELECELECELECELECGASGASGASGASGASGASGASGASGASGASCOMMCOMMCOMMCOMMCOMMCOMMCOMMCOMMCOMMELECELECELECELECELECELECELECELECELECGASGASGASGASGASGASELECELECELECELECELECELECCOMMCOMMCOMMCOMMCOMMCOMMGASGASGASGASGASGASGASGASGASCOMMCOMMCOMMCOMMCOMMCOMMCOMMCOMMELECELECELECELECELECELECELECELECGASGASGASGASGASGASELECELECELECELECELECELECCOMMCOMMCOMMCOMMCOMMCOMMGASGASGASGASGASGASGASGASGASGASGASGASCOMMCOMMCOMMCOMMCOMMCOMMCOMMCOMMCOMMCOMMCOMMCOMMELECELECELECELECELECELECELECELECELECELECELECELECGASGASGASGASGASGASGASGASELECELECELECELECELECELECELECELECCOMMCOMMCOMMCOMMCOMMCOMMCOMMCOMMSSSSSSSS15''SS15''SS15''SS15''SS15''SS15''SS15''SS15''SS15''SS15''SS15''SS15''SS8''SS8''SS8''SS8''SS8''SS8''SS8''SS15''SS15''SS8''SS8''SS8''SS8''SS8''SS8''SS8''SS8''SS8''SS8''SS8''SS8''W8''W8''W8''W8''W8''W8''W8''W8''W8''WSSSS8''SS8''SS8''SS8''SS8''SS8''SS8''SS8''SS8''SS8''SS8''SS8''W 8''W 8''W 8''W 8''W 8''W 8''W 8''W 8''W 8''W8''SS8''SS8''SS8''SS8''SS8''SSSSSS16''W16''W16''W16''W16''W16''W16''W16''W16''W16''W16''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''SS8''SS8''SS8''SS8''SS8''SS8''SS8''SS8''SS8''SS8''SSW VW VW VW VW VW VW VW VW VW VW VW V
W VW VHYDHYDHYDHYDHYDHY DHYD HYDHYDHYDS
TST STF F 4''W4''W6''SS
6''SS4''W4''WFF4''SSFF2''W6''SSF F
4''SSF4''SS6''SSF
F
6''SS4''SSF
4''SSF6''SSFF4''W6''SSW VW VW VW VOSWOSWOSWOSW
OSW W VW VW VW VW VW VW VW V
W V
W V
W V
W V
W V
W V
W V
W V
W VW VW VCO
COCO COC
OC
OCOCOC
OCOC
OCOSSSSSS21''ST 21''ST 21''ST 21''ST 21''ST 21''ST 21''ST 21''ST 21''ST 21''ST 21''ST 21''ST ST STSTSTSTST15''STBENNET BOULEVARDEDGERTON AVENUE
GABRIEL AVENUE APEX DRIVEFOWLER LANE15''SS15''SS15''SS15''SS15''SS15''SS15''SS15''SS15''SS15''SS15''SS15''SSSSSSSS15''SS15''SSRANGE 5 APARTMENTS
Bozeman, MontanaJanuary 25, 2024PO BOX 888 Belgrade, MT 5971423007JOB:REVISION SCHEDULENo. Description Date060'120'SCALE 1" = 60'NBLDG #336-PLEXBLDG #112-PLEXBLDG #212-PLEXBLDG #436-PLEXBLDG #536-PLEXBLDG #636-PLEXBLDG #736-PLEXBLDG #836-PLEXBLDG #912-PLEXBLDG #1236-PLEXBLDG #1112-PLEXBLDG #1012-PLEXCOMPLETE BENNETT BOULEVARD BETWEENEDGERTON AVENUE AND FOWLER LANE5PHASING PLANPHASE 540-YARD CONSTRUCTION DUMPSTERSMATERIALS STORAGENOTE: SPOILS TO BE STORED OFF-SITE FOR FINAL PHASE.PHASING NOTES:PHASE 5 STREET IMPROVEMENTS WILL INCLUDE THE COMPLETION OF BENNETTBLVD FROM FOWLER LANE TO EDGERTON AVENUE.SANITARY SEWER SERVICE WILL BE PROVIDED BY SEWER SERVICE STUBS FROMTHE EXISTING MAINS IN EDGERTON AVENUE AND FOWLER LANE.STORM INLETS AND A CHAMBER SYSTEM WILL BE INSTALLED IN BENNETT BLVDWITH PHASE 5 TO CAPTURE RUNOFF FROM THIS PORTION OF THE STREET.SEVERAL ON-SITE INLETS AND A CHAMBER SYSTEM WILL BE INSTALLED TOCAPTURE THE ON-SITE PHASE 5 IMPROVEMENTS.GARAGECARPORTCARPORTCARPORTCARPORTCARPORTGARAGECARPORTCARPORTGARAGECARPORTGARAGECARPORT
Appendix C
EPANET MODELS AND RESULTS
1
Drew Kirsch
From:Ethan Cote
Sent:Thursday, January 4, 2024 12:12 PM
To:Drew Kirsch
Subject:FW: Hydrant Test Request - 4840 Fowler Project
Ethan Cote, PE
White Mountain Engineering, LLC.
Ethan@wmtneng.com
Phone: (406) 595‐1923
From: matthausauer@gmail.com <matthausauer@gmail.com>
Sent: Friday, August 11, 2023 9:49 AM
To: 'Nathan Helfrich' <nathanh@bechtlearchitects.com>; 'john tremt.com' <john@tremt.com>; 'Blakeman, Robert'
<robert.blakeman@coffman.com>
Cc: Ethan Cote <Ethan@wmtneng.com>
Subject: Hydrant Test Request ‐ 4840 Fowler Project
Hydrant test results below. This was from June 2022 in hydrants in Gran Cielo directly to the southeast of the property.
