HomeMy WebLinkAbout21 - Design Report - Southbridge Living - Water, Sewer, Storm Infrastructure Design Report
(Water, Sanitary Sewer & Storm Sewer)
Southbridge Living
Southbridge Subdivision
Lot 1, Block 5, Phase 1A
Located in the SE 1/4 of Section 23, T. 2S., R. 5E., P.M.M.
City of Bozeman, Gallatin County, Montana
Prepared By_ .gyp N T,j
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Ilk) www-CADDISENG.Com 1 406-561-4097
Cotterman
L ENGINEERING & LAND SURVEYING
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April, 2021
SANITARY SOATR
Sanitary sewer service for the project will be provided by extending the existing 8" stub
that was provided to the lot with the original subdivision infrastructure. This project
proposes two duplex units and two four-plex units for a total of twelve residential units.
The estimated average daily sewer flow for this project is calculated using typical
wastewater flows from the City of Bozeman Design Standards
Estimated Average Daily Sewer Flow:
12-two bedroom living units
2,11 persons/dwelling unit
89 gpdpc
(12 units)(2.11 persons/dwelling unit)(89 gpdpc)= 2.254 gpd
Qmax 18+P1'�
Peaking Factor = _ (P = Population in thousands)
Qave 4+P z
Peaking Factor = 4+(0. 2511z = 4.37
4+(0.025) z
Assumed Infiltration = 150 gallons/acre/day x 0.987 acres = 148 gpd(0.0002 cfs)
--> Max. Flow, Qmax = (Qavg x Peaking Factor) + Infiltration
= (2254 gpd x 4.37) + 148gpd = 9,998 gpd (0.0151 cfs
The capacity of an 8-inch main is checked using Manning's Equation:
Qui = (1.486/0.013)AR213S12
Manning's n = 0.013 for PVC Pipe
Minimum Slope = 0.004 ft/ft
A = (rr)r 2 = (3.1416)(0.33)2 = 0.3491 ft2
P = 2(n)r = 2(3.1416)(0.33) = 2.0944 ft
R = A/P = 0.3491/2.0944 = 0.1667 ft
R2'3 = 0.3029 ft
S = 0.004 ft/ft
S1:2 = 0.06325 ft/ft
Qf,u = (1.486/0.013)(0.3491)(0.3029)(0.06325) - 0.76 cfs
Qmax/Qfuu = 0.0151 cfs/0.76 = 0,0198 or 1.98%
The estimated sanitary sewer flow rate generated from this project amounts to 1.98% of
the capacity of the 8" sanitary sewer main. The existing subdivision infrastructure has
been designed with adequate capacity to handle this project.
WATER SYSTEM
All structures will be provided water service by tapping the existing 8" Water Main in
Southbridge Drive and extending an 8" water main into and along the private drive. 1"
Water services will be extended from the new 8" water main to the proposed buildings.
As noted on page 7 of the Meadow Creek Subdivision infrastructure design report
(attached in Appendix A) an average daily design flow of 170 gpdpc with a fire flow of
1750 gallons per minute was assumed. The proposed development of Lot 1 will produce
an average daily flow demand of 5,100 gpd using the procedure outlined in the City of
Bozeman Design Standards. Using the peak day factor of 2.3 and a peak hour factor of
3.0 from the City of Bozeman Design Standards a peak day flow of 11,730 gpd and a
peak hour flow of 15,300 gpd is calculated. Fire flows of 1750 gpm were evaluated at
each node given the peak day flow throughout the remainder of the system. Water service
line sizing was checked using the fixture count method outlined in the Uniform Plumbing
Code. Attached in Appendix B are completed "City of Bozeman Water Service Calculation
Worksheets" for each of the proposed buildings.
A model of the proposed system has been prepared using EPANET 2.0 software
(included in Appendix D), to analyze the performance of the system during peak hour and
to verify adequate pressure and flow for firefighting. In order to model the system, each
junction node of the water distribution system was assessed a demand based on its
service area.
STORM WATER MANAGEMENT
The Meadow Creek Subdivision storm water design report did not explicitly include Lot 1
Block 5 in the analysis. Due to this we have planned to retain almost all of the storm water
runoff on site. The majority of the storm water runoff from this project will be conveyed via
surface (sheet and channelized) flow to the four retention ponds on the site. Storm water
design calculations can be found in Appendix C. A post development runoff coefficient of
0.68 was calculated/utilized for the fully developed property.
Attached in Appendix C is a drainage area exhibit depicting the proposed site
development and grading along with a spread sheet breaking down the various
impervious surfaces and composite runoff coefficients. As noted within the spreadsheet
calculations the post development runoff coefficient for the proposed site is 0.68. To
avoid unplanned impacts to the existing storm water infrastructure we are proposing the
construction of four storm water retention ponds as well as underground storage
chambers from StormTech. The developed site will produce a total stormwater runoff
volume of 1,987 cubic feet during a 10yr, 2hr storm event. 823 cubic feet of stormwater
runoff storage will be provided by stormwater retention ponds. An additional 1.198 cubic
feet of stormwater runoff storage will be provided by underground storage chambers.
This design will provide a surplus of stormwater storage.
The proposed on-site storm water facilities are to be maintained by Southbridge Living
Owners Association. Attached in Appendix C is a copy of the "Storm Water Maintenance
Plan" outlining the owner's maintenance responsibilities. The existing off-site storm
water conveyance and detention facilities are currently maintained by the Southbridge
Subdivision Homeowner's Association.
A subgrade recommendation from C&H Engineering & Surveying Inc. has been included
in Appendix E.
Appendix A
• Meadow Creek Subdivision Water and Wastewater Design
Report
N E IL k
INC ,
2006
1
..................
WATER AND WASTEWATER
DESIGN REPORT
FOR
Meadow Creek Subdivision
Bozeman, Montana
Prepared For:
Partners, LLC
Nfeadow Creck
924 Stoneridge Drive, Suite I
Bo7mmati, MW 59718
Febluary 2006
13OZ-03021 02
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P%4m
F*t 06-922 2,168
wwwo9tri
WATER AND WASTEWATER
DESIGN REPORT
FOR,
Meadow Creek Subdivision
Bozeman, Montana
Prepared For:
Meadow Creek Partners, LLC
924 Stoneridge Drive, Suite l
Bozeman, M7 59718
Prcpated By:
P
February 2006
BOZ_05021.02
TABLE OF CONTENTS
PROJECT BACKGROUND
Introduction 1
Service Area I
Land Use 1
Table 1. Land Use I
Figure 1: Site Location
Population Estimation 2
Design Standards Z
SANITARY SEWER SYSTEM 2
Offsite Sanitary Server System 2
Projected Flows 2
Collection System and Existing Facilities 2
Onsite Sanitary Sewer System 3
Projected Flows 3
Table 2. Projected Floes 3
Collection System a
Table 3. Offsite Flows Contributing to Collection System .t
Figure 2: Offsite Sewer—Contributing Areas
Service Connections
WATER SYSTEM 5
Offsite Water System 5
Distribution System 5
Figure 3: Onsite Sanitary Sewer System Layout
Onsite Winter System b
Projected Usage 6
Table 4. Projected Water Usage 7
Distribution System 7
Figure 4: Onsite Water System Layout
Service Connections S
REFERENCES v
McAdow Crock Sohdiruson f;l ;;BU7-0%21,02
Water and Sewer K"ct Fri tLary ZY36
PP!JOJECT PACKGROUND
Introduction
Meadow-Creek Subdivision is a 352 lot residential subdivision located on 202.4 acres in
1307etnan, Montana. Meadow Creek is located in Section 23,Township 2 South, Range 5
East, Principal Meridian Montana, Gallatin County, Montana. It is generally located
immediately west of South 19th Avenue between Stucky Road And Blackwood Road.
The following report analyzes the wastewater and water systems that will be required to
service Meadow Creek Subdivision and will primarily focus on the on-site systems in the
subdivision. Meadow Creek's wastewater and water infrastructure will be connected to
the City of Bozeman municipal wastewater and water systems. The effects of the
additional infrastructure on the municipal systems are also discussed.
Service Area
The area serviced by the wastewater and water systems for Meadow Creek and the
proximity to the Cit:-of Bozeman can be seen on Figure 1. The Systems are sired to
al low for continued development in the areas stuToundinb the subdivision.
Land Use
\Icadow Creek Subdivision consists of a mixture of K-3 and K-4 zoning. Approximately
17 acres of the subdivision will be dedicated toward %vetland protection,parkland,and
trails Table 1 iltuatrates the land ttse breakdown with the number of lots contained in
each zoning cstegarv.
