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HomeMy WebLinkAbout7f_Water&Sewer_12661.pdf WATER P\AD SEWER REPORT DESIGN REPORT WATER & SEWER MANAGEMENT WESTBROOK SUBDIVISION Prepared for: Four Corners Construction, LLC. 125 Central Avenue, Bozeman, MT 59718 Prepared by: C&H Engineering and Surveying, Inc. 1091 Stoneridge Drive, Bozeman, MT 59718 (406) 587-1 l 15 Project Number: 12661 NOVEMBER 2013 INTRODUCTION The Westbrook Subdivision is a proposed 63 lot subdivision located East of Laurel Parkway and South of Annie Street The 33.57-acre development is situated in the south half of Section 4, Township 2 South, Range 5 East of P.M.M., Gallatin County, Montana. This project will require connection to existing City of Bozeman water and sanitary sewer system. WATER SYSTEM LAYOUT Current water mains in the area utilized for the Westbrook Subdivision include a 8-inch ductile iron pipe(DIP) located in Laurel Parkway on the west side of the subdivision and a 8-inch ductile iron pipe(DIP) located in Annie Street at the north side of the subdivision.The subdivision is split into two sections, east and west for the purpose of analyzing the water and sewer systems. The dividing line between the east and west sections is Baxter Creek. At the west section of the Westbrook Subdivision, a 8-inch DIP is purposed to be connected to the existing 8-inch DIP in Laurel Parkway and routed east under Immanuel Way, Glenwood Drive, and Glenkirk Drive with a north/south line connecting the three lines. At the east section of the Westbrook subdivision, a 8-inch DIP is purposed to connect to the existing 8-inch DIP in Annie Street and run south under Lot 1, Block 5 and then east to connect to the existing main in Glenwood Drive A WaterCAD analysis is enclosed at the end of the report analyzing all mains installed with this project. The connection to the existing system is modeled as a pump with characteristics matching data measured by the City of Bozeman Water Department. WATER DISTRIBUTION SYSTEM SIZING West Section Input Data Average Daily Residential Usage = 170 gallons per capita per day Average Population Density = 2.11 persons/dwelling unit Minimum hire Hydrant Flow = 1,500 gpm Residual Pressure Required = 20 psi for Fire Flow Design Report- Page 2 of Average Day Demand (Peaking Factor= 1) Maximum Day Demand (Peaking Factor=2.3) Maximum Hour Demand (Peaking Factor=3.0) Water Demands (62 dwelling units) Average Day Demand =62 d.u. x 2.11 persons/d.u. x 170 gpcpd=22,239.40 gpd= 15.44 gpm Maximum Day Demand = 15.44 gpm x 2.3 =35.51 gpm Peak Hour Demand = 15.44 gpm x 3.0 =46.32 gpm Available Pressure: 8-inch main in Longbow/Annie. (Hydrant#1078) Static=98 psi Pitot= 65 psi Residual = 80 psi Cast Section Input Data Average Daily Residential Usage = 170 gallons per capita per day Average Population Density = 2.11 persons/dwelling unit Minimum Fire Hydrant Flow = 1,500 gpm Residual Pressure Required = 20 psi for Fire Flow Average Day Demand (Peaking Factor= 1) Maximum Day Demand (Peaking Factor=2.3) Maximum Hour Demand (Peaking Factor= 3.0) Water Demands (56 dwelling units) Average Day Demand = 56 d.u. x 2.l l persons/d.u.x I70 gpcpd=20,087.2 gpd= 13.95 gpm Maximum Day Demand = 13.95 gpm x 2.3 = 32.10 