From: Nick Pericich <NPericich@BOZEMAN.NET>
Sent: Friday, August 4, 2023 2:45 PM
To: Alicia Paz‐Solis <apazsolis@BOZEMAN.NET>; matthausauer@gmail.com
Cc: 'Ethan Cote' <Ethan@wmtneng.com>
Subject: RE: [EXTERNAL]RE: [EXTERNAL]Hydrant Test Request ‐ 4840 Fowler Project
We conducted a test on 6‐28‐2022 involving the two hydrants south of this with the flowing hydrant being the most
southern hydrant and the test hydrant just north of that. The informaƟon is shown below. The flowing was done at
1300 gpm. If this doesn’t work, let me know and you’ll have to wait unƟl we can conduct a field test and bill you for the
results.
2
From: Alicia Paz‐Solis <apazsolis@BOZEMAN.NET>
Sent: Friday, August 4, 2023 1:21 PM
To: matthausauer@gmail.com; Nick Pericich <NPericich@BOZEMAN.NET>
Cc: 'Ethan Cote' <Ethan@wmtneng.com>
Subject: RE: [EXTERNAL]RE: [EXTERNAL]Hydrant Test Request ‐ 4840 Fowler Project
Hi Nick,
Is this something your shop can do? Thank you.
3
Alicia Paz-Solis, EI | Transportation & Engineering
City of Bozeman MT
406 582 2976
From: matthausauer@gmail.com <matthausauer@gmail.com>
Sent: Friday, August 4, 2023 1:18 PM
To: Alicia Paz‐Solis <apazsolis@BOZEMAN.NET>; Nick Pericich <NPericich@BOZEMAN.NET>
Cc: 'Ethan Cote' <Ethan@wmtneng.com>
Subject: [EXTERNAL]RE: [EXTERNAL]Hydrant Test Request ‐ 4840 Fowler Project
CAUTION: This email originated from outside of the organization. Do not click links or open attachments unless you recognize the
sender and know the content is safe.
Thanks Alicia,
Since we are in that low pressure area mechanical would like some ground‐truth data so they’d prefer a hydrant test.
Should I chat with Nick or Erin Shane (or someone else) about geƫng that scheduled?
Best,
MaƩ
From: Alicia Paz‐Solis <apazsolis@BOZEMAN.NET>
Sent: Friday, August 4, 2023 12:31 PM
To: matthausauer@gmail.com; Nick Pericich <NPericich@BOZEMAN.NET>
Cc: 'Ethan Cote' <Ethan@wmtneng.com>
Subject: RE: [EXTERNAL]Hydrant Test Request ‐ 4840 Fowler Project
Hi MaƩ,
Normally, I can provide fire flows by running the InfoWater model. The hydrant requested is not updated in the model –
no Gran Cielo data in yet (screenshot below).
4
Alicia Paz-Solis, EI | Transportation & Engineering
City of Bozeman MT 406 582 2976
From: matthausauer@gmail.com <matthausauer@gmail.com>
Sent: Friday, August 4, 2023 10:32 AM
5
To: Alicia Paz‐Solis <apazsolis@BOZEMAN.NET>; Nick Pericich <NPericich@BOZEMAN.NET>
Cc: 'Ethan Cote' <Ethan@wmtneng.com>
Subject: [EXTERNAL]Hydrant Test Request ‐ 4840 Fowler Project
CAUTION: This email originated from outside of the organization. Do not click links or open attachments unless you recognize the
sender and know the content is safe.
Good morning,
We’d like to request a hydrant test for hydrant #3224 at the end of BenneƩ Blvd in Gran Cielo. The mechanical engineer
on the project would like some actual data in this vicinity given the low water pressures anƟcipated for this zone.
Thank you!
MaƩ
MaƩ Hausauer
maƩhausauer@gmail.com
(406) 599‐9124
Phase Dwelling Units Population
Average Day
(GPM)
Max Day
(GPM)
Peak Hour
(GPM)
Phase 1 24 52.1 6.1 14.1 18.4
Phase 2 72 156.2 18.4 42.4 55.3
Phase 3 108 234.4 27.7 63.6 83.0
Phase 4 48 104.2 12.3 28.3 36.9
Phase 5 60 130.2 15.4 35.4 46.1
Total 312 677.040 79.9 183.9 239.8
Assumptions
Population / Dwelling Unit 2.17 PPL (per wastewater facilities design standards)
Water Demand Rate 170 GPD per person (COB DSSP)
Maximum Day Peaking Factor 2.3 Acres
Peak Hour Peaking Factor 3 Gal./Acre/Day
Flow Rate (GPM)
Scenario #1
Max Daily Demand and Fire Flow 1556.6
Peak Hour Demand 73.8
Scenario #2
Max Daily Demand and Fire Flow 1620.2
Peak Hour Demand 156.8
Scenario #3
Max Daily Demand and Fire Flow 1683.8
