Loading...
HomeMy WebLinkAbout06 - Design Report - Meadow Creek Subdivision - Water & Wastewater Hl ENGINEERING INC . zoos Consulting Engineers and Land Surveyors ------------------------ WATER AND WASTEWATER DESIGN REPORT FOR SOYA �17 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 Osterman Drive, Suite F Bozeman, MT 59715 Phone 406.522.9876 Fax 406.922.2768 info.bozemon@enginc.com www.enginc.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: ENGINEERING, INC. Consulting Engineers and land Surveyors e, BILLINGS ■ BOZEMAN February 2006 BOZ_05021.02 TABLE OF CONTENTS PROJECT BACKGROUND Introduction 1 Service Area 1 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 8 REFERENCES 9 Meadow Creek Subdivision 1 EI#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 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 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 Zoning Description Number of Lots Number of Dwellings R-3 Duplex 15 30 R-3 Fourplex 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 w ' 1 fir "''HM1. ` = i aoo' t Sl'UCI<Y - Oro r- m SITE . Z �f _ *1 LO m m BLACK ROAD r . € MEADOW CMM SUDDI M CNGIMMINN,INC. NMTED N IM S 1/2 AND E 1/2 OF SEMM W,T.2 S,R 5 E.PAX Cooso111q Eodl000rs led load Sornolors CAWFIGURE� LOCATION a ••,�E..• .onu.EE 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 mains, services, and appurtenances will be designed and constructed to the standards contained in the Montana Public Works Standard Specifications (MPWSS), 5`h Edition,the City of Bozeman Modifications to the MPWSS, 5t Edition,the City of Bozeman Design Standards and Specifications Policy,July 20 2005 Edition,the City of Bozeman Wastewater Facility Plan (WWFP),August 1998,the City of Bozeman Water Facility Plan(WFP),November 1997, and the Montana Department of Environmental Quality (MDEQ) Design Circulars DEQ-1 and DEQ-2. The City of Bozeman 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 from future developments that will enter the subdivision. The projected flows 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, Offsite Sanitary Sewer Design Report", April 2005, Allied Engineering Services, Inc. The offsite system is designed to accept the anticipated flows from Meadow Creek as well as flows from future developments that will eventually outfall 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 Meadow 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 Lot Type Dwellings Population d m 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 425552 29.55 R-4 H.D. 140 356 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 Peak Hourly Flow Entrance Location Contributing Area with Infiltration with Infiltration (Acres) d ( m) South 27 Avenue 219 722,854 502 Graf Street(east) 20 77,567 54 Graf Street (west) 40 150,152 104 Stubble Lane 46 167,436 116 Meadow Creek Subdivision 4 EI#BOZ-05021.02 Water and Sewer Report February 2006 LVD 3? STUCKY ROAD 1000 xo 0 1000 - 1000' 46 ACRES SITE 0 r X 20 ACR S S.- 40 ACRES z m x, 0 BLACKWOOD ROAD D m 216 ACRES z c - - - m i H ®� OFFSITE CONTRIBUTING AREAS r MEADOW CF= SUONVOM INi1N■ERING,INC. 91UATE0 IN THE 9 1/2 AND E 1/2 OF ACTION 23.T.2 S.R 5 E.P.Y.M. ' OAILAM COUNTY.MONTANA A (omedllq Eglum ul Lnrl Sernlerl - � FIGURE 2 - GFFSITE SEWER - OGNTRIBUTING AREAS The 8-inch diameter pipe will be used on the all the interior streets except for South 27th 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%2-inch 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 19th Avenue. This 24-inch main will extend south to the intersection of Graf Street and South Meadow Creek Subdivision 5 EI#BOZ-05021.02 Water and Sewer Report February 2006 IFS • = EXISTING MAJOR GROUND CONTOUR (5' INTERVAL) V o z m = EXISTING MINOR GROUND CONTOUR (1' INTERVAL) _ N SW Rf JOTII AVENUE � v SUBDIVISION EXTERIOR BOUNDARY \ INTERIOR LOT LINE 44III 11 PARKLAND BOUNDARY z_ v 1 ' PROPOSED 12 e \ ss •= PROPOSED B" SANITARY SEWER MAIN ss 1 � S • I � � ( I ---� = " SANITARY SEWER MAIN �- PROPOSED 15" SANITARY SEWER MAIN ■ -T. m �~ _� A •u ss a FUTURE SANITARY SEWER MAIN ro = PROPOSED SANITARY SEWER MANHOLE 1 400 200 u 400 SCALE: 1 400 FUTURE INFLOW