gpm Peak Hour Demand = 13.95 gpm x 3.0 =41.85 gpm Available Pressure: 8-inch main in Longbow/Annie. (Hydrant#1078) Static= 98 psi Pitot=65 psi Design Report-Page 3 of 9 Residual = 80 psi HYDRAULIC ANALYSIS A water distribution model was created using WaterCAD Version 6.5 for demand forecasting and describing domestic and fire protection requirements. In order to model the system, each junction node of the water distribution system was assessed a demand based on its service area. The table shown below quantifies the demands placed at the junction nodes and calculates the demands for Average Day,Maximum Day and Peak Hour within the subdivision. The peaking factor for each case is 1, 2.3 and 3.0 respectively. West Section AVG. MAX. JUNCTION # OF DAY DAY PEAK NODE LOTS GPM GPM HOUR GPM J4 2 0.50 1.15 1.50 J5 14 3.49 8.03 10.47 J9 5 1.25 2.88 3.75 ill 10 2.49 5.73 7.47 J15 9 2.24 5.15 6.72 J22 12 2.99 6.88 8.97 J25 10 2.49 5.73 7.47 Total 62 15.44 36.61 46.32 East Section AVG. MAX. JUNCTION # OF DAY DAY PEAK NODE LOTS GPM GPM HOUR GPM J8 28 7.00 16.10 21.00 J12 28 7.00 16.10 21.00 Total 56 3.74 32.20 42.00 Static, residual and pitot pressures were obtained from fire hydrant #1078 located at the intersection of Longbow and Annie Street. Measurements obtained by the City of Bozeman Water Department indicate a static pressure of 98 psi, a pilot pressure of 65 psi, and a residual Design Report- Page 4 of 9 pressure of 80 psi at this hydrant (data at end of report). This flow/pressure information was used to develop relationships between static head and flow at the tie in point. This relationship was used in the model by simulation of a pump at the connection point. The pump is connected to a reservoir which acts as a source of water. The elevation of the reservoir is fixed at the elevation of the pump, which is also equivalent to the elevation of the tie in point. The reservoir does not create any head on the system; the head is generated entirely by the pumps. The input data and the pump curves are included at the end of the report. DISTRIBUTION MAIN The 8-inch DIP water mains do provide capacity with regards to the Peak Hour Demands. The flows and pressures within the system for the Peak Hour Demands were generated with the WaterCAD program and can be found at the end of the report. The capacity of the system to meet fire flow requirements was tested by running a steady state fire flow analysis for all junctions at fire hydrant locations.The model shows that all hydrant junctions satisfy fire flow constraints (residual pressure > 20 psi, flow rate > 1500 gpm), while providing service to lots at peak hour. The results of the analysis at peak hourly flow are given at the end of the report. SEWER SYSTEM In the west section of the Westbrook subdivision,the sewer lines will be installed in the streets and will flow north to a connection with an existing 8-inch main at the intersection of Annie Street and Laurel Parkway. At the east section the subdivision the sewer main lines will run north though the purposed Boulder Creek Subdivision and connect into an existing 8-inch main in Oak Street. Design Report-Page 5 of 9 Design Requirements The flow rates used herein are according to the City of Bozeman