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HomeMy WebLinkAboutInfrastructure Design Report 8-21-20 Infrastructure Design Re-port (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. Ann ENGINEERING & LAND SURVEYING August, 2020 SANITARY SEWER 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 PeakingFactor =Qmax _ 18+P1/2 Qave 4+P1/2 (P = Population in thousands) 025)1/2 Peaking Factor = 18+(0. = 4.37 4+(0.025)1/2 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: Qfa = (1.486/0.013)AR2/3S1i2 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(rr)r = 2(3.1416)(0.33) = 2.0944 ft R = A/P = 0.3491/2.0944 = 0.1667 ft R213 = 0.3029 ft S = 0.004 ft/ft S1i2 = 0.06325 ft/ft Qfull = (1.486/0.013)(0.3491)(0.3029)(0.06325) = 0.76 cfs Qmax/Qfull = 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 200 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 5,064 gpd using the procedure outlined in the City of Bozeman Design Standards. Using the peak day factor of 2.5 and a peak hour factor of 3.0 from the City of Bozeman Design Standards a peak day flow of 12,660 gpd and a peak hour flow of 15,192 gpd is calculated. 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. 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. Appendix A • Meadow Creek Subdivision Water and Wastewater Design Report + ENGINEERING , INC . F Consul l + ng Engineers and Land Surveyors MAR (11 2006Lq WATER AND WASTEWATER DESIGN REPORT FOR tATA ft . Meadow Creek Subdivision Bozeman, Montana''' Prepared For: Meadow Creek Partners, LLC 924 Stoneridge Drive, Suite 1 Bozeman, MT 59718 February 2006 BOz-05021.02 705 Ostermon Drive, Suite F Bozeman, MT 59715 Phone 406.522.9876 Fax 406,922.2768 info,bozemon@engioc.com www.anginc.com WATER AND WASTEWATER DESIGN REPORT FOR Meadow Creek Subdivision Bozeman, Montana Prepared For: Meadow Creek Partners, LLC 924 Stoneridge Drive, Suite 1 Bozeman, MT 59718 Prepared By: A •iLLMOS ■ DOZE~ February 2006 BOZ_05021.02 TABLE OF CONTENTS PROJECT BACKGROUND Introduction 1 Service Area I Land Use 1 Table 1. Land Use 1 Figure 1: Site Location Population Estimation 2 Design Standards 2 SANITARY SEWER SYSTEM 2 Offsite Sanitary Sewer System 2 Projected Flows 2 Collection System and Existing Facilities 2 Onsite Sanitary Sewer System 3 Projected Flows 3 Table 2. Projected Flows 3 Collection System 4 Table 3. Offsite Flows Contributing to Collection System 4 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 Water System 6 Projected Usage 6 Table 4. Projected Water Usage 7 Distribution System 7 Figure 4: Onsite Water System Layout Service Connections S REFERENCES 9 Meadow Creek Subdivision i ET#BOZ-05021.02 Water and Sewer Report February 2006 PROJECT BACKGROUND Introduction Meadow Creek Subdivision is a 352 lot residential subdivision located on 202.4 acres in Bozeman, 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 19`h 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 City of Bozeman can be seen on Figure 1. The systems are sized to allow for continued development in the areas surrounding the subdivision. Land Use Meadow Creek Subdivision consists of a mixture of R-3 and R-4 zoning. Approximately 57 acres of the subdivision will be dedicated toward wetland protection,parkland, and trails. Table 1 illustrates the land use breakdown with the number of lots contained in each zoning category. Table 1 Land Use _ _Zonine Description Number of Lots Number of Dvvellin R-3 Duplex 15 30 � R-3 Fourrplex 6 24 R-3 H. D. 10 124 R-3 S.F.R. 148 148 R-3 S.F.R./Granny 149 _ 149 R-3 Triplex 20 60 R-4 H. D. _. _ 4 __. 140 TOTAL _ 352 675 Meadow Creek Subdivision 1 EI#BOZ-05021.02 Water and Sewer Report February 2006 fit. '! tl +r`...,�' _..._a .•'1� ppa r�l 1 r, ... 114 UT y r o3(, . ',rr KAGY YBLV "•..' � . , STUCKY ROAD -t -00 rr.: i SITE. •, cs h i fn Af rn ROAD r BMWMTW OfM M 1/2 AM E 1/2 aW oM?A L 2 a.M.M C,•.Y.Y. /NOmmimer INC.m"a"Im Ommry tlOMTAl1A ConlNq Isolators of lull Sm,syms Population Estimation The estimated population of Meadow Creek 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 will produce an estimated population of 1,715. This population estimation was used in calculating anticipated wastewater flows and water usage for the development. Design Standards All sanitary sewer mains, water rnains. services,and appurtenances will be designed and constructed to the standards contained in the Montana Public Works Standard SVecilicrttions(MPWSS), 5"' F..dition, the City of 13ozernan Nfodilications to the MI'WSS, 5i1' ldition. the City of Bozeman [)csign Standards and Specifications Policy,July 20 2005 Edition, the City of Bozeman Wastewater Facility Plan (W W FI'), August 1998, the City of l.3ozeman Water facility flan (WIT). November 1997. and the Montana I)cpartment of Environmental Quality (MI)EQ) design Circulars DI Q-I and DEQ-2. The City of 13ozentan will assume operation and maintenance of the wastewater and water systems and appurtenances upon construction and acceptance of the installation. SANITARY SEWER SYSTEM Offsite Sanitary Sewer System Projected Flows Sanitary sewer flows reaching the outfall point on the northern end of Meadow Creek Subdivision were calculated using the proposed layout of