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HomeMy WebLinkAbout15 - Design Report - Westbrook - Water, Sewer WATER AND SEWER DESIGN REPORT WESTBROOK SUBDIVISION Prepared for: Rosa-Johnson Development, LLC. 125 Central Avenue, Bozeman, MT 59718 Prepared by: C&H Engineering and Surveying, Inc. 1091 Stoneridge Drive, Bozeman, MT 59718 (406) 5 87-1115 a y 4 kf i Proj eiJ ;4Nunbe .=�1'4693 JANUARY 2015 INTRODUCTION The Westbrook Subdivision is a 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 will be connected to the existing 8-inch DIP in Laurel Parkway and routed east under Immanuel Way, Glenwood Drive, and Glenkirk Drive with a nortl-/south line connecting the three lines. At the east section of the Westbrook subdivision, a 8-inch DIP is proposed 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 Fire Hydrant Flow = 1,500 gpm Residual Pressure Required = 20 psi for Fire Flow Design Report-Page 2 of 8 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 East 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 170 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 8 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 J25 4 1.00 2.30 3.00 J24 8 2.00 4.60 6.00 J23 8 2.00 4.60 6.00 J21 5 1.25 2.88 3.75 J22 15 3.75 8.63 11.25 J 19 16 4.00 9.20 12.00 J20 6 1.50 3.45 4.50 Total 62 15.50 35.66 46.50 Last Section AVG. MAX. JUNCTION # OF DAY DAY PEAK NODE LOTS GPM GPM HOUR GPM J 17 16 4.00 9.20 12.00 J18 18 4.50 10.35 13.50 J4 18 4.50 10.35 13.50 Total 56 13.00 29.90 39.00 Static, residual and pitot pressures were obtained from fire hydrant 41078 located at the intersection of Longbow and Annie Street. Measurements obtained by the City of Bozeman Design Report-Page 4 of 8 Water Department indicate a static pressure of 98 psi, a pitot pressure of 65 psi, and a residual pressure of 80 psi at this hydrant (See Appendix A for more information). 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 Immanuel Way and Laurel Parkway. At the east section the subdivision the sewer main lines will run north in Lot 1,Block 5 and then east under Annie Street and connect to the existing manhole at the intersection of Rosa Way and Annie Street. All sewer flows from the proposed subdivision are routed through the sewer lift station installed in Phase 1 of the Laurel Glen Subdivision near the intersection of Design Report-Page 5 of 8 Laurel Parkway South and Oak Street. From analysis of the Allied Engineering Lift Station Design Report dated January 13,2003,it was determined that the two identical Gorman RUPP JS4 F60-X18 18 HP Pumps installed at the lift station during Phase 1 were sized to handle a peak hourly flow of 463.22 GPM. Based on Table 2 in the design report,the Peak Hourly requirement for Boulder Creek and Westbrook combined is 144.4 GPM which is greater than the 131.8 GPM generated by both Boulder Creek and Westbrook Subdivisions at full build out. Therefore, the previously installed Laurel Glen Lift Station is adequately sized to accommodate peak hourly demand from Westbrook Subdivision. 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 +po.