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HomeMy WebLinkAbout14 - Design Report - Laurel Park Condos - Water, Sewer, Storm Infrastructure Design rt (Water, Sanitary Sewer & Storm Sewer) Laurel Park Condominiums Lot 1, Block 4, Laurel Glen Subdivision, Phase 1 Located in the S 1/2 of Section 4, T. 2S., R. 5E., P.M.M. City of Bozeman, Gallatin County, Montana Prepared For: Laurel Park Development, LLC 15525 Horse Creek Road Bozeman, MT 59715 Prepared By: o N Tq F/ 0 Fot') C--;, O att B. p A " R° r IS Cotterman m ENGINEERING&LAND SURVEYING 158 3ES August, 2014 FFR-LAN INTRODUCTION Laurel Park Condominiums is a 16 building (31 dwelling unit) condominium project located on Lot 1, Block 4 of Laurel Glen Subdivision. The project is centrally located within Laurel Glen Subdivision, Phase 1, encompassing Block 4 between Laurel Parkway, Longbow Lane, Annie Street and Glenellen Drive. The property is located within the south half of Section 4, Township 2 South, Range 5 East of P.M.M., City of Bozeman, Gallatin County, Montana. This report will focus on the design aspects of the drinking water, sanitary sewer and storm water collection facilities planned to service this condominium development. This project is located within the Bozeman city limits inside of a subdivision serviced by the municipal water and sewer system. Water and sewer mains are located within the roadways surrounding Lot 1 with several service stubs currently provided to the lot. Page 1 of 6 WATER SYSTEM IAYOUT Currently there are two water service stubs extended onto Lot 1 from the existing 8"mains located within the surrounding streets. A 6-inch diameter ductile iron pipe enters the property near the midpoint on Longbow Lane. This pipe will be upsized to 8-inches at the connection and extended along Glenkirk Drive to service the majority of the units within this project. Another 6-inch stub enters the property at the southeast corner of the Lot from Laurel Parkway. Two 1" service lines will connect directly to this stub. The new water main proposed to service this project will consist of 340.6 lineal feet of 8- inch Class 51 ductile iron pipe. The new main will terminate with a new fire hydrant, supporting the existing hydrant network and providing a convenient location for flushing and air relief. Service to each of the residential lots will be provided with 1"type K copper service lines. Fire hydrants exist on the surrounding streets with all proposed units located within 250 feet of a hydrant. Pressure and flow data for a hydrant at the intersection of Annie Street and Forestglen Avenue (Hydrant#1707) was provided to us by the City of Bozeman Water Department. This fire hydrant has a static pressure of 97 psi under normal flow conditions and a residual pressure of 80 psi while an adjacent hydrant was flowing 1,500 gallons per minute out of the 2.5 inch orifice (80 psi pitot pressure). This information was used for the development of a pump curve to be used in our model at the connection point. The connection point was modeled with the above mentioned pump and a reservoir. The pump report showing the pump curve and associated equations are included in Appendix A. WATER DISTRIBUTION SYSTEM SIZING INPUT DATA Average Daily Residential Usage = 170 gallons per capita per day Average Population Density = 2.11 pe rsons/dwel ling unit Minimum Fire Hydrant Flow = 1,500 gpm (per Appendix 111-A of the U.F.C.) Residual Pressure Required = 20 psi for Fire Flow Peaking Factors: Average Day Demand (Peaking Factor = 1) Maximum Day Demand (Peaking Factor = 2.3) Maximum Hour Demand (Peaking Factor = 3.0) Page 2 of 6 Demands: *(Note: Phase 11 & Phase 12 units will be connected to the existing stub from Laurel Parkway, therefor the demands from these units are not included in these calculations.) Average Day Demand = 27du x 2.11 persons/du x 170 gpcpd = 9,685 gpd (6.73 gpm) Maximum Day Demand = 9,685 gpd x 2.3 = 22,276 gpm (15.46 gpm) Peak Hour Demand = 9,685 gpd x 3.0 = 29,055 gpm (20.18 gpm) 11'YDRAULICANA-LYSIS A model of the proposed system has been prepared using EPANET 2.0 software, to analyze the performance of the system during peak hour and to verify adequate pressure and flow for firefighting during max. daily flows. 