the subdivision as well as the anticipated flows frorn future developments that will enter the subdivision. The projected flovvs from other drainage areas that do not enter the subdivision were also included in the analysis for the offsite sewer system. The projected flows and areas analyzed for the offsite sewer are contained in"JCD Subdivision,Offsite Sanitary Sewer Design Report", April 2005, Allied Engineering Services, Inc. Collection System and Existing Facilities Design and analysis of the off-site wastewater infrastructure that will service Meadow Creek Subdivision is contained in"JCD Subdivision. Offske Sanitary Sewer Design Report", April 2005, Allied Engineering Services, Inc. The offsite system is designed to accept oic anticipated Clow, from Meadow Creek as well as flows from future developments that will eventitaIIy outfialI into the offsite system. The offsite sanitary sewer report indicates the City of Bozeman's Wastewater Treatment Plant is capable of handling the additional flow from Nleadow Creek Subdivision. Meadow Creek Subdivision 2 EI#BOZ-05021.02 Water and Sewer Report February 2006 Onsite Sanitary Sewer 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 Wastewater 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 peak flow including infiltration for the development is 478,709 gallons per day. A summary of the projected flows is contained in Table 2. Detailed calculations can be found in the appendix. Table 2 Projected Flows ~Number Peak Hourly Flow Peak Hourly Flow of Projected with Infiltration with Infiltration S ._--.__ t.T .._..._M i. Dwellings Population R-3 Duplex 30 76 21,276 14.77 R-3 Fourplex 24 61 17,021 _ 11.82 _R-3 H.D. 124 315 87,941 61.07 R-3 S.F.R. 148 376 104,961 72.89 R-3 S.F.R./Granny 149 _ 378 105,670 73.38 _ R-3 Triplex 60 152_ _ 4_2,552_ 29.55 _ R-4 H.D. 140 356 V 99,288 68.95 Total 675 __.1715 478,709_ _.__._..__. 332.44 Meadow Creek Subdivision 3 EI#BOZ-05021.02 Water and Sewer Report February 2006 Collection System The sanitary sewer collection system for Meadow 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 connection for each lot. Projected flows for the sanitary sewer mains in the subdivision are included in the appendix. The sanitary sewer mains in the development are 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 south, west, and east. 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 Standards and Specifications), determined the estimated future flow. The sewer service area was determined from the City of Bozeman Wastewater Facility Plan. In addition to the area contained in the WWFP, a 40-acre parcel (Tract A of C.O.S. 1861) is also included in the service area. This area was originally planned to flow to an alternate collection system but has been included in the Meadow Creek collection system. The inclusion of this parcel will not affect the ability of the offsite collection system to handle the anticipated flows from the drainage area. Future flow from the west will enter the onsite system at the western boundary on Graf Street. Future flows from the south will enter the onsite system at the intersection of Blackwood Road and South 271h Avenue. Anticipated flows 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 flows from future offsite development that will enter the onsite collection system are summarized in Table 3. Detailed calculations for the projected offsite flows are included in the appendix. Figure 2 shows the contributing offsite areas in relationship to Meadow Creek Subdivision. Table 3 Offsite Flows Contributing to Collection System Offsite Flow Offsite Peak Hourly Flow T Peak Hourly Flow Entrance Location Contributing Area with Infiltration with Infiltration (Acres) South 27 Avenue 2_l9_ 722,854 _ 502 Graf Street(east) 20 77,567 54 Graf Street(west _ _ _40 150,152 104 Stubble Lane 46 167,436 116 Meadow Creek Subdivision 4 El#BOZ-05021.02 Water and Sewer Report February 2006 a KA%Y BLVD " STUCKY ROAD 1` � 9flOQ' a "s 46 AC "" 7 SITE r 20ARS z ACE m o BLACKWOOD ROAD _ 216 ACR S c r*l �. cxsslTE raa�ttr�leunrac nieEu Illn"M N nt S 1/1 ND 6 1/2 OF 0E,=011 24 T.a i.R e L.Pxw 1N41N/�INii III<i. �y &IlA1N CGU/n MONTANA A t619411101 bpouB uJ Laid Wmpp # I � F71I K 2 — (FIVIIE SEWER— CON71tlWTIN i AREAS �� �•• � �7 The 8-inch diameter pipe will be used on the all the interior streets except for South 271h 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 manholes used in the onsite collection system will be 48-inch barrel sections. The 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/4-inch per foot and a maximum slope of%2-inch per foot. Service connections to multiple dwelling lots will be 6-inch and 8-inch diameter PVC with a minimum slope of 1/8-inch per foot and a maximum sloe of per foot. Connections will be made with in-line gasketed wyes perpendicular to the sewer mains. WATER SYSTEM Offsite Water System Distribution System The distribution system serving Meadow Creek Subdivision with domestic water supply and fire 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(WFP). The offsite 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 19'h Avenue. This 24-inch main will extend south to the intersection of Graf