$)/(4 +Po-') where: P =Population in thousands Peaking Factor= (18 + 0.1310-')/(4 + 0.1310.5) Peaking Factor=4.21 Assumed infiltration rate = 150 gallons/acre/day= 150 (26.51 acres) = 3976.50 gal/day The peak flow rate is calculated by multiplying the City's design generation rate of 89 gallons per capita per day by the population,multiplying by the peaking factor,and adding the infiltration rate: Peak Flow Rate = 89 gpcpd (131 persons) (4.21)+ 3976.50 gpd = 53,060.89 gpd Design Report-Page 6 of 8 = 36.85 gpm (0.0821 cfs) The capacity of an 8-inch main is checked using Manning's Equation: Qr ii = (1.486/0.013)AR2i3Sv2 For the 8-inch main: Manning's n = 0.013 for PVC Pipe Minimum Slope = 0.004 ft/ft A = area= (3.14/4)d 2= (3.14/4)(8/12)2= 0.34907 ft2 P =perimeter= 2(3.14)r=2(3.14)(4/12) =2.0944 ft R=hydraulic radius =A/P = 0.34907/2.0944 = 0.16667 ft R2/3 = 0.30105 ft S = 0.004 ft/ft S112 = 0.0632 ft/ft Qaai _ (1.486/0.013)(0.34907)(0.30105)(0.0632) = 0.7592 cfs Based on these calculations the percent of full capacity is calculated for the service area. Q/Qruu = 0.0821/0.7592 = 0.1081 or 10.80% Based on these calculations, an 8-inch sewer line is more than adequate to carry the design flows for the west connection of the subdivision. East Connection: Equivalent Population =(2.11 persons/dwelling unit)(56 units) = 118 persons Harmon Formula: Peaking Factor= (18 + po.5)/(4 + po.$) where: P =Population in thousands Peaking Factor= (18 + 0.1180 5)/(4 + 0.11811.5) 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: Design Report-Page 7 of 8 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: Qfu(1 = (1.486/0.013)AR213S'i2 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 ft2 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 R2/3 = 0.30105 ft S = 0.004 ft/ft S1/2= 0.0632 ft/ft QfUu = (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/Qfull = 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 east connection of the subdivision. Design Report-Page 8 of 8 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))(0.54) 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 Erin Shane <Eshane@BOZEMAN.NET> 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. E7in9-SficanC Leadworker Bozeman Montana Water/Sewer Operations Department ; � � eshane@baerrran_net `t 406-582-3200 Please visit our website at livvi v.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#1685 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 C-ngine;erinq and Suu}vayinq Inc. IOS1 S=OridF e privy 0 SpMra en,MT 69718 Phone[4063 587.1115 a Fax(406)587-9768 wanr elienginoem.carn d ink)@chenglneers.com "This message and/or attachment contains confidential information. Distribution of this information must be only to those of C&H Engineering and Surveying, Inc employees or individuals contractually approved to receive this Formation. If you are not the addressee and/or are not authorized to receive this for the addressee,you must not use, Lopy,disclose,forward, print or take any action based on this message or any information herein. If you have received this message in error, please advise the sender immediately by reply e-mail and delete this message." 1 Scenario: Peak Hour }z6 ]a }B h }IO IJ P�5 R.t ��-1.2 P] }}6 yt8 Title:West Section Westbrook Project Engineer: MJB g:\...