FROM SOUTH SOU iH>T711 A\EN(IF; ^l r PROPOSED 15'SANITARY SEWER OUTFALL4 - _ pm Zj ENTERPRISE BOULEVARD An � F EI tip- Z 7 IS �F7�1F]iPfiSE LLJ l/ 2 LLJ N O 0 r lTFT \\ ` U W Z FQ- F - --j P W N l _- f0 0 _ V� 12 �I I off-:•-- �o j ! `t1 J31, , CMK }, I I 12/1/05 pwm�ssu UTIu7Y-EXN PROJECT NO_ - - 191h Avenue. At the Graf Street and South 19th Avenue intersection, the 24-inch main will reduce to a 12-inch main. From the intersection of Graf Street and South 19th 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 1 lth 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 Projected Water [usage Peak Day Usage with Number of Projected Peak Hourly Fire Flow Lot Type Dwellin s Population Usage ( m) (gpm R-3 Duplex 30 76 31.75 1776.46 R-3 Fourplex 24 61 25.40 1771.17 R-3 H.D. 124 315 131.23 t 859.36 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 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 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 27th Avenue and Blackwood Road. From the intersection of South 27th 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 30th 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 EI#BOZ-05021.02 Water and Sewer Report February 2006 1 3 LEGEND Z = E (STING MAJOR GROUND CONTOUR (5' INTERVAL) m sauiH sDm A . __ ---_--- �J — vFr41 1' EXISTING MINOR GROUND CONTOUR (1' INTERVAL) = SUBDIVISION EXTERIOR BOUNDARY c = INTERIOR LOT LINE = PARKLAND BOUNDARY c 1 1 W = PROPOSED 6" WATER MAIN W Z .y= PROPOSED 12"WATER MAIN � = PROPOSED 16"WATER MAIN �r` 1 1 1 •c '� i f �.i' + = PROPOSED 24" WATER MAIN � c I ` k Ak = PROPOSED FIRE HYDRANT a� O + All / � 400 200 D 400 SCALE: 1 400 --- SOUTH 2 A NUE �i 5 _ ` ENTERPRISE BOULEVARD � �EN,ERPRISE BWtEVAREI V) - Q ca 'I1 r Ln Ld C7 \ ` O U � � m Z 3 NJ I � Z g � Q IW i Q CAD air: ,v 5 RCM- ,/,siDs 'PROPOSE=24'O*'i9TE WATER I1Aq Fly OG ROAD i0 GRAF T 5+. I� - UTILITY-EXH TI I - - _ Y-SOUTH IO,N AVENUE —— _ _ _- _—_� . - _ _ _ Safi 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 8 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 APPENDIX ON-SITE WASTEWATER FLOW ESTIMATE Z M O W NM W c O O oor (r (Oo� n J F O O O O O O O O LL < _ Z Z n N I` rn 00 )A(O V I� O O CO M o rn 7 N LL LL M Z � M NC Z (D — O NM M II n N V (O n In O O rn N O rn rn O Lo Nrl_ J C n n v Lo N rn O d N W O O V rn n 7 0� d y LL LL N Z � - N:, N M N O) 1• M N CV co'Ir cP ^ Q 3 N 0 0 .- O 7 (O a u1 O V O O a O O O O O } ,aO_j CL 0 f�M W co O u1 J O N N n (O(O M .0 O G. (0 (O N CDII W n0LL � M Q N V(Mo 0 !n 0) � YJ� ma) M M corn M E Nm W AN tb (7 r LU O a, M= 00 O) rn tT C ra.O LL P O W ? — _ $ 7 0D n� N N :�O _ O o 0 0 0 0 0 0 a) O LL CD 0 0 0 0 0 o c o- J UJ LL �> J� w < < n (° LU w 3 0 O O_ M c Q � E Ir owrn( rn CL w rnvim'2i 20 2 LO a LL W LU uN ) N LLI a c Q f- J n (O a) M M _- N OCL -0 E )• P L0 7 N O n '0) 7LL y nl J N N N N >1 N m `W W a p c 00 r w N O d �, a) m U 0 w N c O N N N N N N N O P M ^ O � � I� I� nl�nnn mo P`o � 00 vw c N LL p N a zNN 3g w� o � o(° - 0 a m U- c N P nnu�(n �� ().o c c O C M M M co J (6 N N O co M O LL 0) N (1) a z F a a a � O z z O - vvvvvvv Lu J (() t In In t() l0 IL y N N N N N N N W t1 � z O LL(j) O W O0 t- Uwe worn o u: O ulM roi (`,, wvv0v � azo Y w W � w x x U x No 0 n m c a ClO(iu. �49 N 2 O7 LL =()V)F- 2 W NQ (I (M M M (M t� O m.- KX = Ira: (if F- u it W 1O wo a` SANITARY SEWER MAIN FLOWS AND PIPE CAPACITIES M MEADOWCREEK SUBDIVISION BOZ-0502111/112005 SANITARY SEWER MAIN FLOWS AND PIPE CAPACITIES Hourly Projected Flow wl Peak Infiltration Available Numberol Hourly From Total Peak GS Pipe GS Pipe GS Pipe Available Dwellings Flow wl Upstream Hourly Pipe Hydraulic GS Pipe Capacity Capacity @ Capacity GS Pipe Flowing Infiiltration Mains Flow in Pipe Area 3/4 Radius Slope 314 Full 314 Full Full Capacity Street From To Into Main m m Main m Size in Full ft° ftl ft/ft m m m m Brea N.Alley MH 116 MH 115 10 1 4,837 0.000 1 4-837 8 1 0.2618 1 0.1978 0.0040 289 284 344 339 Brea Dr.Allay MH 115 MH 114 8 3,870 4.837 8.707 a 0,2618 1 0 1078 0.0040 289 280 344 335 Brea Du Alley MH 114 MH 113 4 1,935 8.707 10,642 a 026181 0.1978 0.0040 289 279 1 344 333 Brea Or.Alley MH 113 MH 112 1 0.484 10-642 11.126 