Street and South Meadow Creek Subdivision 5 El#BOZ-05021.02 Water and Sewer Report February 2006 9 I i i ! Y i r •- P � 7-1 r7 i � C� illll, j MEADOW CREEK SUBDIVISION INQIINIBRINO,INC. _ BNATo IN V E S 1/2 AM L 1/1 Q SECrM YJ,T.t 5.R S E.PAIL tol Iv Itill E/IIO/iI lei EUd solys VYU GALLATIN COUNTY.MONTANA ON S17E SANITARY SEMER SYSTEM LAYOUT r.,7 19"'Avenue. At the Graf Street and South 19t"Avenue intersection,the 24-inch main will reduce to a 12-inch main. From the intersection of Graf Street and South 19`" Avenue, the 12-inch main will extend to the west along Graf Street to the subdivision. There will also be a 12-inch line 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 the intersection of Alder Creek Drive and South 11th Avenue. The existing 12-inch water main will be extended south and increased to a 16-inch main. The 16-inch main will run 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 19th 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 protection 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 offsite system has been modeled along with the onsite system to confirm water pressure and flow requirements are met. Modeling summaries for both the offsite distribution system and the onsite distribution system can be found in the appendix. Onsite Water System Projected Usage The projected 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. The same population density of 2.54 people per dwelling was used to be consistent with the sanitary sewer population density. A peak day factor of 2.5 and a peak hour factor of 3.0 were used in accordance with the City of Bozeman Design Standards and Specifications Policy. A needed fire flow of 1750 gallons per minute was also used in the analysis. No water usage for park areas and open spaces were accounted for as these areas will be irrigated with well water. Water usage estimates are summarized in Table 4. Detailed calculations for projected water usage can be found in the appendix. Meadow Creek Subdivision 6 EI#BOZ-05021.02 Water and Sewer Report February 2006 Table 4 Projccted Water Usage Peak 1)av a Usage with l Number of Projected Peak Hourly Fire Flow Dwellings_ Population Usage(gpm)_ R-3 Du llex_ 30 76 31.75 1776.46 R-3 F_ourplex __' 24 61 25.40 _ 1771.17 R-3 H.D. 124 315 131.23 1859.36 _ R-3 S.F.R. _ 148 376 156.63 1880.53 R-3 S.F.R./Granny ____ 149 378 157.69 1881.41 R-3 Triplex 60 152 _ 63.50 1802.92 R-4 H.D. 140 356 148.17 1873.47 Total _ 675 1715 714.38 _ 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 offsite connection at the intersection of Graf Street and South 19th Avenue to the intersection of Graf Street and South 271h Avenue and then continue south to the intersection of South 271h Avenue and Blackwood Road. From the intersection of South 271h Avenue and Blackwood Road the 12-inch main will tee and continue east to the intersection of South 23`d Avenue and Blackwood Road and west to the intersection of South 301h Avenue and Blackwood Road. At the intersection of South 23`d Avenue and Blackwood Road the 12-inch main will tee and continue north to the intersection of South 23`d Avenue and Bree Drive where it will reduce to an 8-inch main. Heading east from the tee at the intersection of South 23`d Avenue and Blackwood Road will be a 16-inch main that connects to the offsite 16-inch main at the intersection of South 19th Avenue and Blackwood Road. This looped 12-inch and 16-inch main will provide adequate capacity to supply water service to Meadow Creek Subdivision and will serve as a connection point for possible adjacent development to the south and the west. 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 a fire hydrant assembly or blow-off. None of the areas that require permanent dead end mains will exceed 500 feet in length. The layout for the proposed water system is shown in Figure 4. The water system that will provide service to Meadow Creek Subdivision has been modeled by Engineering, Inc. using Haestad Methods WaterCAD software. The water model and water modeling reports are contained in the appendix. The model was set up using flow test information provided by the City of Bozeman Public Works Department. Meadow Creek Subdivision 7 El#BOZ-05021.02 Water and Sewer Report February 2006 1 ! 1 I I i 3+.n0e1+rn Yi:n LRIA it I � I j t I \ I' C$ j 1 If I 1 -1Z z MEADOW CREEK SUBDIVISION ^ ■NSINEIRING,INC. • $MAIM 11 THE s 1/2 AND E 1/2 OF SEa11W1 23.T.2 L.It S L.PAPAL w CN1d1111 101146//1/1d Lod Srrnrns n ON-LATIN COUNTY.MONTANA S I M _1R { ON SIZE WATp!qJp�SYSTEM LAYOUT i �'J The model was calibrated to closely match the flow test data at the two offsite 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. The distribution system will be designed in accordance with all applicable design standards. Service Connections 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 Fourplex 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 4-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 diameter will be type"K"copper. Lines greater than 4 inches will be ductile iron pipe. Water services will meet all applicable design standards and flow requirements. Meadow Creek Subdivision g EI#BOZ-05021.02 Water and Sewer Report February 2006 References 1. City Engineering Division(July 2005). Design Standards and Specifications Policy. City of Bozeman,Montana:Author. 