Table l Land t se
/.onin�,' 1)c�rriptirtn Number of I , tiuttthcr of D%%ellinrgs
R Du�tcx 13 30
1W Fourplex _ _ 6 — — 24
R-31 I. D 10 124
R-3 S.F.K.- 143 1.43
R-3 S.F.R._,Grantly _ 149 149
K-3 Triplex -- 20 60
R-411. D 4 140
Sia:.do.c Crcck 5uW- IvIseon 1 El 00HUZ o?rr.'t.trl
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Population Estimation
The estimated population of Meadow Creel: Subdivision is based on an occupancy rate of
2.54 persons per dwelling. This rate was taken from the City of Bozeman Wastewater
Facilities Plan. The total of 675 dwellings in the subdivision tivill produce an estimated
population of 1,715. This population estimation was used in calculating anticipated
wastewater floes and lVater usage for the development.
)2esien Standards
All%anitury serer mains. w•alcr iniins, sere,ices,and appurtenances will be designed and
constructed to the Standards containwd in the Montana Public Works Standard
S ecilicatiults oll'11'SSt. 511, I:dititm, IIW City oI'13ozetttan N•tudilit:attions to the ,LII'1hs$,
I'dition. tiff:C 6 of Btvcman Dez-irn Standards and Sivcilications Polio.July 20
2005 Edition.the City of Bozeman Wastewater Facilit\ flan(11 AT-1'). August 1098.the
C'itr ttl•I;Ozcmu:l Wat'r I arilit} P1.111(WIT). November I9117.:111iI the Montana
Departincnl o I:It+i,antttatta) Otwlil% CHID :Q) Dc.itn 0tviklars 1)1aJ-I and DEQ-2.
File City tit'11ozCltl:tn ++ill :I.•untc t►heration anti mainwiiance of the %kas-lewater and
water systems and appurtenances upon construction and acceptance of the installation.
SeINITARY SEWER SYSTIRM
Offsite Sanitary' Sewer System
prof ect eel F low-V
Salutary sewer flows reaching the outfall point on the northern end of Meadow Creek
�lli�l +'mitt'+1 \V,:I,.CACtilawd using the proposed layout of the subdivision as well as the
.unit irx'..d flow. ti.t)nt tiatic.cie+elni ohents that will enter the subdivision. The projected
a,o%t. i'co :tr%:w, th:d do not enter the subdivision were also included in
the analysis for the offsite sewer system. The projected flows and areas analyzed for the
otl'site sewer art:contained in"JCD Subdivision,OtTsite Sanitary Sewer Design Report".
April 2005, Allied Engineering Services. tile,
(.'oil,eClion System and Existing l%crriiilies
Design and analysis of the off-site wastewater mlru.trucltue drat will service Meadow
Creek Subdivision is contained in'JCD Subdi%Isiult. t)I'i.ite Sanitar\ Sewer Design
tte}srr: \t'rii 'tylli_ allied l.nvinve ialg Servic:s. h , 1 he t+Il'si;.s}stem is designed to
tltc 44Wic1lwttk:ki nows trot-& )leadon+ Creek itS wall as flow;. from future
tictclutnrnnt�ltlt�t Ill — :I I It mtty auII*Ait INto,the uffsit,�.syxte.n. The t+Pft:itc sanitary
.it*l3r/eI1Iiu w 1's Wastewater Treatinent Plant is capable of
xrw'er report indicutas file t ity
handling,tilt:udditiotlai 114- Irom Meadow Creek Subdivision.
,\'teadaw Creek Subdivision 2 El N BOL-0502 1.02
Water and Scorer Kepon rebruary 2006
9_nsite Sanitary Sower System
Projected Flows
Sanitary sewer flows for the onsite development of Meadow Creek Subdivision were
projected based on the preliminary plat. A flow rate of 72 gallons per capita per day
(gpcpd),a population density of 2.54 persons/dwelling, and an infiltration rate of 150
gallons per acre per day were used in determining projected flows, as taken from the City
of Bozeman Wastewaicr Facility Plan. This infiltration rate resulted in a flow of 30,360
gallons per day (20.08 gpm).A flow peaking factor of 3.632 was calculated using
standards contained in the City of Bozeman Design Standards and Specifications. The
projected total peals flow including infiltration for the development is 478,709 gallons per
day. A summary of the projected flows is contained in Table 2. De tailed calculations
can be found in the appendix.
Table 2 Projected flows
Number Peak Hourly Flow Peak Hourly Flow
rof Projected with Infiltration with Infiltration
Lot Type Dwellings faPulalion (gpd) (gpm)
R-3 Duplex 1 30 76 21.276 14.77
R-3 Fourplex 24 i 61 17,021 11.82
R-3 H.D j 124 315 8?.941 61.07
R-3S.F.R 148 376 104,961 1 72.89
R-3 S.E-RAiranny j 149 3.78 105,670 73.38
R-3 Triplex 60 152 42,55Z
R-4 Fill, I 140 ?56 99.288 68.95
1,901a1 675 1715 478,709 3j2.44
Meadow Creek Subdivision 3 EI a HOZ-05021.02
Water and Sewcr Report February 2006
-1 -- -
Collection Sjwenj
The sanitary sewer collection system for Meado« Creek Subdivision will consist of 8.
inch, 12-inch,and 15-inch diameter poly vinyl chloride(PVC)mains. Each single-family
residence will have an individual 4-inch service that will connect to the sanitary sewer
mains. The duplex,triplex,and fourplex units will have one 6-inch service connection
for each lot. The high-density lots will have one 8-inch service cotutection for each lot.
Projected sloe`s for the unitary sewer mains in the subdivision are included in the
appendix. The sanitary sewer mains in the development arc designed to convey the peak
hourly flow in addition to flow due to infiltration.
The collection system also accounts for peak hourly flows plus infiltration from future
developments to the sleuth. west,and cast. The mains receiving the anticipated future
flow are sized accordingly. The projected density of possible future development, 12.6
people per acre(per the City of Bozeman Design Statidards and Specifications),
determined the estimated future flow. The sewer semice area was determined from the
City of'Boze:pan Wastewater Facility Plan.
in addition to the area contained in the N ATP,a 40-acre parcel(Tract A ol'C.O.S. 1861)
is alu) included in the scn ice area. This area was originally planned to flow to an
a';tcrnate collection iystem but has been included its the IN4eadow Creek collection system.
[he inclusion of titi parcel will not affect the ability of the oft-site collection system to
handle the anticipated tloz+s from the drainage area. -
Future flow front tltr ++-cst will ctxcr the onsitr system at the western boundar? on Gnif
Street. Future flows frum the south+will enter the onsite system at the intersection tor
Blackwood Road and South 27`' Avenue. Anticipated flu+ws from the east.will enter the
onsite system at the eastern property boundary on Graf Street and the eastern property
boundary on Stubble Lane. Projected tlo\cs from future offsite development that.will
enter the onsite collection system arc sunimarized it)Table 3. Detailed calculations for
the projected offsite nows arc included in the apNndix. 1,iguTe 2 sthows the contributing
offsite areas in relationship to X-leadow Creek Subdivision.
Table 3 Offsite lrlovi-s Contributing to Collection Sc stem
Offsite Flom Mite Peak Hourly Flow Peak Hourly allow
Entrauce Location Contributing Area with Infiltration with Infiltration
(Acres) (gpd) (gpm)
i South 27`"Avenue 219 722,853 Sol
i Graf Street(east) 20 77.567 _ _ 54
Zi-r f_4trCct t+k•esit 40 150.152 104
I_ Stubble LAt1e _ 46 1 i 7,436 t u b
Meador Crcek Subdivision 4 El k SOZ.03021.02
Witter and Sewer Report February 2006
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'the 8-inch diameter pipe will be used on the all the interior streets except for South 27 h
Avenue,Graf Street,and approximately 1,800 feet on the northern portion of Enterprise
Boulevard. Those areas will be 12-inch diameter pipe and will handle the onsite flows as
well as anticipated future flows from surrounding lands. The minimum allowable slope
of 0.004 foot per foot was used for the 8-inch diameter pipe. The minimum slope
allowable is capable of handling the projected flows in areas where the 8-inch pipe is
proposed. Initial slopes for the 12-inch diameter pipe are set to handle the projected flow
and design slopes will be greater than or equal to the slopes used to size the pipe. Figure
3 shows the proposed layout for the sanitary sewer collection system_ The numbers on
the manholes correspond with numbers on the sewer main computation sheet in the
appendix.