Peak Hour Demand 239.8
RANGE 5 WATER DEMAND ESTIMATES
EPANET 2Page 12181920212223242627281215384245464748493125HYD-822591011816171819212232333435474849521COB-WATERCOB-WATER2Pressure25.0050.0075.00100.00psiVelocity0.010.101.002.00fpsDay 1, 12:00 AMEPANET 2Page 1APEX DRIVEBENNETT BOULEVARDAPEX DRIVEBENNETT BOULEVARDEDGERTON AVENUEGABRIEL AVENUEFOWLER LANES 31ST AVENUES 30TH AVENUES 29TH AVENUECIELO WAYSCENARIO 1 WATER MODEL (SITE PLAN PHASES 1-2)PIPE VELOCITY LEGENDNODE PRESSURE LEGEND
EPANET 2Page 1216131418192021222324262728671215172930313839404142434445464748493125HYD-82259101113DJ315458161718192122313233343536373844464748495051521COB-WATER20Pressure25.0050.0075.00100.00psiVelocity0.010.101.002.00fpsDay 1, 12:00 AMEPANET 2Page 1NODE PRESSURE LEGENDPIPE VELOCITY LEGENDFOWLER LANEEDGERTON AVENUEAPEX DRIVEBENNETT BOULEVARDGABRIEL AVENUES 31ST AVENUES 30TH AVENUECIELO WAYBENNETT BOULEVARDS 29TH AVENUEAPEX DRIVESCENARIO 2 WATER MODEL (SITE PLAN PHASES 1-3)
EPANET 2Page 121011168913141819202122232426272834567121517293031323334353637383940414243444546474849125HYD-82259101113DJ312DJ4&515456781617181921223031323334353637383940414243444546474849505152COB-WATER20Pressure25.0050.0075.00100.00psiVelocity0.010.101.002.00fpsDay 1, 12:00 AMEPANET 2Page 1NODE PRESSURE LEGENDPIPE VELOCITY LEGENDFOWLER LANEEDGERTON AVENUEAPEX DRIVEBENNETT BOULEVARDGABRIEL AVENUES 31ST AVENUES 30TH AVENUECIELO WAYBENNETT BOULEVARDS 29TH AVENUEAPEX DRIVESCENARIO 3 WATER MODEL (SITE PLAN PHASES 1-5)
Build Out Scenario #1
Maximum Day and Fire Flow
Network Table - LinksLength Diameter Roughness Flow Velocity Unit Headloss Friction Factor Link ID ft in GPM fps ft/KftPipe 2468.608130 950.21 6.06 16.62 0.019Pipe 18884.798130 -404.09 2.58 3.41 0.022Pipe 19655.108130 -310.96 1.98 2.10 0.023Pipe 20271.638130 310.96 1.98 2.10 0.023Pipe 21817.428130 -513.26 3.28 5.31 0.021Pipe 22263.468130 513.26 3.28 5.31 0.021Pipe 23336.378130 -513.26 3.28 5.31 0.021Pipe 24274.388130 -202.30 1.29 0.95 0.024Pipe 2646.848130 347.49 2.22 2.57 0.022Pipe 27281.808130 -1152.51 7.36 23.76 0.019Pipe 2812.036130 1500.00 17.02 157.16 0.017Pipe 1271.768130 -21.20 0.14 0.01 0.032Pipe 1562.034130 -21.20 0.54 0.43 0.031Pipe 38213.248130 7.10 0.05 0.00 0.048Pipe 4241.202130 7.10 0.73 1.64 0.033Pipe 4562.722130 7.10 0.73 1.63 0.033Pipe 46119.158130 -354.59 2.26 2.68 0.022EPANET 2Page 1
Length Diameter Roughness Flow Velocity Unit Headloss Friction Factor Link ID ft in GPM fps ft/KftPipe 47160.788130 -361.69 2.31 2.78 0.022Pipe 48357.988130 382.89 2.44 3.09 0.022Pipe 4954.604130 -21.20 0.54 0.43 0.031Pipe 31055.288130 0.00 0.00 0.00 0.000Pump 1#N/A #N/A #N/A 1463.47 0.00 -63.61 0.000Pump 25#N/A #N/A #N/A 93.13 0.00 -69.64 0.000EPANET 2Page 2
Network Table - Nodes
Elevation Demand Head Pressure
Node ID ft GPM ft psi
Junc HYD-8225 4960.50 0.00 5024.11 27.56
Junc 9 4952.5 0.00 5016.33 27.66
Junc 10 4953.00 0.00 5009.75 24.59
Junc 11 4945.00 0.00 5011.62 28.87
Junc 8 4966.0 0.00 5022.33 24.41
Junc 16 4966.50 0.00 5020.93 23.58
Junc 17 4953.50 0.00 5016.59 27.34
Junc 18 4954.50 0.00 5016.02 26.66
Junc 19 4945 0.00 5014.64 30.18
Junc 21 4953.10 1500.00 5007.74 23.68
Junc 22 4952.70 0.00 5009.63 24.67
Junc 32 4948.25 21.20 5011.60 27.45
Junc 33 4950.80 21.20 5010.50 25.87
Junc 34 4953.70 7.10 5009.97 24.38
Junc 35 4954.80 7.10 5009.69 23.78
Junc 47 4944.60 0.00 5011.62 29.04
Junc 48 4948.30 0.00 5010.52 26.96
Junc 49 4950.30 0.00 5010.07 25.90
Junc 52 4954.00 0.00 5009.75 24.16
Junc 1 4940.00 0.00 5011.62 31.03
Resvr COB-WATER 4960.50 -1463.47 4960.50 0.00
Resvr COB-WATER2 4945 -93.13 4945.00 0.00
EPANET 2 Page 1
Build Out Scenario #1
Peak Hour Demand Flow