\revised southwest section.wcd C&H Engineering&Surveying,Inc. WaterCAD v6.5[6.5120] 01/13/15 11:05:23 AM ©Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 1 of 1 Scenario Summary Report Scenario: Peak Hour Scenario Summary 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 Hydraulic Analysis Summary Analysis Steady State Friction Method-lazen-Williams Formula Accuracy 0.001000 Trials 40 Quality Analysis Summary Analysis Constituent Quality Time Step N/A hr Age Tolerance 0.01 hr Constituent Tolerance 0.01 mg/1 Trace Tolerance 1.0 % Global Adjustments Demand Operation <None> Roughness Operation <None> Demand 0.00 Roughness 0.00 Title:West Section Westbrook Project Engineer: MJB g:\...\revised southwest section.wcd C&H Engineering&Surveying,Inc. WaterCAD v6.5[6.51201 01/13/15 10:53:16 AM ©Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 1 of 1 Scenario Summary Report Scenario: Peak Hour Scenario Summary 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 Hydraulic Analysis Summary Analysis Steady State Friction Methodiazen-Williams Formula Accuracy 0.001000 Trials 40 Quality Analysis Summary Analysis Constituent Quality Time Step N/A hr Age Tolerance 0.01 hr Constituent Tolerance 0.01 mg/I Trace Tolerance 1.0 % Global Adjustments Demand Operation <None> Roughness Operation <None> Demand 0.00 Roughness 0.00 Title:West Section Westbrook Project Engineer:MJB g:\...\revised southwest section.wcd C&H Engineering&Surveying,Inc. WaterCAD v6.5(6.5120) 01/13/15 10:53:23 AM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 1 of 1 Scenario: Peak Hour Fire Flow Analysis Fire Flow Report Label Zone Fire Flow Fire Flow Satisfies Needed Available Total Total Residual Iterations Balanced? Fire Flow Fire Flow Fire Flow Flow Pressure Constraints? (gpm) Flow Needed Available (psi) (gpm) (gpm) (gpm) J-4 Zone 15 true true 1,500.00 2,842.19 1,500.00 2,842.19 20.00 J-5 Zone 16 true true 1,500.00 2,788.04 1,500.00 2,788.04 20.00 J-6 Zone 17 true true 1,500.00 2,695.49 1,500.00 2,695.49 20.00 J-7 Zone 14 true true 1,500.00 2,687.32 1,500.00 2,687.32 20.00 J-8 Zone 16 true true 1,500.00 2,696.40 1,500.00 2,696.40 20.00 J-9 Zone 14 true true 1,500.00 2,747.13 1,500.00 2,747.13 20.00 J-10 Zone 13 true true 1,500.00 2,762.08 1,500.00 2,762.08 20.00 J-11 Zone 14 true true 1,500.00 2,728.33 1,500.00 2,728.33 20.00 J-12 Zone 15 true true 1,500.00 2,842.19 1,500.00 2,842.19 20.00 J-13 Zone 14 true true 1,500.00 2,773.62 1,500.00 2,773.62 20.00 J-14 Zone 16 true true 1,500.00 2,784.19 1,500.00 2,784.19 20.00 J-15 Zone 16 true true 1,500.00 2,714.13 1,500.00 2,714.13 20.00 J-16 Zone 15 true true 1,500.00 2,842.19 1,500.00 2,842.19 20.00 J-17 Zone 11 true true 1,500.00 2,809.08 1,500.00 2,809.08 20.00 J-18 Zone 15 true true 1,500.00 2,842.19 1,500.00 2,842.19 20.00 J-19 Zone 13 true true 1,500.00 2,698.85 1,512.00 2,710.85 20.00 J-20 Zone 17 true true 1,500.00 2,754.23 1,504.50 2,758.73 20.00 J-21 Zone 16 true true 1,500.00 2,731.43 1,503.75 2,735.18 20.00 J-22 Zone 16 true true 1,500.00 2,712.85 1,511.25 2,724.10 20.00 J-23 Zone 16 true true 1,500.00 2,671.62 1,506.00 2,677.62 20.00 J-24 Zone 14 true true 1,500.00 2,679.63 1,506.00 2,685.63 20.00 J-25 Zone 13 true true 1,500.00 2,770.63 1,503.00 2,773.63 20.00 J-26 1Zone 1 151 true I true 1 1,500.0012,842.191 1,500.001 2,842.191 20.00 Title:West Section Westbrook Project Engineer: MJB g:\...