Design Standards and Specifications Policy (DSSP) dated March, 2004. The peaking factor for the design area is determined by figuring the equivalent population and inserting the population into the Harmon Formula. An 8-inch main is used because that is the minimum diameter allowed within the City of Bozeman. Using the city average of 2.11 persons per household the equivalent is calculated. West Connection: Equivalent Population =(2.11 persons/dwelling unit)(62 units) = 131 persons Harmon Formula: Peaking Factor= (18 + Pos)/(4 +Po.$) where: P = Population in thousands Peaking Factor= (18 + 0.1310-')/(4 +0.13 1") Peaking Factor=4.21 Assumed infiltration rate= 150 gallons/acre/day= 150 (26.51 acres)=3976.50 gal/day The peak flow rate is calculated by multiplying the City's design generation rate of 89 gallons per capita per day by the population,multiplying by the peaking factor,and adding the infiltration rate: Peak Flow Rate= 89 gpcpd (131 persons) (4.21)+ 3976.50 gpd = 53,060.89 gpd 36.85 gpm (0.0821 cfs) The capacity of an 8-inch main is checked using Manning's Equation: Qr„u = (1.486/0.013)AR2j3S"2 For the 8-inch main: Manning's n = 0.013 for PVC Pipe Minimum Slope =0.004 Wit Design Repa•t-Page 6 of 9 A= area= (3.14/4)d 2= (3.14/4)(8/12)2=0.34907 R, P=perimeter=2(3.14)r=2(3.14)(4/12)=2.0944 ft R=hydraulic radius=A/P=0.34907/2.0944=0.16667 ft R2r3 =0.30105 ft S =0.004 ft/ft Sin=0.0632 ft/ft Qrun = (1.486/0.013)(0.34907)(0.30105)(0.0632) =0.7592 cfs Based on these calculations the percent of full capacity is calculated for the service area. Connection: Q/Qruu=0.0821/0.7592 =0.1081 or 10.80% East Connection: Equivalent Population =(2.11 persons/dwelling unit)(56 units)= 118 persons Harmon Formula: Pealing Factor=(18 + P0.5)/(4 +p0.5) where: P =Population in thousands Peaking Factor=(18 + 0.1180-5)/(4 +0.1180-') Peaking Factor=4.22 Assumed infiltration rate= 150 gallons/acre/day = 150 (8.835 acres)= 1325.25 gal/day The peak flow rate is calculated by multiplying the City's design generation rate of 89 gallons per capita per day by the population,multiplying by the peaking factor,and adding the infiltration rate: Peak Flow Rate = 89 gpcpd (118 persons) (4.22) + 1325.25 gpd = 45,644 gpd = 31.70gpm(0.0684 cfs) The capacity of an 8-inch main is checked using Manning's Equation: Qmu = (1.486/0.013)AR2/3S'/2 Design Report-Page 7 of 9 For the 8-inch main: Manning's n = 0.013 for PVC Pipe Minimum Slope =0.004 ft/ft A =area= (3.14/4)d 2=(3.14/4)(8/12)2= 0.34907 ft' P=perimeter=2(3.14)r=2(3.14)(4/12) = 2.0944 ft R=hydraulic radius = A/P = 0.34907/2.0944 =0.16667 ft R"3 =0.30105 ft S= 0.004 ft/ft SIII = 0.0632 ft/ft Qe,11= (1.486/0.013)(0.34907)(0.30105)(0.0632) =0.7592 cfs Based on these calculations the percent of full capacity is calculated for the service area. Connection: Q/Qeun=0.0684/0.7592 =0.0900 or 9.00% Based on these calculations, an 8-inch sewer line is more than adequate to carry the design flows for the subdivision. Design Report-Page 8 of 9 I;,l y P ENDIX A WATERCAD MODEL, & COB HYDRANT/SEWER DATA Design Report-Page 9 of 9 Scenario: Peak Hour TH 11 z v� Z P6 M 1s it Z J-12 JN lid 7 Z ifl p.11 t M As ll9 J12 Y11 nN 1N NI TO 7 F J.0 J2\ ,19 �Jls nt1 g o• 4y paq p,2s 121 9 h 311 R.1 n2J pup-1 p.21 p•2s Title:West Section Westbrook Project Engineer:MJB g:\...