Network Table - LinksLength Diameter Roughness Flow Velocity Unit Headloss Friction Factor Link ID ft in GPM fps ft/KftPipe 2468.608130 47.72 0.30 0.07 0.030Pipe 18884.798130 -24.23 0.15 0.02 0.034Pipe 19655.108130 -24.23 0.15 0.02 0.033Pipe 20271.638130 24.23 0.15 0.02 0.032Pipe 21817.428130 -26.08 0.17 0.02 0.033Pipe 22263.468130 26.08 0.17 0.02 0.032Pipe 23352.258130 -26.08 0.17 0.02 0.034Pipe 24274.388130 -1.84 0.01 0.00 0.000Pipe 2646.848130 -49.57 0.32 0.07 0.031Pipe 27281.808130 -49.57 0.32 0.07 0.030Pipe 2812.036130 0.00 0.00 0.00 0.000Pipe 1271.768130 -27.70 0.18 0.02 0.028Pipe 1562.034130 -27.70 0.71 0.70 0.030Pipe 38213.248130 9.20 0.06 0.00 0.029Pipe 4241.202130 9.20 0.94 2.65 0.032Pipe 4562.722130 9.20 0.94 2.65 0.032Pipe 46119.158130 40.37 0.26 0.05 0.032EPANET 2Page 1
Length Diameter Roughness Flow Velocity Unit Headloss Friction Factor Link ID ft in GPM fps ft/KftPipe 47160.788130 31.17 0.20 0.03 0.033Pipe 48357.988130 -3.47 0.02 0.00 0.000Pipe 4954.604130 -27.70 0.71 0.69 0.030Pipe 31054.768130 0.00 0.00 0.00 0.000Pump 1#N/A #N/A #N/A 73.80 0.00 -69.72 0.000Pump 25#N/A #N/A #N/A 0.00 0.00 0.00 0.000EPANET 2Page 2
Network Table - Nodes
Elevation Demand Head Pressure
Node ID ft GPM ft psi
Junc HYD-8225 4960.50 0.00 5030.22 30.21
Junc 9 4952.5 0.00 5030.19 33.66
Junc 10 4953.00 0.00 5030.16 33.43
Junc 11 4945.00 0.00 5030.15 36.90
Junc 8 4966.0 0.00 5030.21 27.82
Junc 16 4966.50 0.00 5030.20 27.60
Junc 17 4953.50 0.00 5030.19 33.23
Junc 18 4954.50 0.00 5030.18 32.79
Junc 19 4945 0.00 5030.17 36.90
Junc 21 4953.10 0.00 5030.17 33.39
Junc 22 4952.70 0.00 5030.17 33.57
Junc 32 4948.25 27.70 5030.11 35.47
Junc 33 4950.80 27.70 5030.11 34.37
Junc 34 4953.70 9.20 5029.99 33.06
Junc 35 4954.80 9.20 5030.05 32.61
Junc 47 4944.60 0.00 5030.15 37.07
Junc 48 4948.30 0.00 5030.15 35.47
Junc 49 4950.30 0.00 5030.16 34.60
Junc 52 4954.00 0.00 5030.16 33.00
Junc 1 4940.00 0.00 5030.15 39.06
Resvr COB-WATER 4960.50 -73.80 4960.50 0.00
Resvr COB-WATER2 4945 0.00 4945.00 0.00
EPANET 2 Page 1
Build Out Scenario #2
Maximum Day and Fire Flow
Network Table - LinksLength Diameter Roughness Flow Velocity Unit Headloss Friction Factor Link ID ft in GPM fps ft/KftPipe 2468.608130 946.58 6.04 16.50 0.019Pipe 16297.578130 -606.48 3.87 7.23 0.021Pipe 1349.238130 597.28 3.81 7.03 0.021Pipe 149.646130 1500.00 17.02 157.17 0.017Pipe 18884.798130 -552.15 3.52 6.08 0.021Pipe 19655.108130 -346.68 2.21 2.57 0.023Pipe 20271.638130 346.68 2.21 2.57 0.023Pipe 21817.428130 -514.06 3.28 5.33 0.021Pipe 22263.468130 514.06 3.28 5.33 0.021Pipe 23336.378130 -514.06 3.28 5.33 0.021Pipe 24274.388130 -167.38 1.07 0.67 0.025Pipe 2646.848130 -1113.95 7.11 22.31 0.019Pipe 27281.808130 -1113.95 7.11 22.31 0.019Pipe 2812.036130 0.00 0.00 0.00 0.000Pipe 6126.688130 -606.48 3.87 7.23 0.021Pipe 7476.698130 -634.18 4.05 7.86 0.021Pipe 1271.768130 -661.88 4.22 8.51 0.020EPANET 2Page 1
Length Diameter Roughness Flow Velocity Unit Headloss Friction Factor Link ID ft in GPM fps ft/KftPipe 1562.034130 -27.70 0.71 0.70 0.030Pipe 1789.064130 27.70 0.71 0.70 0.030Pipe 2965.498130 606.48 3.87 7.23 0.021Pipe 30271.868130 -597.28 3.81 7.03 0.021Pipe 3138.332130 9.20 0.94 2.65 0.032Pipe 38213.248130 967.32 6.17 17.18 0.019Pipe 39157.498130 958.12 6.12 16.88 0.019Pipe 40214.998130 -930.42 5.94 15.98 0.019Pipe 4142.858130 902.72 5.76 15.11 0.020Pipe 4241.202130 9.20 0.94 2.64 0.032Pipe 4340.314130 27.70 0.71 0.69 0.030Pipe 4438.144130 27.70 0.71 0.69 0.030Pipe 4562.722130 9.20 0.94 2.65 0.032Pipe 46119.158130 146.64 0.94 0.52 0.026Pipe 47160.788130 137.44 0.88 0.46 0.026Pipe 48357.988130 -109.74 0.70 0.30 0.027Pipe 4954.604130 -27.70 0.71 0.70 0.030Pipe 3451.118130 0.00 0.00 0.00 0.000EPANET 2Page 2