The mardioles used in the onsite collection system will be 48-inch barrel sections. 711e
maximum spacing between manholes will be 400 feet. All manholes will be constructed
with full-depth channels and will meet the requirements of all applicable design
standards.
Service Connections
Connections to the onsite sanitary sewer mains will be designed according to the number
of dwellings the connection is serving. Service connections to single-family dwelling
lots will be 4-inch diameter PVC with a minimum slope of':.-inch per foot and a
maximum clove of�':-inch per foot. Service connections to multiple dwelling lots will be
6-inch and 8-inch diameter PVC with a minimtun slope of lib-inch per toot and a
maximum sloe of%-inch per foot. Connections will be made with in-tine gasketed %%yes
perpendicular to the sewer mains.
)_PATER SYSTEM
Offsite Water system
Distributio,t SystcIm
The distribution system servin=Meadow Creek SubdiVisiott with domestic water supply
and tire protection will be an extension of the City of Bozeman Municipal Water System.
Service to this area is accounted for in the City of Bozeman Water Facility Plan(WIFP).
The offshe distribution is designed in accordance to the Water Facility Plan's 20-year
planning boundary_ The design will allow for future development located in this portion
of the 20-year planning boundary to be connected to the municipal system.
Water mains serving Meadow Creek will be extended from existing infrastructure at two
locations. The WFP dictates a 24-inch water main to be extended to the south from the
existing 24-inch main located at the intersection of Kagy Boulevard and South 191,
Avenue. This 24-inch main will extend south to the intersection of Graf Street and South
Meadow Creek Subdivision El a DOZ-05021.02
water and Sewer Report February 2006
I'rh Avenue. At the Graf Street and South 19'h Avenue intersection, the 24-inch main
will reduce to a 12-inch main. From the intersection of Graf Street and South 19'h
Avenue, the 12-inch main will extend to the west along Graf Street to the subdivision.
There will also be a 12-inch litre stubbed out to the east for any future development that
may occur to the east of this intersection.
The second connection to the existing infrastructure will occur at die intersection of
Alder Creek Drive and South I Ph Avenue. The existing 12-inch water main will be
extended south and increased to a 16-inch main. The 16-inch main w7t1 tun to the south
approximately 1,300 feet and then proceed to the west for approximately 2,430 feet to the
intersection of Blackwood Road and South 19t°Avenue. The main will be constructed in
an easement located on the Slater-Christian property.
Meadow Creek Subdivision will be supplied with domestic water supply and fire
protcetion by connecting at the two locations described above. The use of two
connections to the municipal system provides a redundant water source for the
subdivision and provides needed fire flows for the onsite water distribution system. The
oftsite system has been modeled along with the onsite system to confirm water pressure
and floe-requirentents are met. Modeling summaries for both the offsite distribution
system and the onsite distribution system can be found in the appendix,
Onsite NYater Svstett
Projected Usage
The I)rojected water usage for Meadow Creek Subdivision was determined based on a per
capita usage rate of 200 gallons per capita per day as required in the City of Bozeman
Design Standards and Specifications Policy. 7 he same population density of 2.54 people
per dwelling was used to be consistent with the sanitary sewer population density. A
peat:day factor of 2.3 and a peak hour factor of 3.0 were used in accordarmce with the
City of Boxetnan Design Standards and S}pcif cations Policy. A needed fire now of
1750 gallons per minute was also used in the analysis. No %vater usage for park areas and
open spaces were ncwunted for as these areas %gill be irrigated with well water, Water
usage estimates are summarized in'fable 4. Detailed calculations for projected grater
usage can be found in the appendix.
Meadow Creak Subdivision 6 El a ROZ-0502t_02
water and Sewer Report February 2006
Table 4 Projected Water Usage
Peak IDaN
Number of Projected Peak Hourly FireU-Sa V%it t
Lot Type Dwellings _Population Peusage rl
-- im
R-3 Duplex 30 � P j (�►ni) -
R-3 Fo_plex 24- C- 76 _ 31.75 1776-46 _
di _ 25.40 1771.17
R-3 H.D. I _ 315 131.23 - - 1859.36 - -
R-3 S.F.R. 124 376 ——- - --— -
�R-3 S.F,R./Grann 14q _ 15G.63
Y -; _ 378 _ 157.69__ 1881.41_
R-3 Triplex 6U __ 152 d3.50 i 802.92 -
R'41I-D- 1 144 _ 356 — - -148.17 1973.47
Total 675 17�5 714.38 2345.31
Distribution System
The onsite distribution system for Meadow Creek Subdivision will consist of 8-inch,12-
inch,and 16-inch diameter Ductile Iron Pipe(DIP). The 12-inch and 16-inch mains will
loop through the subdivision to serve the interior 8-inch mains. A 12-inch main will
continue west from the ofrsite connection at tile intersection of Graf Street and South 1911
Avenue to the intersection of Graf Street and South 27'" Avcrtuc and then continue south
to the intersection of South 27'6' .Avenue and Rinckwnod Road_
From the intersection of South 27'''`Avenue and BlackwoW Road the 12-inch main will
tee and continue east to the intersection of South 23 d Avenue and Blackwood Road and
acst to the intersection of South 30a`Avenue and Blackwood Road. At the intersection
of South 23'd Avenue and l3lackwoed Road the 12-inch main will tee and continue nonh
to the intersection of South 23'd Avenue and Bree Drive where it will reduce to an 8-inch
main. Heading cast from the tee at the intersection of South 23'° Avenue and Blackwood
Road will be a I6-inch main taut connects to the uftNitc 16-inch main at the intersectiun
of South 10' Avenue and Blackwood Road-
This looped 12-inch and 16-inch main 4vill provide adequate capacity to supply water
service to Meado-,v Creek Su'division and will ser,•e as a connection point for possible
adjacent development to the south and the Hest. The 8-inch mains will loop throughout
the interior roads of the subdivision to service individual lots and dwellings on the
interior of the subdivision. Where looping is not possible in the 8-inch main. the dead
ends will be fitted with it fire hydrant assemble or blow-off None of the areas that
require permattrnt dead end mains will exceed 500 feet in length. The layout for the
proposctt wmcr systcni is shown in Figurc 4.
The water system that will provide service to Meadow Creek Subdivision has been
modeled by Engineering, Inc. using Haestad Methods WateTCAD software. The water
model and water modeling reports are contained in the appendix. The morsel was set up
using flow test infornmtion provided by the City of Bozeman Public Works Department.
Meadow Creel:Sub division 7 El*BO2-0502 i-02
Water and Sewer deport February 2006
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The model was calibrated to closely match the floc, test data at the two of1''she connection
points. A fire flow demand of 1,750 gallons per minute was used along with a peak day
demand per node of 11.3 gallons per minute to give a total demand of 1,761.3 gallons per
minute. The modeling indicates the system will have the capacity and pressure at all
points in the system to meet the required 20 pounds per square inch under peak day plus
fire flow conditions. The modeling also indicates that minimum residual pressures will
remain above 35 pounds per square inch during peak day demands. Flee distribution
system will be designed in accordance with all applicable design standards.
Service Coptnectimis
Service connections to the main water distribution system will be sized based on the
projected water usage for the service line. A one-inch service connection will be made
for lines that will serve single-family dwellings. Duplex,Triplex,and Fourpiex services
will be 1.5-inch,2-inch,and 4-inch lines respectively. Lots with 8 and 12 dwelling units
will be served by a a-inch water service. Lots with 18 and 35 dwelling units will be
served by 6-inch and 8-inch lines respectively. All service stubs will be installed in
accordance with the City of Bozeman Standard Drawings for:service lines. Service lines
less than 4 inches in diaineter will be type"K"copper_ Lines greater than 4 inches will
be ductile iron pipe. Water services will moot all applicable design standards and flow
requirements.
Meadow Creek subdivision g El 0 BOZ•05021.02
Water and Sewer Report February 2006
fere ces
L City Engineering Division(July 2005). QcsiQn Standards and Sr,rrIR�
Policy_ City of Bozeman, Montana: Author. .ations
2. Allied Engineering Services, Inc. (2005).JCD Subdivision,Ofi'site Sanitary
Sewer Dcsign Report, April 2005, Allied Engineering Services,Inc.: Author.
3. vfSE-HKM Engineering(1997). Water Facility Plan For Bozeman, Montana.
MSE HKM Engineering: Author.
