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HomeMy WebLinkAbout17 - Design Report - Rosa Apartments - Water, Sewer WATER AND SEWER DESIGN REPORT ROSA APARTMENTS WATER AND SEWER MAIN EXTENSIONS Prepared for: Rosa Construction, Inc. 125 Central Avenue, Bozeman, MT 59718 Prepared by: FC Engineering and Surveying Inc. 1091 Stoneridge Drive • Bozeman, MT 59718 Phone (406) 587-1 1 15 • Fax (406) 587-9768 www.chengineers.com • info@chengineers.com Project Number: 16723.1 MARK A. Jvq,DE® Lu } � April 2017z� 1BE o INTRODUCTION Rosa Apartments is a proposed five phase apartment building development project which includes 10 three story apartment buildings with a total of 144 two bedroom units and 50 efficiency units. The project is located on Lot 1, Block 1, Traditions Subdivision Phase 3 with the physical address being 4951 Sherwood Way with frontage also along West Oak Street to the north and Twin Lakes Avenue to the east. The development is situated in the southeast quarter 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 Rosa Apartments include: a 10-inch ductile iron pipe (DIP)water main located in West Oak Street on the north side of the lot,an 8-inch DIP water main located in Sherwood Way along the south side of the lot and an 8-inch DIP water main located in Twin Lakes Avenue along the east side of the lot. The proposed project has been modeled as one system for this analysis. At the west section of the development a public street running north to south known as Rosa Way is proposed for construction, an 8-inch DIP main will be constructed in this street which will loop the existing water main from West Oak Street to Sherwood Way. A second water main will run through the interior of the site and supply a centrally located fire hydrant, two fire lines and two water services for proposed buildings located at the interior of Lot 1. Phase 1 of Rosa Apartments will begin the project and will require a short extension of the interior water main from the existing water main stub located at Flanders Way and Twin Lakes Avenue. This extension will be capped at the phase line during phase 1 and a standard 2" blowoff will be temporarily installed. A total of 153 feet of 8-inch ductile iron water main will be installed during this phase but the main will not be used to supply any of the phase 1 buildings. This portion of main is being constructed in phase 1 to avoid costly demolition of the hardscape improvements during later project phases. Design Report-Page 2 of 8 Phase 2 of the project will involve construction of 701 feet of 8-inch water main in Rosa Way and installation of two fire hydrants. This will require live water main taps at the existing 10-inch water main in West Oak Street and also a water main tap on the 8-inch water main in Sherwood Way. The existing water main stubs in Oak Street will be capped at the main and abandon as required by the City of Bozeman water department. Components of Phase 1 which involve work in Oak Street will be completed concurrent with Oak Street construction which is currently under way. The interior loop will be completed in Phase 3 of the Rosa Apartments project. A third hydrant will be installed with this phase. A WaterCAD analysis is enclosed at the end of the report analyzing all mains installed with this project. The connection to the existing system was modelled as pump curve using data obtained from 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 Average Day Demand (Peaking Factor= 1) Maximum Day Demand (Peaking Factor=2.3) Maximum Hour Demand (Peaking Factor= 3.0) Water Demands 094 dwelling units) Average Day Demand = 194 d.u. x 2.11 persons/d.u. x 170 gpcpd=69,587.8 gpd=48.32 gpm Maximum Day Demand =48.32 gpm x 2.3 =111.15 gpm Peak Hour Demand =48.32 gpm x 3.0 = 144.97 gpm Available Pressure: 8-inch main in Twin Lakes Ave. (Hydrant#2007) Design Report-Page 3 of 8 Static= 85 psi Residual = 80 psi 8-inch main in Twin Lakes Ave. (Hydrant#2008) Pitot= 72 psi HYDRAULIC ANALYSIS A water distribution model was created using WaterCAD Version 8.11.3.17 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. Rosa Apartments All