Length Diameter Roughness Flow Velocity Unit Headloss Friction Factor Link ID ft in GPM fps ft/KftPump 1#N/A #N/A #N/A 1460.64 0.00 -63.64 0.000Pump 25#N/A #N/A #N/A 205.46 0.00 -69.21 0.000EPANET 2Page 3
Network Table - Nodes
Elevation Demand Head Pressure
Node ID ft GPM ft psi
Junc HYD-8225 4960.50 0.00 5024.14 27.57
Junc 9 4952.5 0.00 5016.41 27.69
Junc 10 4953.00 0.00 5009.08 24.30
Junc 11 4945.00 0.00 5008.83 27.66
Junc 13 4943.80 0.00 5003.56 25.89
Junc DJ3 4946.70 0.00 5001.40 23.70
Junc 15 4952.40 0.00 4999.02 20.20
Junc 4 4952.40 1500.00 4997.16 19.39
Junc 5 4952.10 0.00 4998.67 20.18
Junc 8 4966.0 0.00 5022.35 24.42
Junc 16 4966.50 0.00 5020.94 23.59
Junc 17 4953.50 0.00 5016.59 27.34
Junc 18 4954.50 0.00 5015.89 26.60
Junc 19 4945 0.00 5014.21 29.99
Junc 21 4953.10 0.00 5010.12 24.71
Junc 22 4952.70 0.00 5010.12 24.88
Junc 31 4946.55 27.70 5004.41 25.07
Junc 32 4948.25 27.70 5008.18 25.97
Junc 33 4950.80 27.70 5008.90 25.18
Junc 34 4953.70 9.20 5008.85 23.90
Junc 35 4954.80 9.20 5005.30 21.88
Junc 36 4953.25 27.70 5002.73 21.44
Junc 37 4951.70 27.70 4999.29 20.62
Junc 38 4949.50 9.20 5000.83 22.24
Junc 44 4946.70 0.00 5000.93 23.50
Junc 46 4943.50 0.00 5004.47 26.42
EPANET 2 Page 1
Elevation Demand Head Pressure
Node ID ft GPM ft psi
Junc 47 4944.60 0.00 5008.22 27.57
Junc 48 4948.30 0.00 5008.94 26.27
Junc 49 4950.30 0.00 5009.01 25.44
Junc 50 4951.70 0.00 4999.32 20.63
Junc 51 4953.40 0.00 5002.76 21.39
Junc 52 4954.00 0.00 5005.41 22.28
Junc 1 4940.00 0.00 5003.56 27.54
Resvr COB-WATER 4960.50 -1460.64 4960.50 0.00
Resvr 20 4945 -205.46 4945.00 0.00
EPANET 2 Page 2
Build Out Scenario #2
Peak Hour Demand Flow
Network Table - LinksLength Diameter Roughness Flow Velocity Unit Headloss Friction Factor Link ID ft in GPM fps ft/KftPipe 2468.608130 107.26 0.68 0.29 0.027Pipe 16297.578130 -7.77 0.05 0.00 0.029Pipe 1349.238130 -1.43 0.01 0.00 0.000Pipe 149.646130 0.00 0.00 0.00 0.000Pipe 18884.798130 -50.22 0.32 0.07 0.030Pipe 19655.108130 -50.22 0.32 0.07 0.030Pipe 20271.638130 50.22 0.32 0.07 0.030Pipe 21817.428130 -58.84 0.38 0.10 0.029Pipe 22263.468130 58.84 0.38 0.09 0.029Pipe 23336.378130 -58.84 0.38 0.10 0.030Pipe 24274.388130 -8.61 0.05 0.00 0.051Pipe 2646.848130 -115.88 0.74 0.33 0.026Pipe 27281.808130 -115.88 0.74 0.34 0.027Pipe 2812.036130 0.00 0.00 0.00 0.000Pipe 6126.688130 -7.77 0.05 0.00 0.000Pipe 7476.698130 -35.47 0.23 0.04 0.032Pipe 1271.768130 -63.17 0.40 0.11 0.029EPANET 2Page 1
Length Diameter Roughness Flow Velocity Unit Headloss Friction Factor Link ID ft in GPM fps ft/KftPipe 1562.034130 -27.70 0.71 0.69 0.030Pipe 1789.064130 27.70 0.71 0.70 0.030Pipe 2965.498130 7.77 0.05 0.01 0.130Pipe 30271.868130 1.43 0.01 0.00 0.000Pipe 3138.332130 9.20 0.94 2.65 0.032Pipe 38213.248130 66.03 0.42 0.12 0.029Pipe 39157.498130 56.83 0.36 0.09 0.029Pipe 40214.998130 -29.13 0.19 0.03 0.034Pipe 4142.858130 1.43 0.01 0.00 0.000Pipe 4241.202130 9.20 0.94 2.65 0.032Pipe 4340.314130 27.70 0.71 0.70 0.030Pipe 4438.144130 27.70 0.71 0.69 0.030Pipe 4562.722130 9.20 0.94 2.65 0.032Pipe 46119.158130 49.85 0.32 0.07 0.030Pipe 47160.788130 40.65 0.26 0.05 0.031Pipe 48357.988130 -12.95 0.08 0.01 0.043Pipe 4954.604130 -27.70 0.71 0.70 0.030Pipe 3451.768130 0.00 0.00 0.00 0.000EPANET 2Page 2
Length Diameter Roughness Flow Velocity Unit Headloss Friction Factor Link ID ft in GPM fps ft/KftPump 1#N/A #N/A #N/A 166.10 0.00 -69.36 0.000Pump 25#N/A #N/A #N/A 0.00 0.00 0.00 0.000EPANET 2Page 3
Network Table - Nodes
Elevation Demand Head Pressure
Node ID ft GPM ft psi
Junc HYD-8225 4960.50 0.00 5029.86 30.05
Junc 9 4952.5 0.00 5029.72 33.46
Junc 10 4953.00 0.00 5029.61 33.20
Junc 11 4945.00 0.00 5029.59 36.65
Junc 13 4943.80 0.00 5029.57 37.16
Junc DJ3 4946.70 0.00 5029.57 35.91