4. MSE-HKM Engineering(1998). Wastewater Facility Plan, Bozeman, Montana.
August 1998. MSE_11Kh1 Engineering: Author.
Alexdow Creek Su"%ision LI NBO2.05021.02
Water and Sevrer Report February 2W6
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WATER MODEL SUMMARY
The proposed water system for Meadow Creek Subdivision was modeled using
WaterCAD v7.0 software from Haestad.N4ethods. The proposed system will connect to
existing water mains at South 19'h Street and Kagy Boulevard and also at South I I I
Street and Alder Creek Drive. The following inputs were used to model the proposed
system:
• Fire hydrant flow tests were used to determine the existing conditions at both
points of connection. Flow tests were conducted at both locations in November
and December of 2005 by the City of Bozeman. The test at 19`"and Kagy
resulted in a static pressure of 78,rsi,a residual pressure of 65 psi, and a pitot
pressure of 45 psi. The test at I and Alder Creek resulted in a static pressure of
50 psi, a residual pressure of 48 psi,and a picot pressure of 35 psi. These flows
were used to model the connections to the existing water mains.
• "Che existing conditions were modeled using a reservoir and pump at the I 1"'and
Alder Crock connection. This is the Haestad Methods recommended method for
modeling a connection to an existing water main. A copy of this method is
attached.
• The conditions at the 19"'and Kagy connection were modeled h, calihrailag a
pipe from the I l`s and alder Creek connection to the I`P' ,wd is aL)
The size and length of this pipe were set to control the c1.ndAlons at the 19"'and
Kagy connection. The pipe was set to give this junction similar pressures as those
that were obtained in the flow test. The resulting model set the static pressure at
19'" and Kagy at 79 psi and the residual pressure at 60 psi.
• A fire tlo►►'of 1750 gpm was used in the model.
A►►'ater use demand of l 1.3 gpm per node was used for the development demand
(595 ghnL'5 3 nodes).
• Supporting WaterCAD output sheets are included in the report which show the
City of Bozeman Standards have been met.
NIODELING
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Modeling a Connection to an Existing 1Nater N4ain
Page l of l
Modeling a Connection to an Existing Water Main
If you are unable to model an exist;rg system back to the source, but would still like to model a cornechon to this
system, a reservoir and a pump with a three-point pump curve may be used instead This is shown below,
.`fR 1- -- P-2-- - - aPIVIP-11 P-3
Figure A-5-Approximating a Cornecbon to a Water,Hain with a Pump and a Reservoir
The rese-voir simuiates Ale supply of water from the system. The E.,"0tio-n of the reservoir should be equal to
the elevation at the connection point.
The pump and the pump curve will simulate the pressure drops and the availaole Cow from the existing water
system. The points fer the pump curve are generated using a math ematlrol formula (given below), and oata from
a Ere fog,:test. The pipe should be smooth, short and wide. For example. a Roqghnq"of 140. length of 1 foot,
and diamater of 48 inches are appropriate numbers.
Piease note that it is ALWAYS best to model the enure system back(o the source. This method is Orly an
approx,matien. and may not represent the water system under all flow conditions.
Or= Qf•E(H(iHf)".54)
Where, Or = Rmq avaiiabie at the aes4ed fire now residual pressure
Of r Flow during test
Hr = Pressure drop ;,dewed resiuuai pressure(static Pressure minus Chosen
Design Pressure)
Hf = Pressure drop during fire now test(Statc Pressure minus Residual Pressure)
Haestad Methods, Inc.
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Scenario: Base
Fire Flow Analysis
Junction Report
Label I E1evabo.n Zone I Type Base F:,.rx Pavern Demand Catcutated Pressure
Ito) WaCrr in) Calcv'a:ed 1►4ydrau.1c GrWo (0110
---- (gavmin) (R)
19Th 9 GRAF 4,982 0 Zane Demand 1 1 3 Fixed 113 5.1052 53 285
GRAF&S.23RC 4.979 51 Zone Demand 1 1.3 Fixed 11 3 5,1051 54 341
GRAF&ENT. 4,978.6 Zone Demand 11 3 Fixed 11 3 5.105.1 55 635
GRAF 8 11POLDENEYE 4.978 0 Zeno Demand 11-3 Fixed 11.3 5 105-1 54 y84
GRAF&S-27TH 4.979.0I Zone Dernand 11.3 Fixed 11.3 5 405 1 54.551
S.27TH&GOLDENEYE 4.984 0!Zone Demand 11 3 Fixed 11 3 S.105.1 52.388
S-27TH&ALDER CR 5,001-0'I Zane Dernar,a 11.3 Fixed 11 3 5.105 1 45.032
S 27TH&Bl-AGK11'UOD 5,023.0 Zone Demand 11.3 Fired 11.3 5 105 1 35.517
PARKWAY aBLACMVOOD 3,020.0 Zcne Demand 113 Fixed 11.3 5,105.1 36-036
S 23RD 8 BLACKWOOD 5.020.0 Zone Demand 11.3 Fixed 11,3 5,105.2 36 980
ENTERPRISE ENO 4,958.0 Zone Derrand 113 Fhed 11.3 5.105.1 63204
STUBBLE 3 ENT. 4.962.0 Zone Demand 113 Fixed 113 5.105.1 61.pce
STU88LF L S 23RD 4.952.0 Zone Demand 11.3 Fixed 11.3 5.105.1 61.907
WD GOLDENEYE 4.984.0 Zone Demand, 11 3 Fixed 11-3 5./05.1 52 no
S 26TH&ALOR 5,000,0 Zone Demand 1 11 3 Fixed 11.3 5,10E 1 45-461
29E&A'DR 5,000.0 Zane Demand 11.3 Foxed 11.3 5,105.1 45 460
29VI&AL OR 5.000.0 Zono Dernar'd 113 Fixed 11-3 5.105.1 4S.400
8 3OTti 3 ALDER CR 4.999.0 Zone Demand 11.3 Fa•d 11.3 5.105.1 45 892
S 30TH 6 BUS►1NEL:. 5.u13.0 Zone Demand 11.3 Fixes 11.3 5,105.1 39 e35
SUSHNELL FAR VVFST 5.013,C�Zeno Dornand 11.3 Fixed 113 S.105 1 39 635
BLACKVV00D FAR WEST 5.021.0j Zcne Demand 11 3 Fixed 11 3 5.105.1+ 38.37E
?9W& SLKLVD 5,023.0�Zore Demand 11.3 Fixed 11.3� b.105.1 35 510
29E& OLK`40 5.0230 Zone Demand 11 3 Fixed 113 5,105.1 35.511
2urva i3SHNIL ta.vl50 Zone Don-a.+o 113Er+..eo 11.a 5.105.1 2e.0.o
29E&13SHNL 5,016.0 Zone Demard 11.3`Fixed 11.3 5105, 38-538
S 28TH 9 BUSKNELL 5.0180 Zone Demand 11 3 Fixed 11.3 5,105.1 37.674
S 27TH&BUSriNE►.L 5016,0 Zone Demand 11.3 Fixed ( 11 3 5,1051 38.S43
PARKWAY 8 ENT 4 586-0 Zane Gerard 11.3,Fixed 11.3 5,1054 51 52A
S 23RD&ENT. 4.pn2.0 Zone Cemare 11 3;Fixed 11.3 5,105-1 48.928
S 22NOSE\TERP
4,591.0 Zone ^emar4 11 3'Fixed 1 t.3 5.105 1 49 360
S 201H&ENTERP 4.591.0 Zcre 'Demand, :? 3 Fixed 11.3 1,1051 49.359
S 20TH 8 SCARLE"T 4.5950 Zan• Demand, 11,3 Fixed 11 3 5.10E 1 47.629
S 20TH a SLAKL 4,S96 0 Zcrc Demand j 11 31 Fixed 11 3 5.1051 45.332
S 20TH 8 NICOLE 5.0O3-0 Zcne Cernw-4 11.3 Fixed 113 5,1051 44.171
S ZOYH&PiNTAIL 6.004.0 Zcre Cema-1d :1.3 Fixed 1'3 5.105.1 43 74:
S 20TH 8 ERE 5.C14 0 ZCre D•mana 11 3 rixe4 1/3 5.105 1 39.417
5.C15.^ Zcne Demand' 11 3 Fixed 113 5,1051 38.990
3 27ST 8$REE � 1 f
I S 22ND 6 BREE I 5.C17 0 ZOre Oemwicr /1 3:Fixed v 3 5.105.2 38 139
S 23RD&BHE= 5,0?6.0 We Dennaaa :t 3,Fixed 11 3 5.10E 2 3 8 Ssi2
S 23RD&PINTAIL 5.0070 Lone �Demand f' 113 Fixeo 11 3 5.1051{ 42.449
S 23RD 5 ALDR 6,0a 0 Zane Demand 1 '1 3 Fixed 11 3 5.10511 45.470