2. Allied Engineering Services, Inc. (2005).JCD Subdivision,Offsite Sanitary Sewer Design Report,April 2005,Allied Engineering Services,Inc.: Author. 3. MSE-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 HKM Engineering: Author. Meadow Creek Subdivision 9 EI#BOZ-05021.02 Water and Sewer Report February 2006 i • • t i i i i ON-SITE WASTEWATER FLOW ESTIMATE ---------- O O OO+M- � A 1�Y LS 0 LL s � nN r+ 0l Mao iA MN +Q ? n aOOap W v N f(DD M tm —LL U. z ��tt��pp popp NOD Of 11 � 0 On OI�Q NC, w cm z � ��pododocoo d ape - v Y� aotQjnineaDD � n pD tpD N3 T LU G Z rn M t a Y Q cc .-mO10� M0) C Q=ul � � c D n 0 h N N h p w �goc�,no�.D C� 0 ¢k 000cpooc U. ul G< $ m W W an F>J e anrim o„o,Vnnm a W w<o y 'y t% ww$ cm 3N[ h p���ppDD y ��J•'. NNN�-N T W wao N _ w 0. $ L) Z O NNNNhrNN p i ` 8 0 3 �j„nnnnnr�n N p z z w n O m 0 d r= ;Q InF a LL OCti.m nt i3 - H ") M M m SC t�Y a z� aaa z z Lo Ut tn v fi u`�i v�i W g} N N N N N N N °- a g uj c7 U3 uj O NV N a a0 W O O K: �Oiia M m nC, LU LU Ix w m �j NO Lpn a 0 > O LL LL 2 o 14� a U. =NtnF 2 U� d d LO SANITARY SEWER MAIN FLOWS AND PIPE CAPACITIES -- -------- Proloct MEADOW CREEK SU801VISION E 1 r 802-05'21 Data 1tl172005 SANITARY SEWER MAIN FLOWS AND PIPE CAPACITIES Hourly Projected Flow wl Peak Infiltration Available Number of Hourly From Total Peak GS Pipe 08 Pipe GB Pipe Availabla Dwellings Flow wl Upstream Hourly Pipe Hydraulic GS Pipe Capacity Capacity Capacity G8 Pipe FIowM9 Inflt8ration Mains Flow in Pipe Aros 314 Radius Slope 0 314 Full 314 Full Full Capacity Street _ From To Into MOM f m m Main mt$Us o Full f' 0 (R/R m_ m gIj lgpml Brea Dt Ahe V MH 116 MH 115 10 4 837 0 000 4.837 6 0 618 0.1976 0 0040 269 234 344 339 Sloe Or A MH 115 MH 114 a 38.10 4 637 0 707 B 02618 01079 1 0 6040 289 1^80 344 335 Wee Gr Alloy MH 114 MH 113 4 1.935 6 707 t0.642 8 0 2618 0.1978 00040 289 279 344 333 Bfee Dr Ahoy MH 113 MH 112 1 0 484 10 642 _11.120 8 026111 0 1978 0 C040 299 278 344 333 Bree Dr AHOY MH 112 MH I It 3 t 451 It 126 12577 6 026% 01978 00040 289 77 344 331 Brae Of Alloy )AM I I I MH 97 1 048A 12.577 13.061 a 02610 0 We 0004C 289 276 344 1131 Brae Or o MH Ito MH 109 1 0 ASA 0 030 0.484 8 02618 01978 0 ONO 289 289 344 243 South 2tat Ave 111H t09 MH 106 4 1.035 0.484 2419 8 02616 0wo 00040 289 207 344 342 Wh ttat Ave %IH 105 A41110'7 1 0.484 2410 2002 8 02610 01979 0.0040 289 266 344 341 _30ulh 21s1 Ave MH 707 MH 105 111 5 321 2 4 �,� 02618 0.1976 00040 _289 281 344 336, South 2?no Ave MH 87 MH 86 S 2 419 0 000 2 419 8 0261$1 01976 0.0040 89 87 344 1 342 South 1 od AveMH 65 MH 65 A 1935 2419 4 354 a 02618 0 197 0.ONO 289 285 344 3a0 Pitta4 Dhva MH 86 MH 105 4 1936 4.354 6 289 8 02615 01976 OAL40 289 83 341 no Ptntoa Orrva MN tO5 MH 1 5 2419 14 512 16931 0 0 2018 0.1878 00040 289 27 4 34a 327 PytIV Carve Mn t MH 93 t 0 484 16 031 17 415 6 02615 01975 0 tm40 209 2 344 327 N4:a1e ones MH 103 MH 104 t0 4837 0000 41137 8 0.2618 01978 00040 289 284 344 339 wolo Drava 401 104 MH 91 8 3 870 4837 8 707' 8 02818 01978 01,040 289 200 344 335 Make Dn" MH10t MN 102 70 4837 0000 _ 4837 8 02818 Q 1218 O.O^a0 289 204 344 339 W ore 0m'e MH 102 H 90 a 3 870 4 637 6 707 6 0 2018 01978 0.0040 209 _ 280 344 335 Saadon CMve MH 98 AM go 10 4 837 0 000 937 8 02619 01978 0 0040 289 284 344 _ 339 S:gAatt va'- MN 99 MN t18 6 3 870 4 837 8 707 8 0 2610 0 1978 0 0040 289 280 144 _335 Scone9 Onve Mti t00 MH 66 i8 7 740_ 000 7 740 6 0 2616 0}978 6 0646 269 261 344 336 SoUM 23rd Ave A MH d4 MH 83 12 5 SO5 0 Ono _ 5 805 B 0 2618 _0 t 676 0 0040_ 289 283 3" 3 2»um 23m/o.e A 1f.H 83 MH 82 10 4 837 5605 10812 I 0.2616 0 tW8 01m40 2 279 944�333 Sovih 231d Ave Alley41H$2 MH 81 $ ._ 3 870 t0.042 14512 6 0 2615 �0 IVA 00040 89 275 144 329 Sau1d 23,d Ayo,.Adb MH 81 NtH 80 4 _ 193 t4 511 16.M7 0 0«619 O I978 00040 289 273 344 328 Sovtn 23rd Ave.A1k MN a0 H 7 8 3 870 td s47 20 317 8 0 20+5 0.1978 0 OD40 289 200� 344_ 324 u1h 23�d Awe Ale MIR 79 1.14%6 6 2.902 LO 317 23 219�1 8 02618 0 1078�.�0 0�040 f_,_2899 266 344 321 Lost l.00 Cnva II.H 5656 btH 55 2 0 967 0065 0 98? _9 0 A�Sq 10 ^f 209 288 4 343 Las!Loopthtya MH 55 MH 54 3 1451 0907� 24t9 _8_ 0 00040 289 287 344 342 Loaf Loop(aweMH 54 MH 53 2 0967 2 419 3386 If 0 00040 269 206 344 341 Last Loos Ones WH53 MH 41 3 +451 3 308 4837 8 0. 0 0040 _299 284 344 339 Alder Creek 1Hve MH 41 MH 29 0 O'1100 4.837�� 4 837 6 02018 1 0 19711 00040 289 204 34. 330 _Fork wT1 Ava MH 62 MH 51 7 3 368 0 000_ 3 386 8 02878 0 1918 00040 289 286 344 341 Pathway Avo MH 51 tAH 50 } 1 461 3 306� 4 837 11 D 2d18 0 t976 0. 269 284 3 330 Parkw4 Ava MH SO MH 49 3 1 451 4637 , 6 289 0 0 2618 1 01978 100340 1 289 283 344 338 PaAwAv Ave MH 49 MH 48 5 3870 6 289� 10158 1 rr 026101 01978 0 W4�9 279 44 334 Parkway Avo MN MH 29 ... 4 1 9J5 10 158 1 003 + 8 0 2818 0 1978 00140 209 277 344 332 R4dwo Ava MH MN 25 0. }7 1t1931 _ i?B98 8 _0 18 01976 _00040 89 271 346 Pghw4 P..e� MH _ti H V 2 0.907 17 808 18. I if ale 0.1978 00040 280 70 344 325 P._nrhway Ave M 7 MH 29 ! 0.464M 886 _7!4„m 6 0 610 01978 ( 0C1340 200 _ 270 344 325 Pettkway Ave MH 26 _MH 25 _v 1 0 404 _ 19 350 19 833 5 0 618 01978 0.0040 259 269 344 324 Parkes Ave MH 25 SIt 4 24 1 0484 19833 20. 