\revised southwest section.wcd C&H Engineering&Surveying,Inc. WaterCAD v6.5[6.5120] 01/13/15 10:53:57 AM ©Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 1 of 2 Scenario: Peak Hour Fire Flow Analysis Fire Flow Report Calculated Minimum Zone Calculated Minimum Residual Pressure Minimum Zone Pressure (psi) Zone Junction (psi) Pressure (psi) 24.33 20.00 20.00 J-23 24.33 20.00 20.00 J-25 24.33 20.00 20.00 J-24 24.33 20.00 20.00 J-23 24.01 20.00 20.00 J-23 24.33 20.00 20.00 J-21 24.21 20.00 20.00 J-21 24.33 20.00 20.00 J-22 24.33 20.00 20.00 J-23 24.33 20.00 20.00 J-20 24.17 20.00 20.00 J-20 24.33 20.00 20.00 J-19 24.33 20.00 20.00 J-23 23.13 20.00 20.00 J-20 24.33 20.00 20.00 J-23 20.00 20.00 25.08 J-15 20.00 20.00 22.56 J-21 20.00 20.00 22.10 J-23 20.00 20.00 24.32 J-21 20.00 20.00 23.72 J-24 20.00 20.00 23.27 J-23 20.00 20.00 21.55 J-24 24.33120.001 20.00 J-23 Title:West Section Westbrook Project Engineer: MJB g:\...\revised southwest section.wcd C&H Engineering&Surveying,Inc. WaterCAD v6.5[6.51201 01/13/15 10:53:57 AM ©Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 2 of 2 Scenario: Peak Hour Fire Flow Analysis Junction Report Label Elevation Zone Type Base Flow Demand Pattern (ft) (gpm) (Calculated) (gpm) J-4 0.00 Zone Demand 0.00 0.00 Fixed J-5 0.00 Zone Demand 0.00 0.00 Fixed J-6 0.00 Zone Demand 0.00 0.00 Fixed J-7 0.00 Zone Demand 0.00 0.00 Fixed J-8 0.00 Zone Demand 0.00 0.00 Fixed J-9 0.00 Zone Demand 0.00 0.00 Fixed J-10 0.00 Zone Demand 0.00 0.00 Fixed J-11 0.00 Zone Demand 0.00 0.00 Fixed J-12 0.00 Zone Demand 0.00 0.00 Fixed J-13 0.00 Zone Demand 0.00 0.00 Fixed J-14 0.00 Zone Demand 0.00 0.00 Fixed J-15 0.00 Zone Demand 0.00 0.00 Fixed J-16 0.00 Zone Demand 0.00 0.00 Fixed J-17 0.00 Zone Demand 0.00 0.00 Fixed J-18 0.00 Zone Demand 0.00 0.00 Fixed J-19 10.00 Zone Demand 12.00 12.00 Fixed J-20 10.00 Zone Demand 4.50 4.50 Fixed J-21 10.00 Zone Demand 3.75 3.75 Fixed J-22 10.00 Zone Demand 11.25 11.25 Fixed J-23 10.00 Zone Demand 6.00 6.00 Fixed J-24 10.00 Zone Demand 6.00 6.00 Fixed J-25 10.00 Zone Demand 3.00 3.00 Fixed J-26 0.00 1 Zone IDemand 10.001 0.001 Fixed Title:West Section Westbrook Project Engineer:MJB g:\...\revised southwest section.wcd C&H Engineering&Surveying,Inc. WaterCAD v6.5[6.5120] 01/13/15 10:54:05 AM ©Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 1 of 2 Scenario: Peak Hour Fire Flow Analysis Junction Report Calculated Pressure Hydraulic Grade (psi) (ft) 226.07 97.81 226.07 97.81 226.07 97.81 226.07 97.81 226.07 97.81 226.07 97.81 226.07 97.81 226.07 97.81 226.07 97.81 226.07 97.81 226.07 97.81 226.07 97.81 226.07 97.81 226.07 97.81 226.07 97.81 226.07 93.48 226.07 93.48 226.07 93.48 226.07 93.48 226.07 93.48 226.07 93.48 226.07 93.48 226.071 97.81 Title:West Section Westbrook Project Engineer: MJB g:\...