\revised southwest section.wcd C&H Engineering&Surveying,Inc. WelerCAD v6.5[6.5120) 11/18/13 03:11:47 PM m Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 1 of 1 Detailed Report for Pump: PMP-'I Scenario Summary Scenario Peak flour Active Topology Alternative Base-Active Topology Physical Alternative Base-Physical Demand Alternative Base-Demand Initial Settings Alternative Base-Initial Settings Operational Alternative Base-Operational Age Alternative Base-Age Alternative Constituent Alternative Base-Constituent Trace Alternative Base-Trace Alternative Fire Flow Alternative Base-Fire Flow Capital Cost Alternative Base-Capital Cost Energy Cost Alternative Base-Energy Cost User Data Alternative Base-User Data Global Adjustments Summary Demand <None> Roughness <None> Geometric Summary X 7,791.98 ft Upstream Pipe P-27 Y 9,081.41 ft Downstream Pipe P-26 Elevation 4,742,00 ft Pump Definition Summary Pump Definition southwest westbrook Initial Status Initial Pump Status On Initial Relative Speed Facto I.00 Calculated Results Summary Time Control Intake Discharg(DischargePurnp RelativeCalculated (hr) Status Pump Pump (gpm) Head Speed Water Grade Grade (ft) Power (ft) (ft) (Hp) 0.00 On 742.00 3,968.15 0.02 126.15 1.00 0.00 Pump Head Curve 250.0 PMP-1 (Relative Speed Factor = 1.00) )L___� 200.0 .0 150.0- = 100.0 - 50.0 - 0.0 1 0.0 500.0 1000.0 1500.0 2000.0 2500.0 3000.0 3500.0 Discharge (gpm) Title:West Section Westbrook Project Engineer:MJ13 g:1...Vevised southwest section.wcd C&H Engineering&Surveying,Inc. 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O otf o U 00 r N Cl) Qf C6 210.4) (aC m Eo C U O Y N u,CL0 0 L cQl G O O O Q7 U) x m Et'^ r � :3 z cam O o n c: m o•. (>U) C O V 0 3 O y C c N 0 .2 v, N (n �N a� N N 2 _ N 111 C 3 M O � IN�u O U') Cl) -O M V N O J a � J � 1- rn.- Scenario: Peak Hour J-6 N (1. J-t P-1 J-5 P-3 J-7 P-4 J-0 P-5 J-9 • ri P-7 J-10 R o a LJ J 12 P-9 J-13 s 1 -o 3.15 PMP-1 R-1 P-14 P-15 Title:East Section Westbrook Project Engineer:MJB g:\...\revised southeast section.wcd C&H Engineering&Surveying,Inc. WaterCAD v6.516,5120] 11/18/13 02,18:12 PM ®Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 1 of 1 Detailed Report for Purnp: PMP-1 Scenario Summary Scenario Peak Hour Active Topology Alternative Base-Active Topology Physical Alternative Base-Physical Demand Alternative Base-Demand Initial Settings Alternative Base-Initial Settings Operational Alternative Base-Operational Age Alternative Base-Age Alternative Constituent Alternative Base-Constituent Trace Alternative Base-Trace Alternative Fire Flow Alternative Base-Fire Flow Capital Cost Alternative Base-Capital Cost Energy Cost Alternative Base-Energy Cost User Data Alternative Base-User Data Global Adjustments Summary Demand <None> Roughness <None> Geometric Summary X 11,241.94 ft Upstream Pipe P-15 Y 8,957.41 ft Downstream Pipe P-14 Elevation 4,738.00 ft Pump Definition Summary Pump Definition southeast weslbrook Initial Status Initial Pump Status On Initial Relative Speed Facto 1.00 Calculated Results Summary Time Control Intake Discharg0ischargePump RelativeCalculated (hr) Status Pump Pump (gpm) Head Speed Water Grade Grade (ft) Power (ft) (ft) (Hp) 0.00 On 738.00 4,964.15 0.02 !26.15 1.00 0.00 Pump Head Curve PMP-1 (Relative Speed Factor = 1.00) 250.0- 200.0 150.0 ro$ = 100.0 50.0 - 0.0 - - i -r 0.0 500.0 1000.0 1500.0 2000.0 2500.0 3000.0 3500.0 Discharge (gpm) Title: East Section Westbrook Project Engineer. 