1 8 02 Bf 0 1976 0 W40 269 269 344 324 Parkway A0 MH 24 MH 21 0 O.00O _ 20 317 20.317 0 02610 01078 0.0040 269 259 344 324 South 201h Ave MH tAH 95 a t 935� 113001 14 M 0 1 02818 01978 0_MIW 769 274 344 1 329 South 20ih Ave MH 96 MH 95 2 0.967 14 998 15 963 6 02618 01978 0 CX40 269 73 344 320 Sor4h 2Qih Avo MH 95 MH 94 1 0.484 /5"3 16 447 8 _R26lk 01978 0.0040 289 273 344 I�329 1 Saran 20!n Ave MH 94 MH 93 0 __ 0 000 _ 16 447 16 447 a 0.2016 0 1975 0.0040 269 2 44 3 e Seulh 201n Ave 93 MH 92 0 0 000 33362 33 862 a 0?.61t1 0 1978 00"0 289 255 344 310 Spulh 201h Ave. MH 92 MH91 0 0000 3b.662 33062 6 0.161S 01978 00040 289 255 3" 310 Sash 201h Ava MH 91 _MH 90 0 0 000 42 569 42 589 8 0 2018 01970, 0 0040 269 247 344 301 SooO+20M Avo20M Avo MH 90 MH 69 0 0 000 S t 275 51276 a 0 2619 01970 0!a0 _189 236 344 _ 293 Sash 20m Avo MH 69 _MH 88 0 0 000 51.276 S+276 8 0.2610 0 1978 O W40 289 238 344 T 293 South 20th Ave M 68 M 78 0 0 000 67.723 67 123 a 0.2616 0 1978 0.0040 289 711_ 344 276 Bush._..��at St Af�. MH 72 MH 73 0 3 670 0 OW 3 d70 6 0 6111 t8 01978 0.W40 289 285 344 340 0ushnoh S1 ABev MH 73 MH 06 6 2 .1670 �6 772 a 0.2618 0 We 0.ONO 266 282 _344 337 Oushn0a t A. Bay MH 74 MH 75_ 13 8 289 000 6.289 5 0 2$18 0 1978 0.0040 289 283 344 338 Bushnee yt AN4yr _MH 75 MH 71 3 1 451 1 S 209 7 740 0 0.26:9 0.1478 O 0040 299 281 344 338 euelpte9 Stroel _ _MH 71 MH 82 0 0 000 7 740 7.740 8 0.2618 6 t878 3 pW0 69 281 344 336 Bushnoll Straot MH 65 MH 70 0 0000 6772 6772 a 0.2618 01978 00040 209 282 344 337 Ssuin 291h Pve MH 66 MH 65 0 0 000 6.771 6772 a 0.2610 01978 �0 W40 299 282 344 337 1 South 29tn Av. MM 64 MH 63 �6 1902 tow2 gg 6 9.26„ f$ 01978 1 00040 1 289 2" 3" 341 _Sarah 20m Ave _h1H 03 MH 58 5 2 419 2.902 S 321 6 02410 01978 1 00040 1 289 264 344 339 So th 70m Ava Ahe MH 70 MH 89 4 1 235 6 772 8 7707 1 8 02618 01978 1 00040 21M 280 344 335 South 30MAv2All .1.1H 69 MH 68 4 1936 8707 10842 8 102610 01978 t10040 289 274 1 344 1 333 $0u1h 30m hva Afe- M1408 1 MH 67 �4 1936 10642 12577 8 0.2018 0197a 0.004 288 277 1 344 1 331 Prowc1 ME=GREEK SUBDIVISION Ei s BOEZ.. 21 Uate 1111120G8 SANITARY SEWER MAIN FLOWS AND PIPE CAPACITIES Hourly Projected Flow w! Peak IMgtration Available Number ol Hourly From Total Peak GS Pipe GS Pipe GS Pipe Available Dwellings Flow ad' Upstream Hourly Pipe Hydraulic 03 Pipe Capacity Capacity 411 Capacity GS pipe Flowing Infliltratlon Mains Flow in Pipe Ana 314 Radius Stops Q 314 Full 3/4 Fun Full Capacity Street From To Into Main gpm Pm1 Main JQPmJ Site fat Full Hit R fVh m ( +hmj_ (per--IyPM) . S Ih 3Mh Ave,AVoL MH 67 MH 59 4 1,935 12 577 14 512 S _ 0 610 0 1976 _0 6pt0_ 289 275 344 329 r South 281h Ave MH R Mel 9 4 354 7 740 12.093 a 026181 0,1970 0 0040 289 277 344 332 Scum 2mn Ave MH 81_ MHO 6 3.870 t?.493 f 5 983 g 026181 @ 1078 0 C040 209 273 3s4 32tl Sddh 26ih Ave MH 60 MH 57 9 4.354 Is 4S3 20 317 0261tl 0197tl 00040 89 289L�Akllol r Croak diw MH a0 MH 39 i 1v g05 A 000 5 006 0 Bttl 0 1978 00440 269 283 344 338v Creak Driw MH 59 MH 68 0 000 14 912 l4 512 02818 0.1978 0,0040 239 2711 344 329 Creek Drive MH 58 MH 67 0 0.000 19.833 19.033 8 0.2018_(_ _0 19711 0.0040 289 209 344 3?4 Alder Creel Drive MH 97 MH 39 0 Good 40.15Q t0 150 g 0 281tl j-0-.1978 0. a0 2t1 249 344 304 Goideneye Drive MH 33 MH 32 24 11 10 0 000 11.610 a 02618 1 01978 0 0 269 276 344 332 OoldeneIS Drive MH 3 MH 31 1 f 11.610 16 931 8 02618 0197e 00040 89 272 344 327 P Golds 06vs I..31 MH 30 3 1.451 16.931 _�18392 a 0 MIS 0 1978 40 269 271 344 326 w�nsars 6r1w MH 30 MH 1?_ it! 7e 07 _ 16162 27.089 8_ a 1978 _00040 289 282 3a4 117 Stubble Lano MH tl; MH4 1 13 r''.00G ! .flea .001,3 8�1 J?8'e. _C-011!" 1 00040 .1" 0 W< <?S Una ASH 9 MH 4 38 10.931 118 983 13S Ow 0 0 2t118 0 1978 0.OD40 289 t63 344 208 Swtr 21 11n Avv -!aH 47 !AN+6 0 one I Sol 982 501 911 -.2 1 9:a1S _ C M-_ 1 5.2 d5. 35C 101♦ 1 h 271h A MH 46 MH 45 7 3 906 96 N 505.3e6 12 0 589 02967 0 832 127 757 1 247 Setrfh 271h Avg htr145 MH 43 30 _14 512 505 368 579 060 12 0 S89 02967 0�00�22 1 632 112 752 232 5¢wn 27tAveA Tait 43 b7N 42 27 13081 519860 522 9411 _ 12 0 09 0.2987 0,00-yT�, 99 752 219 9ou1In 27th A±ro MH 42 MH 39 9 4 354 532 941 $37 295 -2 0 589 0?987 0 W22 1 832 95 752 1 215 Sowh 271n Ave MH 39 ZIA 38 0 0.000 583250 $93 250 12i 0 58ij I 0.2987 00022 49 752 1 t89 South 271h Ave, +aH 38 MN?6 12 6806 _5512W 54 055 17 0.609 1 0.2967 0 00220022 632 43 752 1 1§3 South 27111 Ave MH M 1.41135 12 1 5.605 59a.lI80 t2 0.589 0.987 0 DfY22 832 37 752 157 South 17U Ave MN 35 MH 34 I 1451 594 080 SII3.311 t2 0.509 0,?907 00022 -632 36 752 15s 6aulh 271h Aft Mt!3i' im 17 0 1 0000 _ k9S 311 5 3JU 12 1 0.50i 0.?907 00022 832 38 75 !S6 Gra'.it!!v W4 Ur 2 0000 70ILS83 '_ip..5a3 t 504 0. CaO+b _892 ..152 @ta 1 _3 tJ Graf veal AtN 1?. MH t3 �0 0000 727873 727673 12 -1 125 __ 05tl9 02907 00040 852 1014 ?69 1 Gral Straei MH 13 MHO 0 I 0.p00 >27 073' 727 073 h G.5SR 0 2957 0 ONO 852` 125 1014 280 G+d stled! i 17 V H 16 0 40 1 `1 aft 53.MG _8 c.lei 8 0�97b :i 0041? 