LAST LOOP 8 ALDR &001 0 Zone Damano 1IIII /1 3 Fixed 113 5,105 1 i 45 037
K110 LAST LOOP I 5.0160 ?ore Demand 11 3 Fixed 113 5 103 1 i 38.551
PARKV.AY 3 LAST MCP 5.016.0 Zone Demand 11 2 Fkec 11.3 5,1.05./ 38.5!4
OAQ KWAY A Al not CR S.U01.0 Lon• Daman,e� 11 3 Ctxad i 11 3� 5.ID$.1 45 026
3 22140&St:AHJ-f:TT 4,99t.0 z0,,W n0rnra u4 11.3 Fixed 11.3 3 105.1 47.020
S 22NO&SLAKE 4.9980 Zone Demand 11.3 Fixed 11.3 5,100 1 46.332
3 22N0&NICOLE 5.0030 Zan* demand 1.13 Fixed 113 SAGS 1 44,171
S 22ND d PiNTAIL 5.0070 Zone Demand 112 Fixed t1.3 5,105.1 42.447
S 21 ST &P NTAIL 5,036.0�Zane Dorms" 11 3 Fixed 11.E 5.105.1 42 879
EAST EASEMENT 9D 6,015-01 Zone Demand 11 3 Feed 1 t.3 5.105.8 39.267
S 19TH d 8 ACKVY000 5,023 01�Zcne Demand i 113 Foced 11.3 6.105,41 35,660
T119:MeadrrkCraOk8�4 Pre•_t Enp�neer K�A Tnon,3cn
p:, -'.Water Kwer mcwa,.w1750.wod Wate.CAD v7 0(07 00.049 031
01117X6 01:45,50 W118014Y Systems,Inc Haeaaad f,1tz11.od�Sc',Goo con;er Wstencwn.CT 03795 USA •1.203.75E-1664 Page 1 of 2
Scenario: Bass
Fire Flow Analysis
Junction Report
Label Ereration Zane Typo 6ee6 Flow Paltem Demand emculated Prossure
(� (9801rdn) calculated Hydreuk Grade (psi)
J-51 4,822.0 ZoAe Dsmend 11.3 Faed 11.3 5.1062 792e7
Tgk.MeadowCrescSUb Proi►i Erqneer Kurt Thomson
p:l..tweter_eeY+enn+:�ater�760 wed WOWCAO Y7 0{07.00 049.001
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Scenario: Base
Fire Flow Analysis
Pump Report
LaCe1 i eevaticrj(ontro intake isUu9 4ctia►q P6mpCaiztiat*l
(flJ I status Pump Parry (pat min) Head l viater
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(kW,
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Scenario: Base
Fire Flow Analysts
Reservoir Report
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Contour Plot - Available Fire F
Scenario: Base
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p.t.,Awsb r_sevreAA cC"tert?50 wCd WRL CAP v7 0 107.00 049 00}
01R111')6 Heestad Metl+ode Sotutw..Center Wage.tawn.CT 00795 USA •1-20J-765.16b6 page 1 of 1
Appendix B
• City of Bozeman Water Service Calculation Worksheets
1 _
Commercial (2012 IBC)
City of Bozeman Water Service Calculation Worksheet
Project Address: _-------- ----------------------- Property Owner: _ _ _
General Contractor: -------------------------------------------------------�- ----_— ---------
Permit Number: ____-----_-___ Proposed Water Meter Sl2e: -------------
Standard De
aW ts
Appliances And FiXt LL- Fixture Units # of Fixtures Ts1
Bathtub/Combination Tub/Shower 4.0 X 4 _--
Soaker Tub 10.0
H� P ) X
Shower
er(per head 2.0 J
Clothes washer 4.0 X
Dishwasher I.S
X
Hose Bibb 2.5 X
Additional Nose Bibb (each) 1.0 X A -
Drinking Fountain 0.5 X 1
Service / hiop Basin 3.0 X _--Y -- r -_-_ -
Lavatory Sink 1.0 X
Kitchen Sink 1.5
Laundry Sink 1.3 )( --- -_--
Water closet (1.6 GPF) 2.5 X
--- --- _-_.__--
Hater closet (1.6 GPF - Flushometel tank) 2.3 7(
water closet(tlushometer valvei Table values -------
Urinal (fiushometer valve) Table Values
Total Number of Fixture Units --------
Fixture Unit Tables for Determining Water Pipe & Meter Size Pressure Range -Over 60 PSI
Circle the length in feet to the farthest fixture & applicable service, meter& branch sizes below based on
the total number of fixture units detailed above.
'\1aX1muALe111sZK'able Length in feet
~Meter& Supple & 60' $0' 100" 150' 200'
Service Branches
%" %` 20 20 19 17 14
." 1' 39 39 36 33 28
1" I- 39 =19 39 36 30
3. 1 Y4" 39 39 39 39 39
78 78 76 67 52
78 78 78 78 66
85 85 85 85 65
l!✓G" l i�c' 1 i 1 151 151 151 1204
2" 1 Y.-" 151 151 151 151 150
I%" 2" 370 370 340 318 272
2" 2" 370 370 370 370 368
if count is over 370 fixtures. water demand does not meet table 6.10.4 and has to be engineered by a
registered Montana mechanical engineers design, signed and stamped.
12.20.17
Commercial (2012 IBC)
City of Bozeman Water Service Calculation Worksheet
Project Address: ________
-------------------------._ Property Owner:
-------------
General Contractor:
----------
Permit Number: _______________ Proposed Water Meter Size:
t W ter S
Fix res Fixture Units #t of FixturesTot
Bathtub/Combination Tub/Shower 4.0 X
Soaker Tub 10.0 KShower ------ ----�---
(per head) 2.0 X
Clothes washer 4.0 X - --- -"`-
Dishwasher 1.5 x -^---- -- Y,'---
Hose Bibb 2.5 K -- --�
Additional Hose Bibb (each) 1.0 K --- --
Drinking Fountain 0.5 K --------
Service / Mop Basin 3.0 K _
Lavatory Sink 1.0 Xa =
Kitchen Sink 1.S K = t
Laundry Sink 1.5 k
)Water closet (1.6 GPF) Z.5
Water closet (1.6 GPF - Flushometer tank) 2.5 X -_-____-
Water closet Iflushometer vdlvel I able Values -_-_____
lirinal (flushometer halve) 'fable Values ________ ________
Total Number of Fixture Units
Fixture Unit Tables for Determining Hater Pipe & Meter Size Pressure Range - Over 60 PSI
Circle the length in feet to the farthest fixture & applicable service, meter & branch sizes below based on
the total number of fixture units detailed above.
M.A m m-Allowaille Length in feel
Meter & Supply & 60' 80,, 100' 150' 200'
Service Branches
%" '/4" 20 10 19 17 14
% V 39 39 36 33 28
1 1" 39 39 39 36 30
'4 1%.' 39 39 39 39 39
1" 1'A 78 78 76 67 52
I'h" 1'/. 78 78 78 78 66
R; RS 85 a 8S
l51 151 I S l 15 1 128
2" 1Y" 151 151 151 151 150
IYt" 2" 370 370 340 318 272
2" 2" 370 370 370 370 368
if count is over 370 fixtures, water demand does not meet table 6.10.4 and has to be engineered by a
registered Montana mechanical engineers design, signed and stamped.
12,20.17
Commercial (2012 IBC)
City of Bozeman Water Service Calculation Worksheet
Project address: -------------------------------- Property Uwner: ---------------------------___
General Contractor: _____---------------------
-----------
Permit Number: ---- -------- Proposed Water Meter Size:
$Randard 13 sign Water Suunly Fixture Uni s
Aladhic F ure Fixture Units #_ > F xt e� Total
Bathtub/Combination Tub/Shower 4.0 X
Soaker Tub 10.0 XShower r -
(per head) 2.0 X _
Clothes washer 4.0 X -
Dishwasher 1.5 X -- �-
Hose Bibb 2.5 X -_____-- ----- -'_
Additional Hose Bibb(each) 1.0 X
Drinking fountain 0.5 X
Service / Mop Basin 3.0 X -------- --_,-> --
Lavatory Sink 1.0 X =
Kitchen Sink 1.5 fi
Laundry Sink 1.5 X =
Water closet11.6 (IPF-) 2.3 X -------- a ______--
Water closet 11.6 GPF - Flushometer tank) 2.5 X = --------
Water closet (flushotneter valve) Table Values _-----_- _
Urinal (flushometer valve) Table Values --------- Y --------
Total Number of Fixture Units __--
Fixture LJnit Tables for Determining Water Pipe & Meter Size Pressure Range - Over 60 PSI
Circle the length in feet to the farthest fixture & applicable service. teeter &branch sizes below based on
the total number of fixture units detailed above.