Junc 15 4952.40 0.00 5029.57 33.44
Junc 4 4952.40 0.00 5029.57 33.44
Junc 5 4952.10 0.00 5029.57 33.57
Junc 8 4966.0 0.00 5029.83 27.66
Junc 16 4966.50 0.00 5029.80 27.43
Junc 17 4953.50 0.00 5029.73 33.03
Junc 18 4954.50 0.00 5029.71 32.59
Junc 19 4945 0.00 5029.66 36.68
Junc 21 4953.10 0.00 5029.63 33.16
Junc 22 4952.70 0.00 5029.63 33.33
Junc 31 4946.55 27.70 5029.51 35.95
Junc 32 4948.25 27.70 5029.54 35.22
Junc 33 4950.80 27.70 5029.56 34.13
Junc 34 4953.70 9.20 5029.44 32.82
Junc 35 4954.80 9.20 5029.48 32.36
Junc 36 4953.25 27.70 5029.55 33.06
Junc 37 4951.70 27.70 5029.54 33.73
Junc 38 4949.50 9.20 5029.47 34.65
Junc 44 4946.70 0.00 5029.57 35.91
Junc 46 4943.50 0.00 5029.57 37.29
Elevation Demand Head Pressure
Node ID ft GPM ft psi
Junc 47 4944.60 0.00 5029.59 36.82
Junc 48 4948.30 0.00 5029.60 35.23
Junc 49 4950.30 0.00 5029.60 34.36
Junc 50 4951.70 0.00 5029.57 33.74
Junc 51 4953.40 0.00 5029.57 33.01
Junc 52 4954.00 0.00 5029.59 32.75
Junc 1 4940 0.00 5029.57 38.81
Resvr COB-WATER 4960.50 -166.10 4960.50 0.00
Resvr 20 4945 0.00 4945.00 0.00
Build Out Scenario #3
Maximum Day and Fire Flow
Network Table - LinksLength Diameter Roughness Flow Velocity Unit Headloss Friction Factor Link ID ft in GPM fps ft/KftPipe 2468.608130 946.00 6.04 16.48 0.019Pipe 10271.0516130 673.50 1.07 0.30 0.022Pipe 11361.9616130 666.40 1.06 0.29 0.022Pipe 16297.578130 -70.25 0.45 0.13 0.029Pipe 8110.58130 666.40 4.25 8.62 0.020Pipe 99.796130 -1500.00 17.02 157.16 0.017Pipe 1349.238130 -798.75 5.10 12.05 0.020Pipe 149.646130 0.00 0.00 0.00 0.000Pipe 18884.798130 -576.07 3.68 6.58 0.021Pipe 19655.108130 -352.32 2.25 2.65 0.022Pipe 20271.638130 352.32 2.25 2.65 0.022Pipe 21817.428130 -514.15 3.28 5.33 0.021Pipe 22263.468130 514.15 3.28 5.33 0.021Pipe 23336.378130 -514.15 3.28 5.33 0.021Pipe 24274.388130 -161.83 1.03 0.63 0.025Pipe 2646.848130 -1107.83 7.07 22.08 0.019Pipe 27281.808130 -1107.83 7.07 22.08 0.019EPANET 2Page 1
Length Diameter Roughness Flow Velocity Unit Headloss Friction Factor Link ID ft in GPM fps ft/KftPipe 2812.036130 0.00 0.00 0.00 0.000Pipe 3160.718130 -673.50 4.30 8.78 0.020Pipe 4290.278130 -694.70 4.43 9.30 0.020Pipe 586.814130 -21.20 0.54 0.43 0.031Pipe 6126.688130 -764.95 4.88 11.12 0.020Pipe 7476.698130 -786.15 5.02 11.70 0.020Pipe 1271.768130 -807.35 5.15 12.29 0.020Pipe 1562.034130 -21.20 0.54 0.43 0.031Pipe 1789.064130 21.20 0.54 0.43 0.031Pipe 2965.498130 70.25 0.45 0.13 0.029Pipe 30271.868130 -63.15 0.40 0.11 0.029Pipe 3138.332130 7.10 0.73 1.63 0.033Pipe 3262.168130 -861.90 5.50 13.87 0.020Pipe 3337.692130 -7.10 0.73 1.63 0.033Pipe 34281.248130 854.80 5.46 13.66 0.020Pipe 3536.028130 833.60 5.32 13.04 0.020Pipe 3636.374130 -21.20 0.54 0.42 0.030Pipe 3780.582130 7.10 0.73 1.64 0.034EPANET 2Page 2
Length Diameter Roughness Flow Velocity Unit Headloss Friction Factor Link ID ft in GPM fps ft/KftPipe 38213.248130 848.25 5.41 13.47 0.020Pipe 39157.498130 841.15 5.37 13.26 0.020Pipe 40214.998130 -819.95 5.23 12.65 0.020Pipe 4142.858130 798.75 5.10 12.04 0.020Pipe 4241.202130 7.10 0.73 1.64 0.033Pipe 4340.314130 21.20 0.54 0.42 0.031Pipe 4438.144130 21.20 0.54 0.42 0.031Pipe 4562.722130 7.10 0.73 1.64 0.034Pipe 46119.158130 259.58 1.66 1.50 0.024Pipe 47160.788130 252.48 1.61 1.43 0.024Pipe 48357.988130 -231.28 1.48 1.21 0.024Pipe 4954.604130 -21.20 0.54 0.43 0.031Pump 1#N/A #N/A #N/A 1460.15 0.00 -63.64 0.000Pump 25#N/A #N/A #N/A 223.75 0.00 -69.14 0.000EPANET 2Page 3