280 1 235 344 1 �J Graf Street I MH 16 1114 15 0 0.000 53 an 53 066 9�--L�0-.6 to @ VLJ 0 0040 289 235 344 290 Graf Street MH is 6,.H 14 �OY �0.000 53688 �53866 9 f 01 019"8 0004o I 289 344 1 290 Graf Street MH 14 MH 3 _u D 0.000 53 ON S3 860 6 0 8618 0 19 O^ 00040 289 235 344 290 IF y- „__M IIA. -MH 78 MH r 7- 1 Is W5 67 723 73 528 8 0 2618 0 1978 COW299 216 _344 270-1 Emenodse Blvd MH 77 MH 76 a 2.002 73 928 78 431 0 la 1 0 1976 00040 269 213 844 260 Enterprise Blvd MH 76 MH 23 0 0 000 99 630 99 650 a 0 2818 6 1076 COW 269 190 344244 Enterprise Blvd MH 23 j MH 22 a 6OX 99.BS0 99 650 6 0.2619. 0.1979 011 _2B4 190 3" 244 Enarprise Bhrd MH 22 MH 21 12 -„_S WS 99 t950 105.455 0 0 2018 1 0,1973 _0 ONO 289 194 `344 238 Ento se Blvd NIH 21 +4H 20 0 O W 125 772 125 772F112 .0�8 1 O0 1974 _0 0040 289 163 344 18 I'll, ss Bfw+�_ MH 20 MH 19 12 S 605 125 772 131 57702618 1 O 1970 00040 289 558 344 212 EnMraiee Bfvd__ MH 19 MH 8 t2 5,805 131.577 137 382 0 2618 0.t578 Cow 289 152_ 344 �207 Enbrpdae Blvd MH 6 MH 7 0 0 00E 918 920_ 918 920 0 6 0 7 0 0050 953 34 1134 215 i!e Blvd MN7 MH 36 18931 9t8 ry20 9358St0589 I 02957 2050 953 77 t134 S86Enerprise Blvd MH 6 l 4 70 35 65: 935051 980713 0 0 7 00070 1128 158 1341 372 Ili MH 44 MH3 0 0 Cp0_1105,627 t 105627 0 589 02967 00070 I1.8 22 1341 2384Ae91W MH3 MH20 0000 tf0552 17058270509 0 �7 09G 70 Y�1728 ? last 238 _Fmeronss Blvd MH 2_ MH!! 0 G 0W 1105 62 T_ 1106 827 12 0 589 0 2867 00070 t 128 22 1311 238 475 <Inflow from possible future developmeni entering ai these manholes Anticipated Bows wen calculated based on a population density of 12 8 personsfacre using the City of Bozeman Design Standards and Spec cations ktflows into each mare ols were as follows: 1. South 27th Ani into MH 47- 219 Dotal acres at 12 6 peoplelacre a 27524 people at 72 9pcpd s 198677 gpd a 137.970 gpm Peaking factor with 2759 4 people a 3 473 Peak Flow- 690004 god a 479.170 gpen Inn"raaon at 150 goeday/sere a 32M gpd Peak wi in0krstron_ 722654 gpd a 1o/i OPw 2 Graf Street imo MH 11- 40 tout acres at 12 8 peoplolacrs' 504 people at 72 gpcpa a 36266 gpd - 25 200 gpm Peaking factor wilh 504 people 3 072 Peak Flow a 144152 gpd a 100 106 gpm Infiltration at 150 gaeday/acre a 6000 gpd Peak w/Infiltration a 150152 gpd a 104.272 gpm 3 Graf Street into MH 17 20 lei acres at 12 0 peopie/scre a 252 people at 72 gpcpd a 16144 9Pd - 12 @00 gen Feeling facia with 252 people- 4.110 Peak Flow a 74567 gpd a 51 763 gam Infl6ratiion of ISO palldeyisero* 3000 gpd pail w ntuuatan a 7-4,e7 led - 5.1 Me,Yivn 4 eltubbla lam W..MH 10- 46 total acres at 12.8 peoplelacre a 579 5 people at 72 gpcpd a 41731 gpd • 28 940 gpm Peaking factor with 579 8 people o 3 940 Peak Flow a 164436 gpd s I is 102 Dom Infiltration at 150 ga9day/acre a 6900 gpd Peak w/Infiltration a 1713M gpd a I Is 00.1 gpm WATER USAGE ESTIMATE vrr�ivMivrnv y car- sC9Tciri <- nnln anon Q a E nn � ooaoODco Q 1 LL Y1 . �L r W L c[> CSMM 10) pn NCO COMA r Q � � E CMN CMu�iuUl) Vim' ._ QT r .- r Q D 11 O LL LL, �p C � pMp�� � rV �i Q4i, � TOMMNN n = LIJ NNrr r � r rn C ° CV If O cli ro Sg $ w' � Vi c» ai r n rn co Q _ a0 ^ u ro `W O, �Q O uj 0 Li < d d aNONi � � apN y ISJ !✓ V] D7 tt7 N N rn t!) r W Q T r n n n Mtn 0 rW W v < ro fl Q ccUJ U' o gc� c� 000� N N N N N N N m to CD CO N ^ CD r lA �j � MMCMT �+yr. a. LL N Z Y L-U � to �C1 s I a m N = O cn ,� � ° El c2Lu CV tV tV (V CV CV CV ° U- ti 0 C ro � Z cp O LL t� 'S 1=1 N O G U �4 O 2 Z C> N N z � n.a. a z Y c W x " ` 0- 0 N Lo N X off$ � oou � O 4 N O LL of F- S N th M co U :M N d ,. is a LU O C, WATER MODEL SUMMARY The proposed water system for Meadow Creek Subdivision was modeled using WaterCAD v7.0 software from Haestad Methods. The proposed system will connect to existing water mains at South 19`h Street and Kagy Boulevard and also at South 110' 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`h and Kagy resulted in a static pressure of 78 Xsi,a residual pressure of 65 psi, and a pitot pressure of 45 psi. The test at I 1 and Alder Creek resulted in a static pressure of 50 psi, a residual pressure of 48 psi,and a pitot pressure of 35 psi. These flows were used to model the connections to the existing water mains. • The existing conditions were modeled using a reservoir and pump at the 11`h and Alder Creek 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`h and Kagy connection were modeled by calibrating a pipe from the 11'h and Alder Creek connection to the 19"'and Kagy connection, The size and length of this pipe were set to control the conditions at the 19`f' 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 191h and Kagy at 79 psi and the residual pressure at 60 psi. • A fire flow of 1750 gpm was used in the model. • A water use demand of 11.3 gpm per node was used for the development demand (595 gpm/53 nodes). • Supporting WaterCAD output sheets are included in the report which show the City of Bozeman Standards have been met. WATER MODELING Modeling a Connection to an Existing Water Main Page 1 of 1 Modeling a Connection to an Existing Water Main If you are unable to model an existing system back to the source, but would still like to model a connection to this system, a reservoir and a pump with a three-point pump curve may be used instead. This is shown below: R-1 P-2 PMP-1 P-3 d-1 —tom------------- __ Figure A-5:Approximating a Connection to a Water Main with a