\revised southwest section.wcd C&H Engineering&Surveying,Inc. WaterCAD v6.5[6.5120j 01/13/15 10:54:05 AM ©Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 2 of 2 Scenario: Peak Hour Fire Flow Analysis Pipe Report Label Length Diameter Material Hazen- Check Minor Control Discharge Upstream Structure (ft) (in) Williams Valve? Loss Status (gpm) Hydraulic Grade C Coefficient (ft) P-1 71.00 8.0 Ductile Iron 130.0 false 0.00 Open 12.98 226.07 P-2 291.00 8.0 Ductile Iron 130.0 false 0.00 Open 9.98 226.07 P-3 261.00 8.0 Ductile Iron 130.0 false 0.00 Open 3.98 226.07 P-4 30.00 8.0 Ductile Iron 130.0 false 0.00 Open -2.02 226.07 P-5 251.00 8.0 Ductile Iron 130.0 false 0.00 Open -2.02 226.07 P-6 30.00 8.0 Ductile Iron 130.0 false 0.00 Open -5.77 226.07 P-7 310.00 8.0 Ductile Iron 130.0 false 0.00 Open -0.65 226.07 P-8 308.00 8.0 Ductile Iron 130.0 false 0.00 Open -11.90 226.07 P-9 214.00 8.0 Ductile Iron 130.0 false 0.00 Open -5.13 226.07 P-10 25.00 8.0 Ductile Iron 130.0 false 0.00 Open -9.63 226.07 P-11 368.00 8.0 Ductile Iron 130.0 false 0.00 Open 2.33 226.07 P-12 390.00 8.0 Ductile Iron 130.0 false 0.00 Open -9.67 226.07 P-13 110.00 8.0 Ductile Iron 130.0 false 0.00 Open -11.96 226.07 P-14 135.00 8.0 Ductile Iron 130.0 false 0.00 Open -11.96 226.07 P-15 15.00 8.0 Ductile Iron 130.0 false 0.00 Open 12.00 226.07 P-16 18.00 8.0 Ductile Iron 130.0 false 0.00 Open 4.50 226.07 P-17 15.00 8.0 Ductile Iron 130.0 false 0.00 Open 3.75 226.07 P-18 15.00 8.0 Ductile Iron 130.0 false 0.00 Open 11.25 226.07 P-19 16.00 8.0 Ductile Iron 130.0 false 0.00 Open 6.00 226.07 P-20 16.00 8.0 Ductile Iron 130.0 false 0.00 Open 6.00 226.07 P-21 16.00 8.0 Ductile Iron 130.0 false 0.00 Open 3.00 226.07 P-22 1.00 48.0 PVC 150.0 false 0.00 Open 46.50 0.00 P-23 1.00 48.0 PVC 150.0 false 0.00 Open 46.50 226.07 P-24 1.00 48.0 PVC 150.0 false 0.00 Open 11.96 226.07 P-25 1.00 48.0 PVC 150.0 false 0.00 Open 9.67 226.07 P-26 1.00 48.0 PVC 150.0 false 0.00 Open 11.90 226.07 P-27 1.00 48.0 PVC 150.0 false 0.00 Open 12.98 226.07 Title:West Section Westbrook Project Engineer: MJB g:\...\revised southwest section.wcd C&H Engineering&Surveying,Inc. WaterCAD v6.5[6.5120) 01/13/15 10:54:13 AM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 1 of 2 Scenario: Peak Hour Fire Flow Analysis Pipe Report Downstream Structure Pressure Headloss Hydraulic Grade Pipe Gradient (ft) Headloss (ft/1000ft) (ft) 226.07 0.00 0.01 226.07 0.00 0.00 226.07 0.00 0.00 226.07 0.00 0.00 226.07 0.00 0.00 226.07 0.00 0.00 226.07 0.00 0.00 226.07 0.00 0.01 226.07 0.00 0.00 226.07 0.00 0.00 226.07 0.00 0.00 226.07 0.00 0.00 226.07 0.00 0.00 226.07 0.00 0.01 226.07 0.00 0.01 226.07 0.00 0.00 226.07 0.00 0.00 226.07 0.00 0.00 226.07 0.00 0.00 226.07 0.00 0.00 226.07 0.00 0.00 -0.00 0.00 0.00 226.07 0.00 0.00 226.07 0.00 0.00 226.07 0.00 0.00 226.07 0.00 0.00 226.0710.00 0.00 Title:West Section Westbrook Project Engineer: MJB g:1...\revised southwest section.wcd C&H Engineering&Surveying,Inc. WaterCAD v6.5[6.5120j 01/13/15 10:54:13 AM ©Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 2 of 2 Scenario: Peak Hour Fire Flow Analysis Pump Report Label Elevation Control Intake Discharge Discharge Pump (ft) Status Pump Pump (gpm) Head Grade Grade (ft) (ft) (ft) PMP-1 0.00 On -0.00 226.07 46.50 226.07 Title:West Section Westbrook Project Engineer: MJB g:\...\revised southwest section.wcd C&H Engineering&Surveying,Inc. WaterCAD v6.5[6.5120] 01/13/15 10:54:21 AM O Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 1 of 2 Scenario: Peak Hour Fire Flow Analysis Pump Report Calculated Water Power (Hp) 2.65 Title:West Section Westbrook Project Engineer: MJB g:\...