8 o,2618 1 0.1978 0.0040 289 278 344 333 Bree Dr.Alley MH 112 MH 111 3 1.451 11.126 12.577 8 026181 0.1978 0,OD40 289 277 344 331 Brea Dr,Ahey MH 111 MH 97 1 0,484 12.577 13,061 8 0.2618 1 0,1978 0.0040 289 276 344 331 Brea Drive MH 110 MH 109 1 0.484 0.030 0.484 8 02618 0.1978 0.0040 289 289 344 343 South 21s1 Ave MH 109 MH 108 4 1.935 0.484 2.419 8 02618 0.1978 0 OD40 289 287 344 342 South 21st Ave- MH 108 1 MH 107 1 0.484 2.419 2,902 6 0.2618 0,1978 0.0040 289 286 344 341 South 21$1 Ave. MH 107 1 MH 105 11 5.321 2.902 8224 8 0.2618 0,1978 0.0040 289 281 344 336 South 22nd Ave. MH 87 1 MH 86 5 2.419 0.000 2.419 8 02610 0 1978 0.0040 289 287 344 342 South 22nd Ave- MH 88 1 MH 85 4 1.935 2.419 4.354 8 02618 0,1978 0.0040 289 285 344 340 Pintail Drove MH 85 1 MH 105 4 1.935 4.354 6 289 8 0.261800A978 78 0.0040 269 283 344 338 Pintail Drve MH 105 MH 106 5 2.419 14.512 16.931 B 0.261878 0.0040 289 272 344 327 Pinlad Drove MH 106 MH 93 1 0.484 16.931 17.415 B 0261878 0.0040 289 272 344 327 Nicole Dnve MH 103 MH 104 10 4.837 0.000 4.837 B 0,261878 0.0040 2B9 284 344 339 Nicole Dino MH 104 MH 91 8 3.870 4.837 8,707 B 6.261878 0.0040 289 280 344 335 Blake Drive MH 101 MH 102 10 4.837 0.000 4.837 8 0.261878 0.0040 289 284 344 339 Blake Drive MH 102 MH 90 a 3.870 4,837 8.707 B 0261878 0.0D40 269 280 344 335 Scariell Onve MH 98 MH 99 10 4.837 0.000 4.837 8 0.261878 0.0040 289 284 344 339 Scarkll Drive MH 99 MH 88 8 3.870 4.637 8.707 8 0.261878 0.0040 289 280 344 335 Scartett Drive MH 100 MH BB 16 7.740 0.000 Z740 8 0,261878 0.0040 289 2B1344 336 South 23rd Ave.Alle MH 84 MH 83 12 5.B05 Motto 5805 8 0.261878 0.0040 289 283 344 338 South 23rd Ave.A0 MH 83 MH 82 10 4.837 &W5 10.642 B 0.281878 0.0040 289 279 344 333 South 23rd Ave Alle MH 82 MH 81 8 3.870 10.642 14,512 8 0.281878 0.0040 289 275 344 329 South 23rd Ave.Allay MH 81 1 MH 80 4 1.935 14,512 16,447 1 B 0.2618 1 0.1978 0.0040 289 273 344 328 South 23rd Ave.Alley MH 80 1 MH 79 B 3.870 16,447 20.317 B 02818 1 0.1978 0.0040 289 269 344 324 South 23rd Ave.Allay MH 79 1 MH 76 6 2.902. 20.317 23.219 6 0.2618 0.1978 0.0040 289 266 344 321 Last LOOP Drive MH 58 1 MH 55 2 0.967 0.000 0.967 6 02618 0,1978 00040 289 28B 344 343 Lost Loop Drive MH 55 1 MH 54 3 1,451 0.967 2 419 8 0261E 0,1978 0.0040 289 287 344 342 Last Loop Drive MH 54 1 MH 53 2 0.967 2-419 3.306 8 0.2618 0.1978 00040 289 286 344 341 Las(Loop Drive MH 53 1 MH 41 3 1.451 3.386 4-837 a 0.2618 0.1978 00040 289 284 344 339 Alder Creek Drive MH 41 1 MH 29 0 0.000 4.837 4.837 6 0.2618 0.1978 0.0040 289 284 344 339 Parkway Ave. MH 52 MH 5/ 7 3 386 0.000 3.386 B 0.2618 0.1978 0.0040 289 2136 344 341 Pwkway,Ave. MH 51 MH 50 3 1,451 3.386 4.837 8 0.2618 0.1978 0.0040 1 289 264 344 339 Parkway Ave. MH 50 1 MH 49 3 1,451 4.837 6.289 8 0.2618 0.1978 0.0040 1 289 283 344 338 Park Ave. MH 49 MH 48 a 3.870 6.269 10,158 8 0.2618 0.1978 0.0040 289 279 344 334 Parkes Ave. MH 48 MH 29 4 1.935 10.158 12.093 8 0.2618 0.1978 0.0040 289 277 344 332 Parkes Ave, MH 29 MH 28 2 0,967 16.931 17,898 8 0.2618 0 1978 0.0040 289 271 344 326 Parkes Ave. MH 28 MH 27 2 0.967 17.898 18.666 8 0.2618 0.1978 0.0040 269 270 344 325 Porkwa Ave MH 27 MH 26 1 0.484 18.866 19.350 8 0.261B 0-1978 0-0040 269 270 344 325 Parkes Ave. MH 26 MH 25 1 0.484 19.350 19.833 8 0.2618 0.1978 0.0040 289 269 344 324 Pa Ave. MH 25 MH 24 1 0.484 19.833 20.317 8 0.261E 0.1978 0.0040 289 269 344 324 ParkwayAve. MH 24 MH 21 0 0.000 20.317 20.317 8 0.2618 0,1978 0.0040 269 269 344 324 South 20th Ave- MH 97 MH 96 4 1. 13.061 14,996 8 0.261E 0,1978 0.0040 289 274 344 329 South 20th Ave- MH 96 1 MH 95 2 1 O.W 14.996 15.963 6 1 0.2518 0.1978 0.0040 289 273 344 328 South 20th Ave MH 95 1 MH 94 1 1 0.484 15.963 16.447 6 1 0.261 B 0.1978 0.0040 289 273 344 328 South 201h Ave. MH 94 1 MH 93 0 0.000 16 447 16A47 8 1 0,2618 0.1976 0.0040 289 273 344 32B South 201h Ave MH 93 1 MH 92 0 0.000 33.862 33.862 8 1 0.2618 0.1978 O.W40 1 289 255 344 310 South 20th Ave- MH 92 MH 91 0 0.000 33.662 33.862 a 0.2618 0.1978 0,0040 1 289 255 344 310 South 201h Ave MH 91 MH 90 0 0.000 42,569 42.669 B 02618 0.1978 0,0040 289 247 344 301 South 20th Ave MH 90 MH 89 0 0.000 