Pump and a Reservoir The reservoir simulates the supply of water from the system. The Elevation 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 available flow from the existing water system. The points for the pump curve are generated using a mathematical formula (given below), and data from a fire flow test. The pipe should be smooth, short and wide. For example, a Roughness of 140, length of 1 foot, and diameter of 48 inches are appropriate numbers. Please note that it is ALWAYS best to model the entire system back to the source. This method is only an approximation, and may not represent the water system under all flow conditions. Or=Of*[(Hr/Hf)1.54] Where: Or = Flow available at the desired fire flow residual pressure Of = Flow during test Hr = Pressure drop to desired residual pressure(Static Pressure minus Chosen Design Pressure) Hf = Pressure drop during fire flow test(Static Pressure minus Residual Pressure) < > Haestad Methods,Inc. www.haestad.com Volce:+1-203-755-1666 WWW 1 I coM Fax:+1-203-597-148$ , '�:> *'ii• �? 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§§§ �t kkk � CL 2|"! j • §22 § . | � } 2 2t §§§ | � a ni �. | k 4 ~ , !$ ; �! ! ~ !! ||| 7 | � e §�! |■ © &§k Scenario: Base Fire Flow Analysis Junction Report Label Elevation Zone Type Base Flow Pattern Demand Calculated Pressure (ft) (gal/min) Calculated Hydraulic Grade (psl) (gallmin) (ft) 19TH&GRAF 4,982.0 Zone Demand 11.3 Fixed 11.3 5,105.2 53.285 GRAF&S.23RD 4,979.5 Zone Demand 11.3 Fixed 11.3 5,105.1 54.341 GRAF&ENT. 4,976.5 Zone Demand 11.3 Fixed 11.3 5,105.1 55.635 GRAF&GOLDENEYE 4,978.0 Zone Demand 11.3 Fixed 11.3 5,105.1 54.984 GRAF&S.27TH 4,979.0 Zone Demand 11.3 Fixed 11.3 5,105.1 54,551 S.27TH&GOLDENEYE 4,984.0 Zone Demand 11.3 Fixed 11.3 5,105.1 52,388 S.27TH&ALDER CR 5,001.0 Zone Demand 11.3 Fixed 11.3 5,105.1 45.032 S 27TH&BLACKWOOD 5,023.0 Zone Demand 11.3 Fixed 11.3 5.105.1 35,517 PARKWAY&BLACKWOOD 5,020.0 Zone Demand 11.3 Fixed 11.3 5,105.1 36.836 S 23RD&BLACKWOOD 5,020.0 Zone Demand 11.3 Fixed 11.3 5.105.2 36,880 ENTERPRISE END 4,959.0 Zone Demand 11.3 Fixed 11.3 5,105.1 63,204 STUBBLE&ENT. 4,962.0 Zone Demand 11.3 Fixed 11.3 5,105.1 61.906 STUBBLE&S.23RD 4,962.0 Zone Demand 11.3 Fixed 11.3 5,105.1 61,907 MID GOLDENEYE 4,984.0 Zone Demand 11.3 Fixed 11.3 5,105.1 52.388 S 28TH&ALDR 5,000.0 Zone Demand 11.3 Fixed 11.3 5,105.1 45.461 29E&ALDR 5,000.0 Zone Demand 11.3 Fixed 11.3 5,105.1 45.460 29W&ALDR 5,000.0 Zone Demand 11.3 Fixed 11.3 5,105.1 45.460 S 30TH&ALDER CR 4,999.0 Zone Demand 11.3 Fixed 11.3 5,105.1 45.892 S 30TH&BUSHNELL 5,013.0 Zone Demand 11.3 Fixed 11.3 5,105.1 39.835 BUSHNELL FAR WEST 5,013.0 Zone Demand 11.3 Fixed 11.3 5,105.1 39.835 BLACKWOOD FAR WEST 5,021.0 Zone Demand 11.3 Fixed 11.3 5,105.1 36.375 29W&BLKWD 5,023.0 Zone Demand 11.3 Fixed 11.3 5,105.1 35.510 29E&BLKWD 5,023.0 Zone Demand 11.3 Fixed 11.3 5,105.1 35,511 29W&BSHNL 5,015.0 Zone Demand 11.3 Fixed 11.3 5,105.1 38.970 29E&BSHNL 5,016.0 Zone Demand 11.3 Fixed 11.3 5,105.1 38.538 S 28TH&BUSHNELL 5,018.0 Zone Demand 11.3 Fixed 11.3 5,105.1 37.674 S 27TH&BUSHNELL 5.016.0 Zone Demand 11.3 Fixed 11.3 5,105.1 38.543 PARKWAY&ENT. 4,986.0 Zone Demand 11.3 Fixed 11.3 5,105.1 51.524 S 23RD&ENT. 4,992.0 Zone Demand 11.3 Fixed 11.3 5,105.1 48.928 S 22ND&ENTERP 4,991.0 Zone Demand 11.3 Fixed 11.3 5,105.1 49,360 S 20TH&ENTERP 4.991.0 Zone Demand 11.3 Fixed 11.3 5,105.1 49.359 S 20TH&SCARLETT 4,995.0 Zone Demand 11.3 Fixed 11.3 5,105.1 47.629 S 20TH&BLAKE 4,998.0 Zone Demand 11.3 Fixed 11.3 5,105.1 46.332 S 20TH&NICOLE 5,003.0 Zone Demand 11.3 Fixed 11.3 5,105.1 44.171 S 20TH&PINTAIL 5,04.0 Zone Demand 11.3 Fixed 11.3 5,105.1 43.741 S 20TH&BREE 5,014.0 Zone Demand 11.3 Fixed 11.3 5,105.1 39.417 S 21ST&BREE 5,015.0 Zone Demand 11.3 Fixed 11.3 5,105.1 38.990 S 22ND&BREE 5,017A Zone Demand 11.3 Fixed 11.3 5,105.2 38,139 S 23RD&BREE 5,016.0 Zone Demand 11.3 Fixed 11.3 6,105.2 38.592 S 23RD&PINTAIL 5,007.0 Zone Demand 11.3 Fixed 11.3 5,105.1 42,449 S 23RD&ALDR 5,000.0 Zone Demand 11.3 Fixed 11.3 5,105.1 45.470 LAST LOOP&ALDR 5,001.0 Zone Demand 11.3 Fixed 11.3 5,105.1 45.037 MID LAST LOOP 5,016.0 Zone Demand 11.3 Fixed 11.3 5,105.1 38.551 PARKWAY&LAST LOOP 5,016.0 Zone Demand 11.3 Fixed 11.3 5.105.1 38.554 PARKWAY&ALDER CR 5,001.0 Zone Demand 11.3 Fixed 11.3 5,105.1 45.036 S 22ND&SCARLETT 4,995.0 Zone Demand 11.3 Fixed 11.3 5.105.1 47.629 S 22ND&BLAKE 4,998.0 Zone Demand 11.3 Fixed 11.3 5,105.1 46.332 S 22ND&NICOLE 5,003.0 Zone Demand 11.3 Fixed 11.3 5,105.1 44.171 S 22ND&PINTAIL 5,007.0 Zone Demand 11.3 Fixed 11.3 5,105.1 42.447 S 21ST&PINTAIL 5,006.0 Zone Demand 11.3 Fixed 11.3 5,105A 42.879 EAST EASEMENT 90 5,015.0 Zone Demand 11.3 Fixed 11.3 5,105.8 39.267 S 19TH&BLACKWOOD 5,023.0 Zane Demand 11.3 Fixed 11.3 5,105.4 35.660 Title:MeadowCreekSub Project Engineer: Kurt Thomson p:1...\water sewertmcwater1750.wcd WaterCAD v7.0[07.00.049.001 01/17/06 01:45:50 FOiBentley Systems,Inc. Haestad Methods Solution Center Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 2 Scenario: Base Fire Flow Analysis Junction Report Label Elevation Zone Type Base Flow Pattern Demand Calculated Pressure (h) (galtmin) Calculated Hydraulic Grade (psi) (gal min) (ft) J-51 4,922.0 Zone Demand 11.3 Fixed 11.3 5.105.2 79.247 Title:MeadowCreekSub Project Engineer:Kurt Thomson pA...