Network Table - NodesElevation Base Demand Demand Head Pressure Node ID ft GPM GPM ft psiJunc HYD-82254960.500 0.00 5024.14 27.58Junc 94952.50 0.00 5016.42 27.70Junc 104953.000 0.00 5009.16 24.34Junc 114945.000 0.00 5008.32 27.44Junc 134943.800 0.00 5000.45 24.55Junc DJ34946.700 0.00 5000.41 23.27Junc 14940.400 0.00 4996.34 24.24Junc 24951.700 0.00 4996.15 19.26Junc DJ4&54945.100 0.00 4996.26 22.17Junc 154952.400 0.00 5000.37 20.79Junc 44952.400 0.00 5000.97 21.04Junc 54952.100 0.00 5000.97 21.17Junc 64952.60 1500 1500.00 4993.66 17.79Junc 74952.200 0.00 4995.20 18.63Junc 84966.00 0.00 5022.35 24.42Junc 164966.500 0.00 5020.95 23.59Junc 174953.500 0.00 5016.59 27.34EPANET 2Page 1
Elevation Base Demand Demand Head Pressure Node ID ft GPM GPM ft psiJunc 184954.500 0.00 5015.87 26.59Junc 1949450 0.00 5014.14 29.96Junc 214953.100 0.00 5010.20 24.74Junc 224952.700 0.00 5010.20 24.91Junc 304945.40 21.2 21.20 4997.72 22.67Junc 314946.55 21.20 21.20 5001.82 23.95Junc 324948.25 21.2 21.20 5007.41 25.63Junc 334950.80 21.20 21.20 5008.73 25.10Junc 344953.707.1 7.10 5008.88 23.91Junc 354954.807.1 7.10 5006.22 22.28Junc 364953.25 21.20 21.20 5004.19 22.07Junc 374951.70 21.2 21.20 5001.47 21.56Junc 384949.507.1 7.10 5000.34 22.03Junc 394953.257.1 7.10 4999.45 20.02Junc 404952.85 21.2 21.20 4995.66 18.55Junc 414947.557.1 7.10 4996.13 21.05Junc 424952.900 0.00 4995.67 18.53Junc 434952.800 0.00 4999.51 20.24EPANET 2Page 2
Elevation Base Demand Demand Head Pressure Node ID ft GPM GPM ft psiJunc 444946.700 0.00 5000.40 23.27Junc 454942.900 0.00 4997.75 23.77Junc 464943.500 0.00 5001.86 25.29Junc 474944.600 0.00 5007.44 27.23Junc 484948.300 0.00 5008.75 26.19Junc 494950.300 0.00 5008.98 25.43Junc 504951.700 0.00 5001.48 21.57Junc 514953.400 0.00 5004.20 22.01Junc 524954.000 0.00 5006.29 22.66Resvr COB-WATER4960.50 #N/A -1460.15 4960.50 0.00Resvr 204945 #N/A -223.75 4945.00 0.00EPANET 2Page 3
Build Out Scenario #3
Peak Hour Demand Flow
Network Table - Links
Length Diameter Roughness Flow
Link ID ft in GPM
Pipe 2 468.60 8 130 154.94
Pipe 10 271.05 16 130 7.54
Pipe 11 361.96 16 130 -1.66
Pipe 16 297.57 8 130 -8.40
Pipe 8 110.5 8 130 -1.66
Pipe 9 9.79 6 130 0.00
Pipe 13 49.23 8 130 -39.38
Pipe 14 9.64 6 130 0.00
Pipe 18 884.79 8 130 -72.36
Pipe 19 655.10 8 130 -72.36
Pipe 20 271.63 8 130 72.36
Pipe 21 817.42 8 130 -84.98
Pipe 22 263.46 8 130 84.98
Pipe 23 336.37 8 130 -84.98
Pipe 24 274.38 8 130 -12.61
Pipe 26 46.84 8 130 -167.55
Pipe 27 281.80 8 130 -167.55
Pipe 28 12.03 6 130 0.00
Pipe 3 160.71 8 130 -7.54
Pipe 4 290.27 8 130 -35.24
Pipe 5 86.81 4 130 -27.70
Pipe 6 126.68 8 130 -43.63
Pipe 7 476.69 8 130 -71.33
Pipe 12 71.76 8 130 -99.03
Pipe 15 62.03 4 130 -27.70
Pipe 17 89.06 4 130 27.70
EPANET 2 Page 1
Length Diameter Roughness Flow
Link ID ft in GPM
Pipe 29 65.49 8 130 8.40
Pipe 30 271.86 8 130 0.80
Pipe 31 38.33 2 130 9.20
Pipe 32 62.16 8 130 -38.57
Pipe 33 37.69 2 130 -9.20
Pipe 34 281.24 8 130 29.37
Pipe 35 36.02 8 130 1.67
Pipe 36 36.37 4 130 -27.70
Pipe 37 80.58 2 130 9.20
Pipe 38 213.24 8 130 103.98
Pipe 39 157.49 8 130 94.78
Pipe 40 214.99 8 130 -67.08
Pipe 41 42.85 8 130 39.38
Pipe 42 41.20 2 130 9.20
Pipe 43 40.31 4 130 27.70
Pipe 44 38.14 4 130 27.70
Pipe 45 62.72 2 130 9.20
Pipe 46 119.15 8 130 63.57
Pipe 47 160.78 8 130 54.37
Pipe 48 357.98 8 130 -26.67
Pipe 49 54.60 4 130 -27.70
Pump 1 #N/A #N/A #N/A 239.91
Pump 25 #N/A #N/A #N/A 0.00
EPANET 2 Page 2
Network Table - Links
Velocity Unit Headloss Friction Factor
Link ID fps ft/Kft
Pipe 2 0.99 0.58 0.025
Pipe 10 0.01 0.00 0.000
Pipe 11 0.00 0.00 0.000
Pipe 16 0.05 0.00 0.049
Pipe 8 0.01 0.00 0.000
Pipe 9 0.00 0.00 0.000
Pipe 13 0.25 0.05 0.034
Pipe 14 0.00 0.00 0.000
Pipe 18 0.46 0.14 0.028
Pipe 19 0.46 0.14 0.028
Pipe 20 0.46 0.14 0.029
Pipe 21 0.54 0.19 0.028
Pipe 22 0.54 0.19 0.028
Pipe 23 0.54 0.19 0.028
Pipe 24 0.08 0.01 0.035
Pipe 26 1.07 0.67 0.025
Pipe 27 1.07 0.67 0.025
Pipe 28 0.00 0.00 0.000