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O U N N N N N N N N N N N N N N N L tl) > N N N N rn N N _N N N N M N N N �- N U> N O O O O O O O O O O O O O O u7 N O 0 0 0 0 0 0 0 0 0 0 0 O o N Q E M M M M M M M M M LD 0 O 0U-) _ N N V t- r r r — r — r r r r r w Q c c c C c c c C c O O O O O O O O O •(U N N tll N N N N N N N 0 u u o u U U U U U D D D > > > > > > > > > > (� 0 0 0 0 0 0 0 0 M a m m a a 0 o d d o 0 0 0 0 0 0 0 0 0 3 u) co w m 00 co o o co w co 00 m co co c Q) v v v v v o 0 E C O U N N z N a O O O O O O O O O O O O O O r N O O O O O O O O O O O Q O O c0 O O7•-. M (n m O M 0 0 M (O r r '- r 0 C 3= co - (D 0 r N r h M � y 0 N N (D V M N J M (n Q '> M .O N M 'd (C1 W a0 J r N M (O«) ti M 0.) d d d a o d a Q. n d. d. cd d d. �,� mE� L: ) aw E, uQ 2 \ \) ( 3 § § co � � � t f ( CL n \\ §% 0CL \�� � { 0 � 2 / EL ƒ © 3a / 0WS \ 22 aI- ® um 2 §� u ]a \ 2 Pam 4 ) {)0 $ m § \ S \ (' \ �\ 7 \ ) § § m \\ § : $ ¥ § t \ ) ] k ± ) 0 . � � ( // Pump Curve Calculations: Pump#1 (Hydrant#1708, Longbow/Annie) Static Pressure (Ps) = 98 Pitot Pressure (Pp)= 65 measured at hydrant#1708 Residual Pressure (Pr) = 80 Qf= 1350 Q=Qf*((Ps-P)/(Ps-Pr))('54) Pressure Flow Head 98 0.00 226.15 93 675.97 214.62 88 982.85 203.08 83 1223.42 191.54 78 1429.03 180.00 73 1612.03 168.46 68 1778.82 156.92 63 1933.23 145.38 58 2077.78 133.85 53 2214.22 122.31 48 2343.85 110.77 43 2467.64 99.23 38 2586.36 87.69 33 2700.60 76.15 28 2810.86 64.62 23 2917.56 53.08 18 3021.03 41.54 13 3121.57 30.00 8 3219.42 18.46 3 3314.80 6.92 0 3370.92 0.00 Mike Balch im: Erin Shane <Eshane@BOZEMAN.NET> —ent: Friday, July 19, 2013 7:24 AM To: Mike Balch Subject: RE: hydrant pressure/flow data Mike, I have a fire flow on Longbow/Annie which is two blocks to the west.The results of that test are as follows—98# Static pressure/ 80# Residual/65# Pito on a 2.5' nozzle flowing 1350 GPM.The test was done on 8/29/12. Hydrant numbers are 1708 and 1709. If you need any more info just send me a email. >I`n grin J_Sfianc Leadworker Bozeman Montana WaterJSewer Operations Department em s- w;c i;^' eshar e bozecr,in net 406-582-3200 Please visit our website at voPN--r.bozemanwater_com From: Mike Balch [mailto:mbalch@chengineers.com) Sent: Thursday, July 18, 2013 10:56 AM To: Erin Shane Subject: hydrant pressure/flow data Erin, _,uld I get hydrant pressure/flow data for hydrant#1685 that is located at the corner of Laurel Parkway and Annie street? If you can't get 111685 any hydrant close to that will be fine. Thanks for the help. Mike Balch, El C&H Engineering and Surveying, Inc 1091 Stoneridge Drive, Bozeman, MT 59718 Phone:406-587-1115 Fax: 406-587-9768 mbalch@chengineers.com r Engineering and Sur-veying Inc. '1091 Stonfirld(ro Drive m Bomnion.MT 5871 D Phone 006)5a7.1115• Fox(4061587-97613 wvm.chon©inoars.cam •inloCaclhengineors.corn "This message and/or attachment contains confidential information. 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