51.278 51.276 8 0.2618 0.1978 0.0040 289 238 344 293 South 20th Ave- MH 89 MH BB 0 0.000 51.276 51.276 8 0.2618 0.1978 0.0040 289 236 344 293 South 20th Ave- MH 88 MH 78 0 04000 67.723 67.723 8 0.2618 0,1978 0.0040 289 221 344 276 Bushnell St.Alley MH 72 MH 73 a 3.870 0.000 3.870 a 0.2618 0.1978 0,0040 289 285 344 340 Bushnell St.Alley MH 73 MH 66 a 2.902 3.870 6.772 8 0.2618 0.1978 0.0040 289 282 344 337 Bushnell St.Alley MH 74 MH 75 13 6.289 0.000 6.289 a 0,2618 0.1978 0.0040 269 283 344 338 Bushnell St,AJlev MH 75 MH 71 3 1.451 6.289 7.740 8 0.2616 0.1978 0.0040 259 281 344 336 Bushnell Strad MH 71 MH 62 0 0,000 7.740 1 7.740 8 0,2618 0.1978 0.0040 289 281 344 336 Bushnell Street MH 65 MH 70 0 0,000 6.772 6.772 8 0.26/6 0,1978 0.0040 289 282 344 337 South 291h Ave MH 66 MH 65 O 0,000 6.772 6.772 6 0,2618 0.1978 0.0040 289 282 344 337 South 291h Ave. MH 64 MH 63 6 2.902 0.000 2.902 8 0,2618 0.1978 00 269 286 344 341 South 291h Ave. MH 83 MH 56 5 2.419 2.902 5.321 B 0.2618 0-1978 0 0040 2B9 2&1 341 339 South 301h Ave.AlleyMH 70 MH 69 4 1.935 6-T72 8.707 8 0.2618 0.1978 0.0040 289 280 344 335 Soulh 30th Ave.Alley MH 69 MH 68 4 1.935 8,707 %542 8 0,2618 0.1978 0.0040 289 279 344 333 South 30th Ave Alley MH 68 MH 67 4 1 1.935 10.642 12.577 8 0.2616 0.1978 0.0040 289 1 277 344 331 lirtlja8t MEADOW CREEK SUBDIVISION BO7 -05021 Deb 1111/2005 SANITARY SEWER MAIN FLOWS AND PIPE CAPACITIES Hourly Projected Flow w/ Peak Infiltration Available Number of Hourly From Total Peak GS Pipe GS Pipe GS Pipe Available Dwellings Flow wl Upstream Hourly Pipe Hydraulic GS Pipe Capacity Capacity® Capacity GS Pipe Flowing Infliltration Mains Flow In Pipe Area 314 Radius Slope @D 3/4 Full 314 Full Full Capacity Street From To Into Main m m Main m Size in Full !t ft f ift m m m m South 301h Ave.Alley MH 67 1 MH 59 4 1,935 12.577 14.512 8 0.2618 0.1970 0.0040 289 275 344 329 South 281h Ave. MH 62 MH 61 9 4,354 7.740 12.093 8 02618 0.1978 0.0040 289 277 344 332 South 281h Ave. MH 61 MH 60 8 3.870 12.093 15.963 8 0.2618 0,1978 0.0040 289 273 344 328 South 261h Ave, MH 60 MH 57 0 4,354 15,963 20.317 8 02618 0.1976 0.0040 289 269 344 324 Alder Creek Drive MH 40 MH 39 12 5.805 0.ODD 5.805 8 0,2616 0.1978 0.0040 289 283 344 338 Alder Creek Drive MH 59 MH 58 0 0,000 14.512 14.512 8 0.2618 0.1978 0.0040 289 275 344 329 Alder Creek Drive MH s6 MH 57 0 0.000 19.833 19.833 8 0.2618 0,1978 0.0040 289 269 344 324 Alder Creek Drive MH 57 MH 39 0 0.000 40.150 40-150 8 02618 0.1978 0.0040 289 249 344 304 Golden a Drive MH 33 MH 32 24 11.610 0,000 11.610 8 0.2618 0.1978 0.0040 289 278 344 332 Golden a Drive MH 32 MH 31 11 5,321 11.610 16.931 8 0.2618 0.1978 0.0040 289 272 344 327 Golden a Drive MH 31 MH 30 3 1.451 16.931 18.382 8 02618 0.1978 0.0040 289 271 344 326 Golden a Drive MH 30 MH 12 18 8,707 16.382 27.089 8 02618 0.1976 0.0040 289 262 344 317 Stubble lane MH 10 MHO 0 O,ODO 11e.963 11&083 8 0-2618 01978 00040 289 170 344 225 Stubble Lane MH 9 MH 4 35 16.931 118,983 135.914 8 02618 0,1978 0.0040 289 153 344 208 Scum 27th Ave_ MH 47 MH 45 0 O.ODO 501.982 501.982 12 1 0.589 02957 00040 852 35D 1014 512 South 271h Ave. MH 46 MH 45 7 3.386 501.982 505.368 12 0.589 02967 0-0022 532 127 752 247 South 271h Ave. MH 45 MH 43 30 14 512 505.358 519,880 12 0,589 (12967 0-0022 632 112 752 232 Soulh 27th Ave- MH 43 MH 42 27 13,061 619.880 532.941 12 0.589 0,2967 0.0022 632 99 752 219 South 27th Ave. MH 42 MH 39 9 4.354 532.941 537.295 /2 0,589 0.2967 0.0022 632 95 752 215 South 27th Ave. MH 39 MH 38 0 0.000 583.250 583.250 /2 0.589 02967 0.0022 632 49 752 109 South 27th Ave, MH 38 MH 36 12 5,805 583.250 589.055 12 0.589 02967 0.0022 632 43 752 163 South 271h Ave. MH 36 MH 35 12 5.805 589.055 594.860 12 0,589 02967 00022 632 37 752 157 South 271h Ave. MH 35 MH 34 3 1.451 594-860 596.311 12 0.599 0.2967 0.0022 632 36 752 156 South 271h Ave_ MH 34 MH 11 0 0.000 596 311 596 311 12 0.589 02967 0.0022 632 36 752 156 Graf Street MH 11 h1H 12 0 0.000 700.583 700.583 12 0.589 0:2067 1 0.0040 852 152 1014 313 Graf Street MH 12 MH 13 0 0.000 727.673 727673 12 0.589 0,2967 00040 852 125 1014 286 Graf Street MH 13 MH 8 0 0.000 727,673 72T673 