\water sewer\mcwater1750.wod WaterCAD v7.0[07.00.049.001 01/17/08 01:45:50 FOJBentley Systems,Inc. Haestad Methods Solution Center Watertown,CT 06795 USA +1-203-755-1666 Page 2 of 2 Scenario: Base Fire Flow Analysis Reservoir Report M4,992.0 Inflow Calculated (gaUmin lydraulic Grad (ft)-598.9 4,992.0 Title:MeadowCreekSub Project Engineer:Kurt Thomson p:\...\water sewerlmcwater1750.wod WaterCAD v7.0[07.00.049.001 02/16/06 07:56:18 A Mentley Systems, Inc. Haestad Methods Solution Center Watertown,CT 06795 USA +1-203-755-1666 Page 1 of i Scenario: Base Fire Flow Analysis Pump Report Label Elevation Control Intake ischarg ischarge Pump alculated (ft) Status Pump Pump (gallmin) Head Water Grade Grade (ft) Power (ft) (h) (kW) PMP-:: 4,992.0 On 4,992.0 5,105.8 598.9 113.8 `12.82 Title:MeadowCreekSub Engineer:Kurt Thomson Eng p:1...\water sewerlmcwater1750.wcd Project 02/16/06 07:55:46 AMentley Systems,Inc. Haestad Methods Solution Center Watertown,CT o6795 USA +1-203,755-666 v7 0[0 Page I of01' Contour Plot-Available Fire F Scenario: Base 111 5A •>..»1 Yt.s:r. �4.S w ` NMI ► r i 6A, r ..a Title:MeadowCreekSub p:\...\water_sewer\mcwater1750.wcd Project Engineer:Kurt Thomson WaterCAD 02/21/06 11:26:10 Akeentley Systems,Inc. Haestad Methods Solution Center Watertown,CT 06795 USA +•1-2031755-666 v7 0(07Page 19o�] Appendix B * City of Bozeman Water Service Calculation Worksheets Commercial (2012 IBC) City of Bozeman Water Service Calculation Worksheet Project Address: _____ _ Property Owner: ------------------------------ General Contractor: Permit Number: _______________ Proposed Water Meter Size: Standard Design Water Sup nly Fixture Units Annliances and Fixtures Fixture Units # of Fixtures Total Bathtub/Combination Tub/Shower 4.0 X 2 = K -------- -------- Soaker Tub 10.0 X � - O Shower (per head) 2.0 Clothes washer 4.0 X Dishwasher 1.5 Hose Bibb 2.5 X i = 7-1 s Additional Hose Bibb (each) 1,0 X Drinking Fountain 0.5 Service /Mop Basin 3.0 X 0 Lavatory Sink 1.0 X - -'-2 Kitchen Sink 1.5 X Laundry Sink 1.5 X Water closet (1.6 GPF) 2.5 X ; Water closet (1.6 GPF - Flushometer tank) 2.5 X -----_-_ Water closet (flushometer valve) Table Values L - -------- -------- Urinal (flushometer 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. Maximum Allowable Length in feet Meter & Supply & 60' 80' 100, 150' 200' Service Branches 34 3/„ 20 20 19 17 14 39 39 36 33 28 1„ 1" 39 f3 ) 39 36 30 1% 39 39 39 39 39 1 1 78 78 76 67 52 1 Yz" 1%" 78 78 78 78 66 l." 1%"/2" 85 8S 8S 85 85 1Yz" 1w, 151 151 151 151 128 2" lYz" 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 Commercial (2012 IBC) ��- City of Bozeman Water Service Calculation Worksheet i °ter Project Address: _____ Property Owner: ~__ General Contractor: -------------------------------------------------------- Permit Number: _______________ Proposed Water Meter Size: Standard Design Water Supply Fixture Units Appliances and Fixtures Fixture Units # of Fixtures Total Bathtub/Combination Tub/Shower 4.0 X _ Soaker Tub 10.0 X _ Shower (per head) 2.0 X e = Clothes washer 4.0 X -2 - `I Dishwasher 1.5 X _ Hose Bibb -------- 2.5 X Additional Hose Bibb (each) 1.0 X Drinking Fountain 0.5 X _ �j = U Service / Mop Basin 3.0 X _--_ _ �0 ----?--- Lavatory Sink 1.0 X Kitchen Sink 1.5 X I i Laundry Sink 1.5 X -------- - -------- Water closet (1.6 GPF) 2.5 X __- Water closet (1.6 GPF - Flushometer tank) 2.5 X _ ___ _ __1 __ Water closet (flushometer valve) Table Values - = c� Urinal (flushometer 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. Maximum Allowable t.Pngth in feet Meter& Supply & 60' 80' 100, ;5V 200' Service Branches %11 %" 20 20 19 17 14 3� 1" 39 39 36 33 28 1" 39 39 39 36 30 " 1%" 39 39 39 39 39 1" IY4" 78 78 76 67 52 1 1 Y4" 78 78 78 78 66 1" IY." 2" 85 85 85 85 85 l " 12 151 151 151 151 128 2" 1'/z" 151 151 151 151 1S0 1%10 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: Standard Design Water up�ly Fixhlre Units Appliances and Fixtures Fixture Units # of Fixtures Total Bathtub/Combination Tub/Shower 4.0 X �} Soaker Tub 10.0 -_ -__- X - b --- Shower (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 -_ U = Service /Mop Basin 3.4 X _- ©___ Lavatory Sink 1.0 X - Kitchen Sink 1.5 X _- - Laundry Sink 1.5 X Water closet (1.6 GPF) 2.5 X _- 0 Water closet (1.6 GPF - Flushometer tank) 2.5 X Water closet (flushometer valve) Table Values Urinal (flushometer 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. Maximum Allow ab e L ngth in feet Meter& Supply& 60' 80, �`100I, 150' 200' Service Branches %1120 20 19 17 14 1" 39 39 36 33 28 1 111 39 39 39 36 30 1 39 39 39 39 39 IY4" 78 78 76 67 52 1'h" 1 Y4" 78 78 78 78 66 1 1W/2 85 85 85 85 85 1 12" 151 151 151 151 128 2" 1�'2" 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 w r-, - o � 00 r- C v w m � 0 0 0 000 00 0 fn LD O� O m N u O O o U t bA � Gl 3 m Ln r, O • i l0 fV a) N LD e-I l0 tf) 00 1- L -C L N N N N CI. [t N m C S= C C C C $ ' vim- ' o O O O 00 O O w mQl � m N e--1 O O a) Ln m N O r-+ O O m � o 0 0 � w 0) o d 0 04 0 0 ' OO Ll) Lo N O Il O V m O O O O O c-I e I c-1 r-I d • C 0! 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