Phases: AVG. MAX. JUNCTION # OF DAY DAY PEAK NODE UNITS GPM GPM HOUR GPM BLDG1 18 4.48 10.31 13.45 BLDG2 18 4.48 10.31 13.45 BLDG3 18 4.48 10.31 13.45 BLDG4 18 4.48 10.31 13.45 BLDG5 18 4.48 10.31 13.45 BLDG6 18 4.48 10.31 13.45 BLDG7 18 4.48 10.31 13.45 BLDG8 18 4.48 10.31 13.45 BLDG9 17 4.23 9.74 12.70 BLDG10 33 8.22 18.91 24.66 Total 194 48.32 111.15 144.97 Static and residual pressures were obtained from fire hydrant#2007 located at Flanders Way and Design Report-Page 4 of 8 Twin Lakes Avenue; and pitot pressure and flushing rate were obtained from fire hydrants #2008 located at the intersections of Twin Lakes Avenue and Oak Street. Measurements obtained by the City of Bozeman Water Department were used in the model and are included at the end of the report along with all other model input and results. 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 phase 3 of Rosa Apartments one sewer manhole and 213 feet of 8" PVC sewer main will be installed and connected to the existing sanitary sewer manhole#9 located in future Rosa Way. This main extension will serve the two interior buildings proposed in Phases 3 and 4. The remaining buildings proposed on the site will be connected to existing sanitary sewer mains in Design Report-Page 5 of 8 through the existing 8-inch sewer main in Oak Street and from there flow into the wet well at Laurel Glen Lift Station. The original lift station was installed with Phase 1 of the Laurel Glen Subdivision in 2003 and later upgraded in 2006 when a new wet well and pumps were installed. C&H Engineering prepared the design report and construction drawings for the 2006 upgrades. The lift station pumps into an 8"PVC force main which was constructed in 2003 and at the current design peak flow of 620.8 GPM the velocity in the force main is 4 feet per second according to the 2006 lift station design report prepared by C&H Engineering. With an additional 102.2 GPM added to the peak flow the velocity would be 4.6 ft/s still well below the maximum for a force main of 10 ft/s. The force main discharges to a manhole located at the intersection of Cottonwood Road and Durston Road and gravity flows east through a 10"PVC SDR-35 sanitary sewer gravity main with a slope of 0.385%in Durston Road to an existing 60"diameter sanitary sewer manhole then flows east through the Valley West Sewer Trunk Line through an 18"PVC SDR-35 gravity main with a slope of 0.179%. From this point wastewater continues flowing through the Valley West Sewer Interceptor and eventually to the Bozeman Wastewater Treatment Plant. It is our understanding that adequate capacity exists downstream of the 8" force main to serve this development. The existing lift station contains two Flygt pumps NP3171.180 with a 270-mm diameter impeller and a 230V,60 Hz, 3-phase motors. One pump is designed to pump 620.8 GPM through the force main that outlets to Cottonwood Road and Durston Road. The Laurel Glen Lift Station was designed to convey an average capacity of 198.4 GPM based on the 2006 design report prepared by C&H Engineering. With both pumps running simultaneously the lift station has the capacity to pump 739 GPM through the 8" existing force main according to the 2006 report. As noted in the 2016 Morrison Maierle, Inc. report a peaking factor of 3.4 has been established for the Laurel Glen Lift Station. DESIGN REQUIREMENTS FOR PIPE CAPACITY The flow rates used herein are according to the City of Bozeman Design Standards and Design Report-Page 6 of 8 Specifications Policy(DSSP)dated March, 2004,addendum No. 5 approved 8/26/13. 