Maximum Allowable Lellath Lt1JQV1
:Meter R Suppl)- & 60' 80' 100, 150, 200'
Service Branches
" 'YV 20 20 19 17 14
].1 39 39 36 33 28
1' 1" 39 39 39 3f-_ 30
V 1%" 39 39 39 39 39
1' 1%- 78 78 76 67 52
ih" 1Yo" 78 78 78 78 66
V ti4';2 85 85 83 83 85
11S" l f5"' 15 1 151 15 1 151 i 28
2" 1Y4" 151 151 151 151 150
1%, 2' 370 370 340 318 272
2" 2" 370 370 370 370 368
If count is over 370 fixtures, water demand does not meet table 6.10.4 and has to be engineered by a
registered Montana mechanical engineers design, signed and stamped.
12.20.17
Appendix C
• Storm Water Design Calculations
• Drainage Area Exhibit
• Storm Water Maintenance Plan
00
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DRAINAGE AREA r
SoU"*HBR-TD(_YE St-TBDIVI5102V PHASP. .ZA, LOT Y, BLOCK5
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STORM WATER MAINTENANCE. PLAN
Southbridge Living
City of Bozeman, Montana
PROPERTY OWNER'S ASSOCIATION RESPONSIBILITIES
FOR ROUTINE INSPECTION AND MAINTENANCE:
1. The retention ponds shall be kept free of trash. and the berms.�slopes shall be
mowed or otherwise maintained to provide for a pleasant appearance_
2. Drainage paths and storm water structures shall be routinely inspected and kept free
of trash and debris. Sumps shall be cleaned upon accumulation of sediment.
3. The owner shall inspect the retention ponds in spring and fall to insure that the
original design capacity is in order.
4. Sediment shall be removed and the pond restored to its original dimensions when
the sediment accumulation is evident.
5 Underground retention vaults shall be inspected at minimum 6 month intervals_
a If sediment is at. or above. S' isolator rows shall be cleaned using the jetvac
process
b. A fixed culvert cleaning nozzle with rear facing spread of 45- or more is
preferred.
c. Apply multiple passes of jetvac until backflush water is clean.
5. Maintenance of the ponds and storm structures shall be the responsibility of the
property owners association.
C Caoo-r2sl�_vr- n r.*:w V*4w*-"P.s^3x
Appendix D
• Southbridge Living Water Model
enelson caddiseng.com
From: Erin Shane <Eshane@BOZEMAN.NET>
Sent: Tuesday, December 22, 2020 3:14 PM
To: enelson caddiseng.com
Subject: FW: Southbridge Fire Flow
From: Erin Shane
Sent:Tuesday, December 22, 2020 2:13 PM
To: 'enelson@caddis.eng.com'<enelson@caddis.eng.com>
Subject: FW: Southbridge Fire Flow
From: Erin Shane
Sent:Tuesday, December 22, 2020 2:10 PM
To: nelson caddis.en2
Subject:Southbridge Fire Flow
Erica,
The results of the fire flow test you requested are as follows: Static—50, Residual—48, Pitot—48 flowing 1160 GPM on
a 2.5" nozzle. The test was performed at Stonebridge and S. 20'on 12/22/2020. If you need further information or have
questions feel free to email and I will get back to you asap. Have a great holiday week!
AAL�� Erin 1. Suns
Foreman
Bozeman 1`0ontana WateriSewer Operations Department
a' i =ha i'c «aman net
6 -106-582-3200
"CO ~ Please ,,isit our website at �-mw bozemanwater cgrn
City of Bozeman emails are subject to the Right to Know provisions of Montana's Constitution (Art. 11, Sect. 9) and may
be considered a "public record" pursuant to Title 2, Chpt. 6, Montana Code Annotated. As such, this email, its sender
and receiver, and the contents may be available for public disclosure and will be retained pursuant to the City's record
retention policies. Emails that contain confidential information such as information related to individual privacy may be
protected from disclosure under law,
i
APPENDIX B
FIRE-FLOW REQUIREMENTS FOR BUILDINGS
T'heprovRions contained in this appendbc are nut mandatory runless specifically referenced in the udopting ordinance.
SECTION B101 SECTION B104
GENERAL FIRE-FLOW CALCULATION AREA
B101.1 Scope. The procedure for determining fire-flow B104.1 General. The fire-flow calculation area shall be the
requirements for buildings or portions of buildings hereafter total floor area of all floor levels within the exterior walls,
constructed shall be in accordance with this appendix. This and under the horizontal projections of the roof of a building,
appendix does not apply to structures other than buildings. except as modified in Section B104.3.
B104.2 Area separation. Portions of buildings which are
SECTION B102 separated by ,fire walls without openings, constructed in
DEFINITIONS accordance with the International Building Code.are allowed
to be considered as separate fire-flow calculation areas.
terms a defined
For the purpose of this appendix,certain B104.3 Type IA and Type tB construction. The tire-flow
terms are defined as follows: calculation area of buildings constructed of Type IA and
FIRE-FLOW. The flow rate of a water supply,measured at Type IB construction shall be the area of the three largest suc-
20 pounds per square inch (psi)(138 kPa)residual pressure, cessive floors.
that is available for fire fighting.
FIRE-FLOW CALCULATION AREA. The floor area, in Exception: Fire-flow calculation area for open parking
garages shall be determined by the area of the largest
square feet(ml),used to determine the required fire flow, floor.
SECTION 8103 SECTION B105
MODIFICATIONS FIRE-FLOW REQUIREMENTS FOR BUILDINGS
B103.1 Decreases. The fire chief is authorized to reduce the B105.1 One-and two-family dwellings,Group R-3 and R-
fire-flow requirements for isolated buildings or a group of 4 buildings and townhouses. The minimum fire-flow and
buildings in rural areas or small communities where the flow duration requirements for one- and two-family chvell-
development of full fire-flow requirements is impractical. ings, Group R-3 and R-4 buildings and townhouses shall be
B103.2 Increases.The fire chief is authorized to increase the as specified in Tables 13105.1(1)and B105.1(2).
Grc-flow requirements where conditions indicate an unusual B105.2 Buildings other than one- and two-family dwell-
susceptibility to group fires or conflagrations. An increase ings, Group R-3 and R-4 buildings and townhouses. The
shall not be more than twice that required for the building minimum fire-flow and flow duration for buildings other than
under consideration. one-and two-family dwellings,Group R-3 and R4 buildings
B103.3 Areas without water supply systems. For informa- and townhouses shall be as specified in Tables B 105.2 and
tion regarding water supplies for fire-fighting purposes in B105.1(2). «
rural and suburban areas in which adequate and reliable water
supply systems do not exist, the fire code nfcial is autho-
rized to utilize NFPA 1142 or the International Wildland-
Urban Interface Code.
TABLE B105.1(1)
REQUIRED FIRE-FLOW FOR ONE-AND TWO-FAMILY DWELLINGS,GROUP R-3 AND R-4 BUILDINGS AND TOWNHOUSES
FIRE-FLOW CALCULATION AREA AUTOMATIC SPRINKLER SYSTEM MINIMUM FIRE-FLOW FLOW OURATION
(square feet) (Design Standard) (gallons per minute) (hours)
0-3,600 No automatic sprinkler system 1,000 1
3,601 and greater No automatic sprinkler system Value in Table D Lira ti(in in Table B105.1(2)
BIOS.1(2) at d?c required fire-fknti-rate
0-3,600 Section 903.3.1.3 of the International Fire Code or 500 11
Section P2904 of the International Residential Code :
Section 903.3.1.3 of the International Fire Code or 11 value in Table
3,60I and gttaler Section P2904 of the International Residential Code : B105.I(2) I
For S1: I square foot-0.0429 m�,I SdIun per minute-3.785 L/m.