12 0.589 0,2967 0.0040 852 125 1014 286 Graf Street MH 17 MH 16 0 0.000 53 866 53.866 8 0,2618 0.1978 0.0040 289 235 344 290 Graf Street MH 16 MH 15 0 OA00 53.866 53.866 is", 0.2618 0,1978 0.0040 289 235 344 290 Graf Street MH 15 MH 14 0 0.000 53.866 53.86602618 0.1978 0-0040 289 235 344 290 Graf Street MH 14 MH 8 0 0.000 53.866 53-8660.2618 0.1978 00040 289 235 344 290 Ente rise Blvd. MH 76 MH 77 12 5605 67,723 73 5280,2618 0.1970 0.0040 289 216 344 270 Enterprise Blvd. MH 77 MH 76 6 2.902 73.528 76-4310.2618 O.1978 0.0040 289 213 344 268 Enterprise Blvd. MH 76 MH 23 0 0-000 99.650 99.6500,2618 0.1975 O.0040 289 190 344 244 Enle rise Blvd. MH 23 MH 22 0 0,000 99-650 99.6500.2618 0.1978 0.0040 289 190 344 244 Enterprise Blvd. MH 22 MH 21 12 5.805 99 650 105.45502618 0.1978 0,0040 289 184 344 238 Enterprise Blvd. MH 21 MH 20 0 0.000 125 772 125.77202618 0.1978 0.0040 289 163 344 218 Enternrise Blvd_ MH 20 MH 19 12 5.805 125772 131.577 8 0.2618 0.1978 0.0040 289 158 344 212 Enterprise Blvd. MH 19 MH 8 12 5.805 131_577 13Z382 8 0,2618 0.1978 0,0040 289 152 344 207 Enterprise Blvd. MH 8 MH 7 0 0.000 918,920 918.920 12 0 589 02967 OAOSO 953 34 1134 215 Enterprise Blvd. MH 7 MH 6 35 18-931 010.920 935-851 12 0.589 0.2967 0,0050 953 17 1134 198 Enterprise Blvd. MI-16 MH 4 70 33.862 935.851 969.713 12 0,589 0,2967 0,0070 1128 158 1341 372 Enterprise Blvd. MH 4 MH 3 0 0.000 1105.627 1105.627 12 0.589 0.2967 0.0070 1128 22 1341 236 Enterprise Blvd. MH 3 MH 2 0 0.000 1105,627 1105-627 12 0-589 1 0.2967 1 0.0070 1128 22 1341 236 Enterprise Blvd. MH 2 MH 1 0 0.000 1105+627 1105+627 12 0.589 0,2967 0.0070 1128 22 1341 236 675 =Inflow from possible future development entering at these manholes, Anticipated flows were calculated based on a population density of 12.6 persons/acre using the City or Bozeman Design Standards and Specifications. Inflows into each manhole were as follows: 1. South 27th Ave.into MH 47- 219 total acres at 12,6 people/acre= 2759.4 people at 72 gpcpd= 198677 gpd = 137.970 qpm Peaking factor with 2759.4 people= 3 473 Peak Flow= 690004 gpd = 479+170 gpm Infiltration at 150 gal/day/acre= 32850 gpd Peak wl Infdtration= 722854 gpd = 501.082 qpm 2 Graf Street into MH 11- 40 total acres at 12.6 people/acre= 504 people at 72 gpcpd= 36288 gpd = 25 200 gpm Peaking factor with 504 people= 3.972 Peak Flow= 144152 gpd = 100 106 gpm Infiltration at 150 gal/day/acre= 6000 gpd Peak wl Infiltration= 150152 gpd = 104,272 gpm 3, Graf Street into MH 17- 20 total acres at 12,6 people/acre= 252 people al 72 gpcpd a 18144 gpd = 12.600 gpm Peaking factor with 252 people= 4.110 Peak Flow= 74587 gpd - 51 783 gpm Infiltration at 150 gal/day/acre= 3000 gpd Peak.w/Infiltration- 77567 gpd a 53,866 gl)m 4. Stubble Lane into MH 10- 46 total acres at 12.6 people/acre= 579-6 people at 72 gpcpd= 41731 gpd = 28.980 gpm Peaking factor with 579.6 people= 3.940 Peak Flow= 164436 gpd = 114.192 qpm Infiltration at 150 gal/day/acre= 6900 gpd Peak w/Inflllration= 171336 gpd = 118-983 gprn WATER USAGE ESTIMATE cO ti 0 M T N I� T CM Ln V: CA V CpTam) OTNM O Qr` r` Owww00 D LL T T T T T T T Y W Q LLL LOOMM0) Or- W I� V N CO cJ LO T Q � U c MNM 1OLOCMOV O IL Co T T LU OL cj = � II O U } f0 Q _ W COMT T 00 E , M0 'Tm � M O YQ c W OT c) Ln _ Q w O N N O M M LO N oll LUZ) T T T T LO O(/) Lo C N � II pWCD Y 000 0 000CN0Qav � AN00 " CO >, QnA MMti P- 0) � ti 00 aCOUJ �LU CU (D to a O_ W �CCpp' O W O N N IT N O 0 0 C U < C. 0) � (00 IT o U V+ W 0 Co C? Ln N N LO LO O T C, C O W Q D TT (O r� r� Mr� M 0 d N � W W 0 Co CD Q m a a Q O O N N N N N O CA m O C LU z Lu a O o0 o M o Q OT � c Da�oONO � E co O M M M T M d N 0 LL M O a O a mo o C Ln r^ M (n V T z z 'D O U O �LLJ LO L� LO LLo LLo LLn LLo Cc0 N 0 O CL W CV NNNNCVN LL M O -O LL LU 0)— 0 Z ry O C C`Cr RI 3 a) o p M 0` LL ZO LJ O C�7 6 2 U) U w =, C) V 0) o o ,.