Pipe 3 0.05 0.00 0.056
Pipe 4 0.22 0.04 0.031
Pipe 5 0.71 0.70 0.030
Pipe 6 0.28 0.05 0.030
Pipe 7 0.46 0.14 0.028
Pipe 12 0.63 0.25 0.027
Pipe 15 0.71 0.69 0.030
Pipe 17 0.71 0.70 0.030
EPANET 2 Page 3
Velocity Unit Headloss Friction Factor
Link ID fps ft/Kft
Pipe 29 0.05 0.00 0.000
Pipe 30 0.01 0.00 0.000
Pipe 31 0.94 2.65 0.032
Pipe 32 0.25 0.05 0.033
Pipe 33 0.94 2.64 0.032
Pipe 34 0.19 0.03 0.032
Pipe 35 0.01 0.00 0.000
Pipe 36 0.71 0.70 0.030
Pipe 37 0.94 2.65 0.032
Pipe 38 0.66 0.27 0.027
Pipe 39 0.60 0.23 0.027
Pipe 40 0.43 0.12 0.029
Pipe 41 0.25 0.05 0.031
Pipe 42 0.94 2.65 0.032
Pipe 43 0.71 0.70 0.030
Pipe 44 0.71 0.70 0.030
Pipe 45 0.94 2.65 0.032
Pipe 46 0.41 0.11 0.029
Pipe 47 0.35 0.08 0.029
Pipe 48 0.17 0.02 0.034
Pipe 49 0.71 0.70 0.030
Pump 1 0.00 -69.08 0.000
Pump 25 0.00 0.00 0.000
EPANET 2 Page 4
Network Table - Nodes
Elevation Demand Head Pressure
Node ID ft GPM ft psi
Junc HYD-8225 4960.50 0.00 5029.58 29.93
Junc 9 4952.5 0.00 5029.31 33.28
Junc 10 4953.00 0.00 5029.09 32.97
Junc 11 4945.00 0.00 5029.05 36.42
Junc 13 4943.80 0.00 5028.96 36.90
Junc DJ3 4946.70 0.00 5028.96 35.64
Junc 1 4940.40 0.00 5028.95 38.37
Junc 2 4951.70 0.00 5028.95 33.47
Junc DJ4&5 4945.10 0.00 5028.95 36.33
Junc 15 4952.40 0.00 5028.96 33.17
Junc 4 4952.40 0.00 5028.96 33.17
Junc 5 4952.10 0.00 5028.96 33.30
Junc 6 4952.60 0.00 5028.95 33.08
Junc 7 4952.20 0.00 5028.95 33.26
Junc 8 4966.0 0.00 5029.51 27.52
Junc 16 4966.50 0.00 5029.46 27.28
Junc 17 4953.50 0.00 5029.31 32.85
Junc 18 4954.50 0.00 5029.27 32.40
Junc 19 4945 0.00 5029.18 36.47
Junc 21 4953.10 0.00 5029.12 32.94
Junc 22 4952.70 0.00 5029.12 33.11
Junc 30 4945.40 27.70 5028.89 36.18
Junc 31 4946.55 27.70 5028.91 35.69
Junc 32 4948.25 27.70 5028.99 34.99
Junc 33 4950.80 27.70 5029.02 33.89
Junc 34 4953.70 9.20 5028.91 32.59
EPANET 2 Page 1
Elevation Demand Head Pressure
Node ID ft GPM ft psi
Junc 35 4954.80 9.20 5028.92 32.12
Junc 36 4953.25 27.70 5028.96 32.81
Junc 37 4951.70 27.70 5028.94 33.47
Junc 38 4949.50 9.20 5028.86 34.39
Junc 39 4953.25 9.20 5028.86 32.76
Junc 40 4952.85 27.70 5028.93 32.96
Junc 41 4947.55 9.20 5028.74 35.18
Junc 42 4952.90 0.00 5028.95 32.95
Junc 43 4952.80 0.00 5028.96 33.00
Junc 44 4946.70 0.00 5028.96 35.64
Junc 45 4942.90 0.00 5028.95 37.29
Junc 46 4943.50 0.00 5028.97 37.03
Junc 47 4944.60 0.00 5029.03 36.59
Junc 48 4948.30 0.00 5029.06 34.99
Junc 49 4950.30 0.00 5029.07 34.13
Junc 50 4951.70 0.00 5028.97 33.48
Junc 51 4953.40 0.00 5028.99 32.75
Junc 52 4954.00 0.00 5029.03 32.51
Resvr COB-WATER 4960.50 -239.91 4960.50 0.00
Resvr 20 4945 0.00 4945.00 0.00
EPANET 2 Page 2
Appendix D
SANITARY SEWER DEMAND AND CAPACITY CALCULATIONS
Table 3‐1: Range 5 Apartments ‐ Overall Sanitary Sewer Demand Estimate
Phase Dwelling
Units Population Average Day
GPD
Peaking
Factor
Peak Hour
Flow (GPM)
Total
Infiltration
(GPM)
Design Flow
Rate (GPM)
Design Flow
Rate (cfs)
Phase 1 24 52.1 3,354.0 3.90 9.1 0.4 9.5 0.021
Phase 2 72 156.2 10,061.9 3.90 27.3 0.4 27.7 0.062
Phase 3 108 234.4 15,092.8 3.90 40.9 0.4 41.3 0.092
Phase 4 48 104.2 6,707.9 3.90 18.2 0.4 18.6 0.041
Phase 5 60 130.2 8,384.9 3.90 22.7 0.4 23.1 0.052
Total 312 677.0 43,601.4 3.90 118.1 2.1 120.2 0.268
Apex Drive Demand 264 572.9 36,893.5 3.94 100.9 2.1 103.0 0.230
Assumptions
Population / Dwelling Unit 2.17 PPL (per wastewater facilities design standards)
Wastewater Generation Rate 64.4 GPD per person (per 2015 City Wastewater Facility Master Plan)
Total Lot Area 20.515 Acres
Infiltration Rate 150 Gal./Acre/Day
Total Infiltration 3,077.25 GPD
Total Infiltration 2.10 GPM
Pipe Capacity
Pipe Pipe Size (in)Flow Depth - d (in)Slope (ft/ft) Manning's n Flow (CFS)
8" PVC 8 6 0.005 0.009 1.13
8" PVC Pipe