2015 INTERNATIONAL FIRE CODE* 477
r I I I i..i-!14;u O 201a 1CC AL RIGHTS RESERVED-A:re-d br aa„d Sroufpamerron Mara,mle 232 1!PM Ivnwne to L:enu Agemlrnl..Irn Itl- No[umber reproduction
I r or d:/elJDurim at.:baiagi ANY trNAUTNORIZF.0 REFRODUCrHIN OR DJSI' K1nOV ISA VIOLATION OF-CHL FLL I ALCOPYRKWT ACT AND I liL LICENSE
AGREEMENT.AND SURECT TO CML AND CFIAUNAL PENALTIES THEREU:DEJL
APPENDIX B
I TABLE 8105.1(2)
REFERENCE TABLE FOR TABLES B105.1(1)AND 6105.2
FIRE-FLOW CALCULATION AREA(square feet) FIRE-FLOW FLOW DURATION
Type IA and IB' Type!A and YIA' Type tV and V-W Type IIB and 1116, Type V-B' (gallons per minular (hours)
0-22,700 0-12.700 0-8.200 0-5,900 0-3,600 1,500
22,701-30,200 12.701-17,000 9,201-10,900 5,901-7,900 3,6014,900 1,750
30,201-38,700 17,001-21,800 10.901-12,900 7,901-9,800 4,801-6.200 2,000
2
38,701-48.300 21,801-24,200 12,901-17,400 901-12,600 6101-7,700 2,250
48,301-59,000 24,201-33,200 17,401-21,300 12.601-15,400 7.701-9.400 2,500
59,001-70,900 33,201-39.700 21,301-25,500 15,401-19.400 9,401-11,300 2,750
70,901-93,700 39,70147,100 25,501-30,100 18,401-21,800 11,301-13,400 3,000
83,701-97,700 47401-54,900 30.101-35,200 21,801-25,900 13,401-15,600 3,250
3 97,701-112,700 54,901-63.400 35,20140,600 25,901-29,300 15.601-181,000 3,500
112,701-129,700 63,401-72,400 40,60146,400 29,301-33,500 18.001-20.600 3,750
128.701-145.900 72.401-82.100 46.401-52.500 33.501-37.900 20,601-23,300 4.000
145,901-164,200 $2,101-92,400 52,501-59,100 37.90142,700 23,301-26,300 4,250
164,201-183,400 92,401-103,100 59,101-66,000 42,701-47,700 26,301-29 300 4,500
183,401-203,700 103,101-114,600 66.001-73,300 47.701-53,000 29,301-32,600 4.750
203.701-225.200 l 14.601-126,700 73,301-81,100 53.001-58.600 32,601-36,000 5.000
225,201-247,700 126.701-139,400 81.101-89.200 58,601-65,400 36.001-39.600 5,250
247,701-271,200 139,401-152,600 89,201-97,700 65,401-70,600 39,60143,400 3,500
271,201-295,900 152,601-166,500 97,701-106,50(1 70,601-77,000 43,40147.400 5,750
295,90 1-0mater 166,501-Greater 106,501-115,800 77,001-83,700 47,401-51.500 6,000 4
— — 115.801-125,50n 93,701-90,600 51,501-55,700 6.250
— — 125.501-135,500 90.6U1-97.900 55,701-60,200 C500
— — 135,501-145,800 97,901-106,800 60,201-64,800 6,750
— — 145,901-156,700 106.801-113,200 64,801-69,600 7,000
— — 156,701-167,900 113,201-121,300 69,601-74,600 7,250
167,901-179,400 121,301-129,600 74,601-79,900 7,500
— — 179.401-191.400 129.601-138.300 79.801-85,100 7,750
191,401-Greater 138,301-Greater 85.10 1-Greater 8,000
For Sl: I square foot x 0.0929 w=,I gallon per minute=3.785 IJm,I pound per square Inch=6 995 Wit
a Types of construction are based on the Intermwiumdt Hialding Code—
b.Measured at:0 psi tesidual pressure.
TABLE B105.2
REQUIRED FIRE-FLOW FOR BUILDINGS OTHER THAN ONE-AND
TWO-FAMILY DWELLINGS,GROUP R-3 AND R-4 BUILDINGS AND TOWNHOUSES
AUTOMATIC SPRINKLER SYSTEM MINIMUM FIRE-FLOW FLOW DURATION
(Design Standard) (gallons per minuN) (hours)
NO auumbatic Stwinkler System Valuc in Table B105.1(2) Duration in Table 11105.1(2)
Section 903.3.1.1 of the International Fire Code 25%of the value in Table 3105.1(2Y Duration in Table B 105.1(2)at the rcduccd flow rate
Section 903.3.1.2 of the Interrultiomrl Fire Code 25*/0 of the valuc in Table 13105.42)b Duration in Tablc B 105.1(2)al the reduccd flow rate
For SI: I gallon per minute=3 795 Llm.
a. The reduced fire-flow sludl be not less than 1,000 gallons per minute.
b- The reduced fire-flow shall be not Iess than 1,500 gallons per minute-
478 2015 INTERNATIONAL FIRE CODE*
a ' I 'ir
Capy�*=4 ICC.ALL RIGiIIS RESERVED.AcretudIyDo✓,d MamVnbM=Mu 2t.7o�61-1tit PM pw..o++� ticm,e Adreer,cne.51A KG Nu[u.Mer,geod,�uloe
/ ' 1 .x diudbunw albonmd.V4 UNAVI11011MEO REPROWUXTION OR VWnt ELnWN IS A 190LATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE
ACREEMEl•T,AND S"WCF 10 CIVIL AND CRIMINAL PI.NALIUS THIMUNDER
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Southbridge Living
Network Table-Nodes
Elevation Demand Head Pressure
Node ID ft GPM ftpsi
Junc n l 4987.53 0.59 5103.51 50.25
Junc n2 4988.29 0.00 5103.51 49.92
June n3 4989.25 0.00 5103.51 49.51
Junc n4 4990.31 2.95 5103.51 49.05
Resvr 1 4987.53 -3.54 4987.53 0.00
EPANET 2 Page 1
A via c De "ekn j
1) 6%.%4
Southbridge Living
Network Table-kinks
Length Diameter Flow Velocity
Link ID fl I in A GPM fps
Pipe pl 28 8 2.95 0.02
Pipe p2 130 8 2.951 0.02
Pipe p3 124 8 2.95 0.02
Pump 1 #NIA #N/A 3.54 0.00
EPANET 2 Page 1
A ve r-A,�, oit l.y
be4,%,,ahA 0
Southbridge Living
Network Table- Links
Unit Ileadloss Status
Link ID ft/Kft
Pipe p 1 0.00 Open
Pipe p2 0.00 Open
Pipe p3 0.00 Open
Pump 1 -115.98 Open
EPANET 2 Page 2
N1^x ID a► I�.
Southbridge Living
Network Table-Nodes
Elevation Demand Head Pressure
Node ID ft GPM ft psi
June n 1 4987.53 1.36 5103.48 50.24
Junc n2 4988.29 0.00 5103.48, 49.91
i
June n3 4989.25 0.00 5103.48 49.50
June n4 4990.31 6.79 5103.48 49.04
Resvr 1 4987.53 -8.15 4987.53 0.00
EPANET 2 Pagel
Southbridge Living
Network Table- Links
Length Diameter Flow VelocitN
Link ID R in GPM fps
Pipe p 1 28 8 6.79 0.04
Pipe p2 130 8 6.79 0.04
Pipe p3 124 8 6.79 0.04
Pump 1 #N/A #N/A 9.151 0.00
EPANET 2 Page 1
Ma,x Dat!