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. Rosa Apartments: Equivalent Population = (2.11 persons/dwelling unit)(194 units) =409 persons Harmon Formula: Peaking Factor=(18 +P'-')/(4 +P'-') where: P =Population in thousands Peaking Factor= (18 + 0.4090-5)/(4 + 0.4090-5) Peaking Factor=4.01 Assumed infiltration rate = 150 gallons/acre/day= 150 (7.95 acres)= 1192.5 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 (409 persons) (4.01) + 1192.5 gpd= 147,160.51 gpd = 102.2 gpm (0.225 cfs) The capacity of an 8-inch main is checked using Manning's Equation: Qetai = (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 R2J3 =0.30105 ft Design Report-Page 7 of 8 S =0.004 ft/ft 51/2= 0.0632 ft/ft Qf„u = (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/Qf,u = 0.225/0.7592 = 0.30 or 30% 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 REQUIREMENTS FOR LIFT STATION CAPACITY During site plan review of the Rosa Apartments Master Site Plan it was determined that the available capacity on Lot 1, Block 1, Traditions Subdivision Phase 3 shall be restricted by the population assigned to this Lot by the 2006 design report prepared for the lift station upgrades completed in 2006. The City of Bozeman has agreed to allow the construction of two buildings in Phase 1 of the Rosa Apartments project totaling 36 dwelling units. The City of Bozeman has made future development on Lot 1 beyond Phase 1 contingent on the completion of lift station improvements or other means of providing additional capacity to the lot. Design Report-Page 8 of 8 Scenario Summary Report Scenario: Base Scenario Summary ID 1 Label Base Notes Active Topology Base Active Topology Physical Base Physical Demand Base Demand Initial Settings Base Initial Settings Operational Base Operational Age Base Age Constituent Base Constituent Trace Base Trace Fire Flow Base Fire Flow Energy Cost Base Energy Cost Transient Base Transient Pressure Dependent Demand Base Pressure Dependent Demand Failure History Base Failure History SCADA Base SCADA User Data Extensions Base User Data Extensions Steady State/EPS Solver Calculation Base Calculation Options Options Transient Solver Calculation Options Base Calculation Options Hydraulic Summary Time Analysis Type Steady State Use simple controls during True steady state? Friction Method Hazen- Is EPS Snapshot? False Williams Accuracy 0.001 Start Time 12:00:00 AM Trials 40 Calculation Type Fire Flow Bentley WaterCAD CONNECT Edition isa Way-Rosa Apartments MSP.wtg Bentley Systems,Inc. 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CL � 0 � o LnCL o � O c a� w N s k O O O O O O O 0 O O 0 O O O O o O O 0 O 0 O 0 o O O o O O O O O O 0 W lD [t N o 00 l0 d' N ,-1 1-4 (44) Pe@H 3M% §\� z� \ 2 \ ) @ (U 2 d \2y2 @ 0 \ C/ «/ R:?« \ cud a @ R )) \ ck � ^ CL : § / / ) / 3 ƒ kk & \ƒ ® ;/$ \©: ■ « °~ E} � � \\& , /?2 $ ( m / o y ( ®© \ @ = a ® / / » { yLn\ �\ \ \ \� ( \ e ) § f { \ / ��\ cu / } 2 O + 2 0 CITY OF BOZEMAN Shaping Our Future Together HYDRANT PRESSURE/FLOW REQUEST FORM Date: 3/3/17 Location Hydrant# Static Pressure Pitot Pressure Residual Pressure Flanders Creek/Twin 2007 85 80 Lakes Twin Lakes/Oak 2008 72 Requested By: Adam Morse Fax# Nozzle Size Flowed: 2.5" Done By: ES /AM Comments: 1425 GPM 2008 W �� � '_ 2010 �.... �.� .- 2009 s :F 12007 2011 2014 2373 2006 2013 4 2374 i M2012 N 2375 € 1985 2004 2015 , 04.X.. . 2005 Pump Curve Calculations: Pump#1 (Laurel and Durston) Static Pressure (Ps) = 85 @ hydrant#2008 Pilot Pressure (Pp)= 72 @ hydrant#2007 Residual Pressure (Pr) = 80 @ hydrant#2008 Qf= 1425 @ hydrant#2007 Q=Qf*((Ps-P)/(Ps-Pr))(o.s4) Pressure Flow Head 85 0.00 196.15 80 1425.00 184.62 75 2071.91 173.08 70 2579.05 161.54 65 3012.50 150.00 60 3398.28 138.46 55 3749.87 126.92 50 4075.38 115.38 45 4380.09 103.85 40 4667.73 92.31 35 4941.00 80.77 30 5201.96 69.23 25 5452.21 57.69 20 5693.04 46.15 15 5925.49 34.62 10 6150.41 23.08 5 6368.54 11.54 0 6580.48 0.00 Scenario: Base J-1 P-68 J-25 P-66 P-67 R-1 J-26 P-53 p-5q J-2 P-93 J 8 JAS SLDG3 P-64 PMP-3 d HYDRANTI a d P-75 FIRE SERVICE 4 FIRE SERVICE 3 m a o. BLDGS v FIRE SERVICE 5 J 20 P-24 J-16 J FIRE SERVICE 2 P-30 d BLDG2 aFIRE SERVICE 6 a P-42 J-29 EX HYDRANT HYDRANT3 HYDRANT2 J-9 P-16 a S v P m J-5 P-61 J-13 BLDG8 Pd0 BLDG6 J-6 P-62 P-6 P-6 J-7 d v FIRE SERVICE 8 d BLDG7 o FIRE SERVICE 7 iB P-27 P-33 J-23 J-18 FIRE SERVICE 10 FIRE SERVICE i BLDG9 v EX HYDRANTI N EX HYDRANT BLDGI n P-88 J-55 v FIRE SERVICE 9 J-48 ¢. P 75 P-43 P-81 P-80 P4 J-31 J4 -84 J-53 > BLDG10 J-54 J-3 Bentley WaterCAD CONNECT Edition osa Way-Rosa Apartments MSP.wtg Bentley Systems,Inc. Haestad Methods Solution Center [10.00.00.50) 114/2017 27 Siemon Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 1