\revised southwest section.wcd C&H Engineering&Surveying,Inc. WaterCAD v6.5[6.5120] 01/13/15 10:54:21 AM ©Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 2 of 2 Scenario: Peak Hour Fire Flow Analysis Reservoir Report Label Elevation Zone Inflow Calculated (ft) (gpm)I ydraulic Grad (ft) R-1 0.00 1 Zone-46.50 0.00 Title:West Section Westbrook Project Engineer: MJB g:\...\revised southwest section.wcd C&H Engineering&Surveying,Inc. WaterCAD v6.5[6.5120] 01/13/15 10:54:28 AM ©Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 1 of 1 Scenario: Peak Hour J-19 PMP-1 R-1 ---------------- -- P-20 P-19 Q' J-1 3 J-16 J-'g rn P-8 o J-11 P-7 J-10 a J-14 15 —�— P-10 P_11 Q d P-13 J-17 J-9 N d J-18 v a J-7 J-6 J-8 —� - P-4 P-3 N d J-4 P-1 J_5 Title:East Section Westbrook Project Engineer:MJB g:\...\revised southeast section.wcd C&H Engineering&Surveying,Inc. WaterCAD v6.5[6.5120] 01/13/15 10:37:34 AM ©Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 1 of 1 Scenario Summary Report Scenario: Peak Hour Scenario Summary 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 Hydraulic Analysis Summary Analysis Steady State Friction MethocHazen-Williams Formula Accuracy 0.001000 Trials 40 Quality Analysis Summary Analysis Constituent Quality Time Step N/A hr Age Tolerance 0.01 hr Constituent Tolerance 0.01 mg/I Trace Tolerance 1.0 % Global Adjustments Demand Operation <None> Roughness Operation <None> Demand 0.00 Roughness 0.00 Title: East Section Westbrook Project Engineer: MJB g:\...\revised southeast section.wcd C&H Engineering&Surveying,Inc. WaterCAD v6.5[6.5120] 01/13/15 10:35:53 AM ©Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 1 of 1 Scenario Summary Report Scenario: Peak Hour Scenario Summary 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 Hydraulic Analysis Summary Analysis Steady State Friction MethodHazen-Williams Formula Accuracy 0.001000 Trials 40 Quality Analysis Summary Analysis Constituent Quality Time Step N/A hr Age Tolerance 0.01 hr Constituent Tolerance 0.01 mg/I Trace Tolerance 1.0 % Global Adjustments Demand Operation <None> Roughness Operation <None> Demand 0.00 Roughness 0.00 Title:East Section Westbrook Project Engineer: MJB g:\...\revised southeast section.wcd C&H Engineering&Surveying,Inc. WaterCAD v6.5[6.5120] 01/13/15 10:36:08 AM ©Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 1 of 1 Scenario: Peak Hour Fire Flow Analysis Fire Flow Report Label Zone Fire Flow Fire Flow Satisfies Needed Available Total Total Residual Iterations Balanced? Fire Flow Fire Flow Fire Flow Flow Pressure Constraints? (gpm) Flow Needed Available (psi) (gpm) (gpm) (gpm) J-4 Zone 17 true true 1,500.00 2,531.96 1,513.50 2,545.46 20.00 J-5 Zone 14 true true 1.500.00 2,545.47 1,500.00 2,545.47 20.00 J-6 Zone 14 true true 1,500.00 2,849.67 1,500.00 2,849.67 20.00 J-7 Zone 14 true true 1,500.00 2,804.38 1,500.00 2,804.38 20.00 J-8 Zone 14 true true 1,500.00 2,807.80 1,500.00 2,807.80 20.00 J-9 Zone 16 true true 1,500.00 2,703.45 1,500.00 2,703.45 20.00 J-10 Zone 15 true true 1,500.00 2,803.74 1,500.00 2,803.74 20.00 J-11 Zone 14 true true 1,500.00 2,712.10 