^ N w � ii 7 m rJ M N r (O (p OC N C N 02 U �C co cY > Qzo CLCLELz CO N q o Y W W W C1 X U QON 0 O D LL Lt_ 0 LO6 L 2 Cn to H 2 w wm � co C? � MM � O G1 = CO O W � a WATER MODELING 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 19th Street and Kagy Boulevard and also at South l 1th 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 19th and Kagy resulted in a static pressure of 78 psi, a residual pressure of 65 psi, and a pitot pressure of 45 psi. The test at 11 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 1 lth 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 19th and Kagy connection were modeled by calibrating a pipe from the 1 l th and Alder Creek connection to the 19th and Kagy connection. The size and length of this pipe were set to control the conditions at the 19`h 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 19th 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. 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: — — P- J-1 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. Qr= Qf"[(Hr/Hf)^.541 Where: Qr = Flow available at the desired fire flow residual pressure Qf = 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 Voice:+1-203-755-1666 WWIAI c,Co�M Fax:+1-203-597-1488 w support .haestad.com mk:(a)MSITStore:C:\Program%20Files\Haestad\WTRC\WaterCAD.chm::/HelpWaterCAD... 2/16/2006 Scenario: Base J•51 0 m d ENTERPRISE END d N p-14 STUBBLE d S.23RD STUBBLE d E n d d o D GRAF 6 GOLDENEYE p-3 GRAF 8 S.23RD p_83 GRAF 8 S.27TH GRA 6 ENT. 19TH 6 GRAF w aFP d S.27TH B GOLDENEV MID GOLDENEYE PARKWAY d ENT p ro0 P• 6 2^ND 6 ENTERP S 20TH 6 ENTERP 623RD ENT_ P42 9 7 n a P-74 4' y S 22N S S 20TH 6 SCARLETT a Iv z P-73 S 20TH 6 BLAXE S22NDI SLAKE S 30TH d ALDER OR 29W 6 p�D 29E 6ALOR P•18♦ S.27TH d AL ER CR psg LAST LOOP 6 hLDR N '21 P.0 IP S TH d AL P. ppRKWA d ALOER CR 53� 5 23 6 ALDR 6 22ND 6 NICOLE � 'p-, "20 TH6 NICOLE 0 L a P-70 P166 Py89 D� S 20TH 6 PINTAIL a S 23RD d P WTAIL S 22N 6 PINTAIL 21ST d PINTAIL a d a n v n a 9 S 30TH 6 BJ SHNELIp p_3 S 2 TH d BUSHNE L Tp:yJ p 3 S 27TH 6 BUSHNELL R-3 BUSHNELL FAR W - 20W 6 S H 29E 6 6HNL S 23RD BREE p-55 S 2tJ0 P•50 P A9 S 21ST d BREE 'Ci1 9R P.aB^� 6 • n ,i q PARKWAYS LAST LOO—�MtD tf'ST LOOP 2 20TH BREE 9 u�lpMp_2 a i d d k a, w a � P•2 G 20E d BLK P-9 P-70 S23RDA BLACKWOOD P•I I Q9 BLACKWOOD FAR WE6 29W d BLKWD P-27 S 27TH 6 BLACKWOOD PARK AY 6 H CK - - P.7<_ S 19TH-tBLACKWOOD Ep:iT EASEMENT 90 Title:MeadowCreekSub Project Engineer:Kurt Thomson p:\...\water sewer\mcwater1750.wcd WaterCAD v7.0[07.00.049.00] 01/17/06 01:41:28 PM 0 Bentley Systems, Inc. Haestad Methods Solution Center Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 1 Scenario: Base Fire Flow Analysis Fire Flow Report Label Zone Fire Flow Fire Flow Satisfies Needed Available Total Total Residual Calculated Minimum Zone Calculated Minimum Minimum System Calculated Minimum Iterations Balanced? Fire Flow Fire Flow Fire Flow Flow Pressure Residual Pressure Minimum Zone Pressure Minimum System Constraints? (gal/min) Flow Needed Available (psi) Pressure (psi) Zone Junction (psi) System Junction (gal/min) (gal/min) (gal/min) (psi) Pressure Pressure (Psi) (PSI) 19TH&GRAF Zone 5 true true 1,761.3 2,091.5 1,761.3 2.091.5 20.000 33.630 20.000 20.000 29W&BLKWD -1.000 -0.000 PMP-2 GRAF&S.23RD Zone 5 true true 1,761.3 2,046.1 1,761.3 2,046.1 20.000 36.475 20.000 20.000 29W&BLKWD -1.000 -0.000 PMP-2 GRAF&ENT. Zone 5 true true 1,761.3 2,034.1 1,761.3 2,034.1 20.000 38.292 20.000 20.000 29W&BLKWD -1.000 -0.000 PMP-2 GRAF&GOLDENEYE Zone 5 true true 1,761.3 2,015.0 1,761.3 2,015.0 20.000 37.699 20.000 20.0001 29W&BLKWD -1.000 -0.000 PMP-2 GRAF&S.27TH Zone 5 true true 1,761.3 2,006.7 1,761.3 2,006.7 20.000 37.174 20.000 20.000 29W&BLKWD -1.000 -0.000 PMP-2 S.27TH&GOLDENEYE Zone 5 true true 1,761.3 1,998.5 1,761.3 1,998.5 20.000 35.336 20.000 20.000 29W&BLKWD -1.000 -0.000 PMP-2 S.27TH&ALDER CR Zone 6 true true 1,761.3 1,961.8 1,761.3 1,961.8 20.000 29.058 20.000 20.000 29W&BLKWD -1.000 -0.000 PMP-2 S 27TH&BLACKWOOD Zone 3 true true 1,761.3 1,931.4 1,761.3 1,931.4 20.000 20.003 20.000 20.034 29E &BLKWD -1.000 -0.000 PMP-2 PARKWAY&BLACKWOOD Zone 6 true true 1,761.3 2,010.2 1,761.3 2,010.2 20.000 21.198 20.000 20.001 S 27TH&BLACKWO -1.000 -0.000 PMP-2 S 23RD&BLACKWOOD Zone 6 true true 1,761.3 2,103.3 1,761.3 2,103.3 20.000 21.297 20.000 20.001 29W&BLKWD -1.000 -0.000 PMP-2 ENTERPRISE END Zone 5 true true 1,761.3 2,037.0 1,761.3 2,037.0 20.000 26.510 