D?tea h
Southbridge Living
Network Table -Links
Unit Headloss Status
Link ID fUKft
Pipe pl 0.00 Open
Pipe p2 i 0.00 Open
Pipe p3 0.00 Open
rnip I -115.95 Open
EPANET 2 Page 2
Rea k 400 r-
�e.W�avtd
Southbridge Living
Network Table-Nodes
Elevation Demand Head Pressure
Node ID ft GPM ft psi
June n 1 4987.53 1.77 5103.46 50.23
June n2 4988.29 0.00 5103.46 49.90
June n3 4989.25 0.00 5103.46 49.49
June n4 4990.31 8.85 5103.46 49.03
Resvr 1 4987.53 -10.63 4987.53! 0.00
EPANET 2 Pagel
P"k- Oovr
beV1 Ahd
Southbridge Living
Network Tabte - Links
Length Diameter Flow Velocity
Link ID ft in GPM fps
Pipe pl 28 8, 8.85 0.06
Pipe p2 130 8 8.85 0.06
Pipe p3 124 8 8.85 0.06
Pump I #N/A #N/A 10.63 0.00
EPANET 2 Page 1
Pea l- 440oc-
D.Q,v�a n d
Southbridge Living
Network Table-Links
Unit Headloss Status
Link W ft/Kft
Pipe pl 0.00 Open
Pipe p2 0.00 Open
Pipe p3 0.00 Open
Pump 1 -115.93 Open
EPANET 2 Page 2
Mo"c. Daily Dereamh
— 11 so o pm ire
Southbridge Living F� o V
Network Table-Nodes
Elevation Demand Head Pressure
Node ID ft GPM ft psi
June nl 4987.53 1750.30 5092.45 45.46
June n2 4988,291 0.00 5092_45 45.13
June 0 4989.25 0.00 5092.45 44.72
June n4 4990.31 6.79 5092.451 44.26
Resvr 1 4987.53 -1757.09 4987.531 0.00
EPANET 2 Page 1
M a,.X �01I�y em,, Kj
- 17s(S re
Southbridge Living ROW n �
Network Table- Links
Length Diameter Plow Velocity
Link ID ft in GPM fps
Pipe pl 28: 8 6.79 0.04
Pipe p2 130 8 6.79; 0.04
Pipe p3 124 8 6.79� 0.04
Pump 1 #N/A #N/A 1757.09 0.00
EPANET 2 Pagel
P".�4 bDai i y N*Vlav►a
11 So 9 P`^^ F;re.
Southbridge Living
Network Table- Links
Unit Headloss Status
Link ID tVKA
Pipe p 1 0.00 Open
Pipe p2 0.00 Open
Pipe p3 0.00 Open
Pump 1 -104.92 Open
EPANET 2 Page 2
R re
Southbridge Living via c- h 2
Network Table-Nodes
Elevation Demand Head Pressure
Node ID ft GPM ft psi
Junc n 1 4987.53 1.36 5092.44 45.46
Junc n2 4988.29 1750.30 5091.12 44.56
Junc n3 4989.25 0.00 5091.12 t 44.14
Junc n4 4990.31 6.79 5091.121 43.68
Resvr 1 4987.53 -1758.45 4987.53 I 0.00
EPANET 2 Pagel
Mr.-% zw l y De wta J
- 11,50 lip 1pir�
Southbridge Living I
Network Table-Links
Length Diameter ( Flow Velocity
Link ID ft in GPM s
Pipe p l 28 8 1757.09 11.22
Pipe p2 130 8 6.79 0.04
Pipe p3 124 8 6.79 0.04
Pump 1 #NIA #N/A 1758.45 0.00
EPANET 2 Page 1
M a.X DA i I U ueJvinGl n G�
— 1160 gP+M Fig
FtoLo @ n $
Southbridge Living
Network Table - Links
Unit Headloss Status
Link ID NK13
Pipe p1 47.05. Open
Pipe p2 0.00 Open
Pipe p3 0.00 Open
rPU7np -104.91 Open
EPANET 2 Page 2
M o..'A bai l Div OLV)
— 11GO ej vm "tr-e
Southbridge Living Flo"`� °� n
Network Table-Nodes
Elevation Demand Head Pressure
Node ID ft GI'M ft psi
Junc n 1 4987.53 1.36 5092.44 45.46
Junc n2 4988.29 0.00 5091.12° 44.56
Junc n3 4989.25 1750.301 5085.00 41.49
Junc n4 4990.31 6.79' 5085.00, 41.03
Resvr 1 4987.53 -1758.451 4987.53 0.00
EPANET 2 Page 1
M X Da;1y Dew"A>j
— 1 1 S'Q
� rn3
Southbridge Living Floes
Network Table-Links
Length Diameter Flow Velocity
Link ID ft in GPM fps
Pipe pl 281 8 1757.09 i 11.22
Pipe p2 130 8 1757.09 11.22
Pipe p3 124 8 --- 6.79 0.04
t
Pump 1 #NIA j #N/A 1758.45 0.00
EPANET 2 Pagel
m,-X Daiiy be*-v%and
11570 gp F-j re
Southbridge Living Floes °` Y, 3
Network Table-Links
Unit Headloss Status
Link ID 8/KfZ
Pipe pl 47.05 Open
Pipe p2 47.05 Open
Pipe p3 0.00 Open
Pump 1 -104.91 Open
EPANET 2 Page 2
K o•)c Doi 1 y Dcw^anA
- IISO gpw, F ire
Flow 0 n 4
Southbridge Living
Network Table-Nodes
Elevation Demand Head Pressure
Node ID ft GPM fipsi
June n1 4987.53 1.36; 5092.48 45.48
June n2 4988.29 0.00 5091.17 44.58
Junc n3 4989.25 0.00 5095.10 41.53
June n4 4990.31 1750.30 5079.31 38.56
Resvr 1 4987.53 -1751.66 4987.53 0.00
EPANET 2 Page 1
MA.x aatiy D +and
-- t 1 S 0 r w,
Flow n 4.
Southbridge Living
Network Table-Links
Length Diameter Flow Velocity
Link ID ft in GPM fps
Pipe pl 281 8 1750.30 11.17
Pipe p2 130 8 1750.301 11.17
Pipe p3 124 8 1750.30� 11.17
Pump 1 #N/A #N/A 1751.661 0.00
EPANET 2 Page 1
mo�x Daitu DC'aMan
Southbridge Living Flow @ Y) 4
Network 'fable-Links
Unit Headloss Status
Link ID ft/Kft
Pipe p 1 46.70 Open
Pipe p2 46.70 Open
Pipe p3 46.70 Open
Pump 1 -104.95 Open
EPANET 2 Page 2
Appendix E
• Geotechnical Recomendations
Engineering and Surveying Inc.
1091 Stoneridge Drive • Bozeman,Montana • Phone(406)587-1115 - Fax(406)587-9768
www.chengineers.com • E-Mall:info@chenglneers.com
July 28, 2020
Mountain High Homes, Inc.
Attn: Dan L. Barnes
E-mail: danra),rnountainhighhomes.net
Re: Geotechnical Recommendations — Lot 1, Block 5, Southbridge Subdivision Phase
IA; Bozeman, MT(200793)
Dear Dan,
Per your request, C&H Engineering has provided the following recommendations regarding
subgrade improvements for the multi-family residential structures to be constructed on the above
referenced property in Bozeman, Montana. The scope of services was to provide
recommendations regarding subgrade improvements for the proposed structures foundations
based on the subsurface conditions observed hi exploratory test pits excavated on the subject
property.
On October 17, 2018 a site visit was made to review the excavation of test holes across the
subject property. The test holes revealed that the typical soil profile consists of an organic soil
layer to depths of approximately 0.9 to 1.8 feet below ground surface (bgs), followed by a soft
and compressible lean clay to depths of approximately 2.5 to 4.1 feet bgs, after which "pit-run"
gravel is present. Groundwater was encountered at depths of 4.2 to 5.2 feet bgs and evidence of
seasonally high groundwater was observed starting at a depth of approximately 2.5 feet bgs.
It is recommended that the excavation for the foundation elements continue down to the native
"pit-run" gravel and structural fill be used to achieve the desired bottom of footing elevation.
Structural fill is recommended to consist of 3-inch minus "pit-run" gravel. The structural fill
shall be placed in a maximum of 12-inch thick lifts and be compacted to a minimum of 97
percent of its maximum dry density, as determined by ASTM D698.
It should be noted that if a foundation perimeter drain is installed around the foundation, it must
be connected to a sump pump that discharges to a location on the subject property and not be
allowed to discharge into the public right-of-way. This can typically be accomplished by
installing a retention pond and/or dry well that the sump pump can discharge into. Please note
that our scope of work does not include a design of the retention pond or dry well and the
homeowner and/or contractor are solely responsible for the construction, sizing and performance
of any retention pond or dry well that the sump pump will discharge to.
Foundation footings may be dimensioned for an allowable bearing capacity of 2,500 pounds per
square foot. It is recommended that typical strip footings have a minimum width of 16 inches,
CiviVStructural Engineering and Surveying
provided the allowable bearing capacity is not exceeded. IC you have any questions or comments,
please contact the undersigned
Sincerely
Michael J. Welch, P.E. y_ -
�i
G 1cdc6120 "cal RcCommrndauoas-1427 Ryron Sun Way(200090).doc