1,500.00 2,712.10 20.00 J-12 Zone 14 true true 1,500.00 2,849.67 1,500.00 2,849.67 20.00 J-13 Zone 15 true true 1,500.00 2,702.06 1,500.00 2,702.06 20.00 J-14 Zone 15 true true 1,500.00 2,800.75 1,500.00 2,800.75 20.00 J-15 Zone 14 true true 1,500.00 2,849.67 1,500.00 2,849.67 20.00 J-16 Zone 16 true true 1,500.00 2,789.75 1,500.00 2,789.75 20.00 J-17 Zone 17 true true 1'50&00 2,676.48 1,512.00 2,688.48 20.00 J-18 Zone 14 true true 1,500.00 2,782.17 1,513.50 2,795.67 20.00 J-19 I Zone 1 141 true I true 1 1,500.0012,849.671 1,500.001 2,849.671 20.00 Title:East Section Westbrook Project Engineer: MJB g:\...\revised southeast section.wcd C&H Engineering&Surveying,Inc. WaterCAD v6.5[6.5120) 01/13/15 10:36:36 AM ©Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 1 of 2 Scenario: Peak Hour Fire Flow Analysis Fire Flow Report Calculated Minimum Zone Calculated Minimum Residual Pressure Minimum Zone Pressure (psi) Zone Junction (psi) Pressure (psi) 20.00 20.00 25.04 J-5 24.33 20.00 20.00 J-4 24.33 20.00 20.00 J-4 24.33 20.00 20.00 J-18 23.44 20.00 20.00 J-18 24.33 20.00 20.00 J-17 23.74 20.00 20.00 J-13 24.33 20.00 20.00 J-13 24.33 20.00 20.00 J-4 20.00 20.00 24.83 J-11 24.33 20.00 20.00 J-16 24.33 20.00 20.00 J-4 20.00 20.00 21.27 J-13 20.00 20.00 25.66 J-9 20.00 20.00 21.96 J-17 24.331 20.001 20.00 J-4 Title: East Section Westbrook Project Engineer:MJB g:\...\revised southeast section.wcd C&H Engineering&Surveying,Inc. WaterCAD v6.5[6.5120] 01/13/15 10:36:36 AM ©Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 2 of 2 Scenario: Peak Hour Fire Flow Analysis Junction Report Label Elevation Zone Type Base Flow Demand Pattern (ft) (gpm) (Calculated) (gpm) J-4 10.00 Zone Demand 13.50 13.50 Fixed J-5 0.00 Zone Demand 0.00 0.00 Fixed J-6 0.00 Zone Demand 0.00 0.00 Fixed J-7 0.00 Zone Demand 0.00 0.00 Fixed J-8 0.00 Zone Demand 0.00 0.00 Fixed J-9 0.00 Zone Demand 0.00 0.00 Fixed J-10 0.00 Zone Demand 0.00 0.00 Fixed J-11 0.00 Zone Demand 0.00 0.00 Fixed J-12 0.00 Zone Demand 0.00 0.00 Fixed J-13 10.00 Zone Demand 0.00 0.00 Fixed J-14 0.00 Zone Demand 0.00 0.00 Fixed J-15 0.00 Zone Demand 0.00 0.00 Fixed J-16 10.00 Zone Demand 0.00 0.00 Fixed J-17 10.00 Zone Demand 12.00 12.00 Fixed J-18 10.00 Zone Demand 13.50 13.50 Fixed J-19 0.00 1 Zone I Demand 0.001 0.00 1 Fixed Title:East Section Westbrook Project Engineer:MJB g:\...\revised southeast section.wcd C&H Engineering&Surveying,Inc. WaterCAD v6.5[6.5120] 01/13/15 10:36:46 AM ©Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 1 of 2 Scenario: Peak Hour Fire Flow Analysis Junction Report Calculated Pressure Hydraulic Grade (psi) (ft) 226.09 93.49 226.09 97.82 226.10 97.82 226.10 97.82 226.10 97.82 226.10 97.82 226.10 97.82 226.10 97.82 226.10 97.82 226.10 93.49 226.10 97.82 226.10 97.82 226.10 93.49 226.10 93.49 226.10 93.49 226.101 97.82 Title:East Section Westbrook Project Engineer: MJB g:\...\revised southeast sectionmcd C&H Engineering&Surveying,Inc. WaterCAD v6.5[6.5120j 01/13/15 10:36:46 AM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 2 of 2 Scenario: Peak Hour Fire Flow Analysis Pump Report Label Elevation Control Intake Discharge Discharge Pump (ft) Status Pump Pump (gpm) Head Grade Grade (ft) (ft) (ft) PMP-1 0.00 On -0.00 226.10 39.00 226.10 Title:East Section Westbrook Project Engineer: MJB g:\...