20.000 20.003 29W&BLKWD -1.000 -0.000 PMP-2 STUBBLE&ENT. Zone 5 true true 1,761.3 2,037.2 1,761.3 2,037.2 20.000 35.359 20.000 20.000 29W&BLKWD -1.000 -0.000 PMP-2 STUBBLE&S.23RD Zone 5 true true 1,761.3 2,038.1 1,761.3 2,038.1 20.000 35.321 20.000 20.000 29W&BLKWD -1,000 -0.000 PMP-2 MID GOLDENEYE Zone 5 true true 1,761.3 2,006.7 1,761.3 2,006.7 20.000 32.154 20.000 20.000 29W&BLKWD -1.000 -0.000 PMP-2 S 28TH&ALDR Zone 7 true true 1,761.3 1,917.0 1,761.3 1,917.0 20.000 28.210 20.000 20.000 29W&BLKWD -1.000 -0.000 PMP-2 29E&ALDR Zone 7 true true 1,761.3 1,896.0 1,761.3 1,896.0 20.000 28.052 20.000 20.000 29W&BLKWD -1,000 -0.000 PMP-2 29W&ALDR Zone 7 true true 1,761.3 1,889.1 1,761.3 1,889.1 20.000 27.690 20.000 20.000 29W&BLKWD -1.000 -0.000 PMP-2 S 30TH&ALDER CR Zone 7 true true 1,761.3 1,880.5 1,761.3 1,880.5 20.000 25.475 20.000 20.000 29W&BLKWD -1.000 -0.000 PMP-2 S 30TH&BUSHNELL Zone 5 true true 1,761.3 1,865.1 1,761.3 1,865.1 20.000 22.032 20.000 20.002 29W&BLKWD -1.000 -0.000 PMP-2 BUSHNELL FAR WEST Zone 5 true true 1,761.3 1,860.2 1,761.3 1,860.2 20.000 21.427 20.000 20.001 29W&BLKWD -1.000 -0.000 PMP-2 BLACKWOOD FAR WEST Zone 3 true true 1,761.3 1,830.3 1,761.3 1,830.3 20.000 20.000 20.000 20.293 29W&BLKWD -1.000 -0.000 PMP-2 29W&BLKWD Zone 3 true true 1,761.3 1,845.9 1,761.3 1,845.9 20.000 20.001 20.000 20.194 29E&BLKWD -1.000 -0.000 PMP-2 29E&BLKWD Zone 3 true true 1,761.3 1,857.4 1,761.3 1,857.4 20.000 20.001 20.000 20.017 29W&BLKWD -1.000 -0.000 PMP-2 29W&BSHNL Zone 6 true true 1,761.3 1,872.1 1,761.3 1,872.1 20.000 22.660 20.000 20.003 29W&BLKWD -1.000 -0.000 PMP-2 29E&BSHNL Zone 6 true true 1,701.3 1,880.6 1,761.3 1,880.6 20.000 22.318 20.000 20.002 29W&BLKWD -1.000 -0,000 PMP-2 S 28TH&BUSHNELL Zone 5 true true 1,761.3 1,910.6 1,761.3 1,910.6 20.000 20.672 20.000 20.000 29W&BLKWD -1.000 -0.000 PMP-2 S 27TH&BUSHNELL Zone 6 true true 1,761.3 1,941.5 1,761.3 1,941.5 20.000 22.680 20.000 20.003 29W&BLKWD -1.000 -0,000 PMP-2 PARKWAY&ENT. Zone 5 true true 1,761.3 2,034.9 1,761.3 2,034.9 20.000 33,354 20.000 20.000 29W&BLKWD -1.000 -0.000 PMP-2 S 23RD&ENT. Zone 5 true true 1,761.3 2,050.9 1,761.3 2,050.9 20.000 30.421 20.000 20,000 29W&BLKWD -1.000 -0.000 PMP-2 S 22ND&ENTERP Zone 6 true true 1,761.3 2,065.7 1,761.3 2,065.7 20.000 29.278 20.000 20.000 29W&BLKWD -1.000 -0.000 PMP-2 S 20TH&ENTERP Zone 7 true true 1,761.3 2,069.0 1,761.3 2,069.0 20.000 26.368 20.000 20.000 29W&BLKWD -1.000 -0.000 PMP-2 S 20TH&SCARLETT Zone 7 true true 1,761.3 2,070.3 1,761.3 2,070.3 20.000 26.445 20.000 20.000 29W&BLKWD -1.000 -0.000 PMP-2 S 20TH&BLAKE Zone 7 true true 1,761.3 2,072.7 1,761.3 2,072.7 20.000 25.883 20.000 20.000 29W&BLKWD -1,000 -0.000 PMP-2 S 20TH&NICOLE Zone 6 true true 1,761.3 2,075.7 1,761.3 2,075.7 20.000 24.199 20.000 20.005 29W&BLKWD -1.000 -0.000 PMP-2 S 20TH&PINTAIL Zone 8 true true 1,761.3 2,079.5 1,761.3 2,079.5 20.000 23.586 20.000 20.000 29W&BLKWD -1.000 -0.000 PMP-2 S 20TH&BREE Zone 3 true true 1,761.3 1,839.5 1,761.3 1,839.5 20.000 20.001 20.000 22.689 29W&BLKWD -1.000 -0.000 PMP-2 S 21ST&BREE Zone 3 true true 1,761.3 2,018.2 1,761.3 2,018.2 20.000 20.006 20.000 20.758 29W&BLKWD -1.000 -0.000 PMP-2 S 22ND&BREE Zone 6 true true 1,761.3 2,089.1 1,761.3 2,089.1 20.000 20.273 20.000 20.000 29W&BLKWD -1,000 -0.000 PMP-2 S 23RD&BREE Zone 6 true true 1,761.3 2,096.0 1,761.3 2,096.0 20.000 22.170 20.000 20.002 29W&BLKWD -1.000 -0.000 PMP-2 S 23RD&PINTAIL Zone 7 true true 1,761.3 2,075.3 1,761.3 2,075.3 20.000 24.230 20,000 20.000 29W&BLKWD -1.000 -0.000 PMP-2 S 23RD&ALDR Zone 6 true true 1,761.3 2,057.6 1,761.3 2,057.6 20.000 27.084 20,000 20.000 29W&BLKWD -1.000 -0.000 PMP-2 LAST LOOP&ALDR Zone 7 true true 1,761.3 2,038.9 1,761.3 2,038.9 20.000 26.574 20.000 20.000 29W&BLKWD -1.000 -0.000 PMP-2 MID LAST LOOP Zone 3 true true 1,761.3 1,864.5 1,761.3 1,864.5 20.000 20.001 20.000 21.877 29W&BLKWD -1.000 -0.000 PMP-2 PARKWAY&LAST LOOP Zone 6 true true 1,761.3 2,022.6 1,761.3 2,022.6 20.000 20.476 20.000 20.000 29W&BLKWD -1.000 -0.000 PMP-2 PARKWAY&ALDER CR Zone 6 true true 1,761.3 2,023.5 1,761.3 2,023.5 20.000 27.580 20.000 20.000 29W&BLKWD -1.000 -0.000 PMP-2 S 22ND&SCARLETT Zone 7 true true 1,761.3 2,069.3 1,761.3 2,069.3 20.000 27.111 20.000 20.000 29W&BLKWD -1.000 -0.000 PMP-2 S 22ND&BLAKE Zone 7 true true 1,761.3 2,072.5 1,761.3 2,072.5 20.000 26.071 20.000 20.000 29W&BLKWD -1.D00 -0.000 PMP-2 S 22ND&NICOLE Zone 7 true true 1,761.3 2,075.6 1,761.3 2,075.6 20.000 24.517 20.000 20.000 29W&BLKWD -1.000 -0.000 PMP-2 S 22ND&PINTAIL Zone 7 true true 1,761.3 2,079.3 1,761.3 2,079.3 20.000 24.173 20.000 20.000 29W& BLKWD -1.000 -0.000 PMP-2 S 21ST&PINTAIL Zone 6 true true 1,761.3 2,080.8 1,761.3 2,080.8 20.000 23.138 20.000 20.003 29W&BLKWD -1.000 -0.000 PMP-2 Title:MeadowCreekSub p:\...