\revised southeast section.wcd C&H Engineering&Surveying,Inc. WaterCAD v6.5[6.5120] 01/13/15 10:37:03 AM ©Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 1 of 2 Scenario: Peak Hour Fire Flow Analysis Pump Report Calculated Water Power (Hp) 2.23 Title:East Section Westbrook Project Engineer: MJB g:\...\revised southeast section.wcd C&H Engineering&Surveying,Inc. WaterCAD v6.5[6.5120] 01/13/15 10:37:03 AM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 2 of 2 Scenario: Peak Hour Fire Flow Analysis Reservoir Report Label Elevation Zone Inflow Calculated (ft) (gpm)I ydraulic Grad (ft) R-1 0.00 Zone-39.00 0.00 Title:East Section Westbrook Project Engineer:MJB g:\...\revised southeast section.wcd C&H Engineering&Surveying,Inc. WaterCAD v6.5(6.51201 01/13/15 10:37:14 AM ©Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 1 of 1 Scenario: Peak Hour Fire Flow Analysis Pipe Report Label Length Diameter Material Hazen- Check Minor Control Discharge Upstream Structure (ft) (in) Williams Valve? Loss Status (gpm) Hydraulic Grade C Coefficient (ft) P-1 16.00 8.0 Ductile Iron 130.0 false 0.00 Open -13.50 226.09 P-2 304.00 8.0 Ductile Iron 130.0 false 0.00 Open -13.50 226.09 P-3 57.00 8.0 Ductile Iron 130.0 false 0.00 Open 18.30 226.10 P-4 26.00 8.0 Ductile Iron 130.0 false 0.00 Open 4.80 226.10 P-5 377.00 8.0 Ductile Iron 130.0 false 0.00 Open 4.80 226.10 P-6 430.00 8.0 Ductile Iron 130.0 false 0.00 Open -7.20 226.10 P-7 220.00 8.0 Ductile Iron 130.0 false 0.00 Open -1.82 226.10 P-8 800.00 8.0 Ductile Iron 130.0 false 0.00 Open -1.82 226.10 P-9 10.00 8.0 Ductile Iron 130.0 false 0.00 Open 0.00 226.10 P-10 43.00 8.0 Ductile Iron 130.0 false 0.00 Open -5.38 226.10 P-11 94.00 8.0 Ductile Iron 130.0 false 0.00 Open -5.38 226.10 P-12 10.00 8.0 Ductile Iron 130.0 false 0.00 Open 0.00 226.10 P-13 27.00 8.0 Ductile Iron 130.0 false 0.00 Open 12.00 226.10 P-14 20.00 8.0 Ductile Iron 130.0 false 0.00 Open 13.50 226.10 P-15 1.00 48.0 PVC 150.0 false 0.00 Open -1.82 226.10 P-16 1.00 48.0 PVC 150.0 false 0.00 Open 5.38 226.10 P-17 1.00 48.0 PVC 150.0 false 0.00 Open -31.80 226.10 P-19 1.00 48.0 PVC 150.0 false 0.00 Open 39.00 0.00 P-20 11.00148.01 PVC 1 150.01 false 1 0.00 1 Open 1 39.001 226.10 Title: East Section Westbrook Project Engineer:MJB g:\...\revised southeast section.wcd C&H Engineering&Surveying,Inc. WaterCAD v6.5[6.51201 01/13/15 10:39:32 AM ©Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 1 of 2 Scenario: Peak Hour Fire Flow Analysis Pipe Report Downstream Structure Pressure Headloss Hydraulic Grade Pipe Gradient (ft) Headloss (ft/1000ft) (ft) 226.09 0.00 0.01 226.10 0.00 0.01 226.10 0.00 0.01 226.10 0.00 0.00 226.10 0.00 0.00 226.10 0.00 0.00 226.10 0.00 0.00 226.10 0.00 0.00 226.10 0.00 0.00 226.10 0.00 0.00 226.10 0.00 0.00 226.10 0.00 0.00 226.10 0.00 0.01 226.10 0.00 0.01 226.10 0.00 0.00 226.10 0.00 0.00 226.10 0.00 0.00 -0.00 0.00 0.00 226.101 0.001 0.00 Title: East Section Westbrook Project Engineer:MJB g:\...\revised southeast section.wcd C&H Engineering&Surveying,Inc. WaterCAD v6.5[6.5120] 01/13/15 10:39:32 AM ©Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 2 of 2