\water sewer\mcwater1750.wcd Project Engineer:Kurt Thomson WaterCAD v7.0[07.00.049.00] 01/17/06 01:38:13 PM ©Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 Scenario: Base Fire Flow Analysis Fire Flow Report Label Zone Fire Flow Fire Flow Satisfies Needed Available Total Total Residual Calculated Minimum Zone Calculated Minimum Minimum System Calculated Minimum Iterations Balanced? Fire Flow Fire Flow Fire Flow Flow Pressure Residual Pressure Minimum Zone Pressure Minimum System Constraints? (gal/min) Flow Needed Available (psi) Pressure (psi) Zone Junction (psi) System Junction (gal/min) (gal/min) (gal/min) (psi) Pressure Pressure (psi) (psi) EAST EASEMENT 90 Zone 2 true true 1,761.3 2,500.0 1,761.3 2,500.0 20.000 23.839 20.000 20.083 29W&BLKWD -1.000 -0.000 PMP-2 D S 19TH&BLACKWOOD Zone 22 true true 1,761.3 2,216.5 1,761.3 2,216.5 20.000 20.014 20.000 20.005 29W&BLKWD -1.000 -0.000 PMP-2 J-51 Zone 5 true true 1,761.31 2,095.7 1,761.31 2,095.7 20,000 1 59.447 20.000 20.000 29W&BLKWD -1.000 -0.000 PMP-2 Title:MeadowCreekSub Project Engineer. Kurt Thomson p:\...\water sewer\mcwater1750.wcd WaterCAD v7.0[07.00.049.00] 01/17/06 01:38:13 PM 0 Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1-203-755-1666 Page 2 of 2 Scenario: Base Fire Flow Analysis Junction Report Label Elevation Zone Type Base Flow Pattern Demand Calculated Pressure (ft) (gal/min) Calculated Hydraulic Grade (psi) (gal/min) (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 5,004.0 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 5,017.0 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 5,105.2 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 5,105.1 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 Zone Demand 11.3 Fixed 11.3 5,105.41 35.660 Title: MeadowCreekSub Project Engineer: Kurt Thomson p:\...\water sewer\mcwater1750.wcd WaterCAD v7.0[07.00.049.00] 01/17/06 01:45:50 RNBentley 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 (ft) (gal/min) 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 p:\...\water sewer\mcwater1750.wcd WaterCAD v7.0[07.00.049.00] 01/17/06 01:45:50 RIVIBentley 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 Label Elevation Zone Inflow Calculated (ft) (gal/min)lydraulic Grad (ft) R-3 4,992.0 Zone -598.9 4,992.0 Title:MeadowCreekSub Project Engineer:Kurt Thomson p:\...\water sewer\mcwater1750.wcd / WaterCAD v7.0[07.00.049.00] 02/16/06 07:56:18 ASUBentley Systems, Inc. Haestad Methods Solution Center Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 1 Scenario: Base Fire Flow Analysis Pump Report Label Elevation Control Intake Discharge Discharge Pump Calculated (ft) Status Pump Pump (gal/min) Head Water Grade Grade (ft) Power (ft) (ft) (kW) PMP- 4,992.0 On 4,992.0 5,105.8 598.9 113.8 12.82 Title: MeadowCreekSub Project Engineer:Kurt Thomson p:\...\water sewer\mcwater1750.wcd WaterCAD v7.0[07.00.049.00] 02/16/06 07:55:46 ABentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 1 Contour Plot-Available Fire F' Scenario: Base vrt o0 ..,. . me s ow•.mr uw■ -rt aano r•. Y •o oa mo •r•mauv.ar am• r h rr f+ •�,d 9Afr a P mHarannor •� a r <wna a F .=so.r,00,r PA p ra r = 3 . n.a• Ns:4:_ mno •n • ana P e_. u d61E11vMPESf sa• a - �l Pa vw.wxorrP.wn mvaw.0 r r •mrr• - 1` �_ - _ •arnaavonvao f/bl1/iYlfJ11.0 Title:MeadowCreekSub Project Engineer:Kurt Thomson p:\...\water_sewer\mcwater1750.wcd WaterCAD v7.0[07.00.049.00] 02/21/06 11:26:10 AWentley Systems,Inc. Haestad Methods Solution Center Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 1