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 demands for Average Day, Maximum Day and Peak Hour. The peaking factor for each case is 1, 2.3 and 3.0 respectively. LAURE L PARK CONDOMINIUMS WATER SYSTEM JUNCTION AVG. DAY MAX. DAY PEAK HOUR NODE UNITS GPM GPM GPM 5 4 1.00 2.29 2.99 7 4 1.00 2.29 2.99 8 8 1.99 4.59 5.98 10 4 1.00 2.29 2.99 11 7 1.74 4.01 5.23 TOTAL 27 6.73 16.46 20.18 Page 3 of 6 The water model prepared for this extension was conservative in the fact that only the primary main line between the tested hydrant and the new extension was modeled. The fact that the distribution system is looped was not considered in this model. DISTRIBUTION MAIN The results of the EPANET analysis, at average daily, maximum daily and peak hour demands, are attached in Appendix A. The proposed 8-inch DIP water main provides adequate flow and pressure under all demand scenarios. The ability of the system to provide fire flows while meeting minimum pressure requirements was checked by placing a 1,500 gpm demand at the fire hydrant location and checking that all nodes maintain at least the minimum 20 psi residual pressure. The lowest pressure within the system under a 1,500 gpm fire flow was calculated to be 62.78 psi at junction n12. The results of the analysis with a fire flow placed at the hydrant location at max daily flow are also included in Appendix A. Page 4 of 6 SANITARYSEWER This subdivision is also serviced by the City of Bozeman sanitary sewer collection and treatment system. Three existing sewer service stubs were extended onto the property with the initial subdivision infrastructure. These three services will be utilized for three of the proposed buildings. The remainder of the buildings will be serviced with a new 8- inch main extension in Glenkirk Drive with service lines running to the buildings. A total of 13 new service lines will be installed with this project. The sewer flows anticipated from the development of this lot were included in the infrastructure design for the entire Laurel Glen Subdivision. Below we will check the adequacy of the 8-inch main extension proposed within Glenkirk Drive. New sewer mains are designed in accordance with City of Bozeman Design Standards and the Montana Department of Environmental Quality Circular DEQ 2. The City of Bozeman Design Standards require new sewer lines serving residential areas to be sized to accommodate an average daily flow rate of 2.11 people per dwelling unit and 89- gallons per capita per day. An estimated infiltration rate of 150-gallons/acre/day is also required. A peaking factor shall be calculated for each main line based on the following formula: Qmax = 18+P /2 Qave 4+P /2 (P = Population in thousands) For the new 8-inch main proposed with this project: Service Population = 2.11 persons per dwelling unit x 25 dwelling units = 52.75 persons Qavg= 52.75 persons x 89 gal/person/day = 4,695 gallons/day (0.0073 cfs) Peaking Factor = 18+(0.053) /2 = 4.31 4+(0.053)1/2 Assumed Infiltration = 150 gallons/acre/day x 4.4928 acre = 674 gpd(0.001 cfs) Max. Flow, Qmax = (Qavg x Peaking Factor) + Infiltration (4,695 gpd x 4.31) + 674 gpd = 20,909 gallons/day (0.0324 cfs) Page 5 of 6 The capacity of an 8-inch main is checked using Manning sequation: Qfun = (1.486/0-013)AR 2/3S1/2 Manning's n = 0.013 for PVC Pipe Minimum Slope = 0.004 ft/ft A = (Tr)r 2= (3.1416)(0.33)2= 0.3491 ft2 P = 2(TT)r = 2(3.1416)(0.33) = 2.0944 ft R = A/P = 0.3491/2.0944 = 0.1667 ft R2/3 = 0.3029 ft S = 0.004 ft/ft S112 = 0.06325 ft/ft Qui = (1.486/0.013)(0.3491)(0.3029)(0.06325) = 0.76 cfs Qmax/Qfuu = 0.0324 cfs/0.76 = 0.0426 or 4.26% Based on the previous calculations an 8-inch sewer is more than adequate to carry the design flows from the 25 proposed dwelling units that will be connected to this main. STORM WATER AL,%NAGEMENT Storm water run-off from the development of this lot was accounted for with the design of Laurel Glen Subdivision. Storm water infrastructure in the surrounding roadways was designed to accommodate the runoff from the full development of this lot. Storm water from this lot will be conveyed to the surrounding roadways with curb and gutter and vegetative swales. Page 6 of 6 Appendix A EPaNET Map & analysis Results C 0 �n c O C] C C C CL �n m m Cs pro � 5«. � O cn. � o d r y U) n � O C) O vrTi C) n Ill o w. O .mow 0 ® (o CL may, (U .0'9+ C 'C G i N c � 0 = N CL o)E as CL > CL c 0 U a) 'a r- N N h Imo- N M (, N (0 a� = o cn gj t`- ,* r: -Ii of ui ai ri to IL IL 0 !� � (!1 U mC6 NWOMd• 0) NeY Cl C1 0) © 11 II 11 11 II O r N N N M M M M 06 CL r`• N � o MNr O r� OOO z r MtY? r LJCY J 0. 11 tl. (1. 112 NNK�7LNU MGOO � NO ® 0- 0 Ul N = - US (D 3: 3: N tl9 p a` LL Cl O LL 0) 0) CO r (D t o CO N r O M _ r � is css ttt (s ;zs X C17 FT Mot Pressure* (PSI) Orifice Size in. Pitot Pressure* (PSI) Orifice Size in. 2.5 4 2.5 4 1 168.3 416.4 42 1088.1 2311.2 2 237.6 589.3 44 1113.3 2365.7 3 290.7 684.8 46 1138.5 2418.8 4 335.7 765.0 48 11618 2471.1 5 375.3 826,6 50 1187.1 2521,9 6 411.3 883.8 52 1210.5 2571.9 - 7 443.7 943.5 54 1233.0 2620.5 _ 8 475.2 1008.5 56 1256.4 2669.0 9 504.0 1069.7 58 1278.0 2716.1 _ 10 531.0 1128.0 60 1300.5 2762.4 11 557.1 1182.5 62 1322.1 2808.0 12 581.4 1235.5 64 1342.8 2853.5 13 604.8 1285.6 66 1363.5 2897,6 14 628.2 1334.1 68 1384.2 2940.9 15 649.8 1381.2 70 1404.0 2984.3 16 671.4 1426.8 72 1424.7 3026.1 17 692.1 1470.8 74 1443.6 3067.9 18 711.9 1 1513.4 76 1463.4 3109.0 19 731.7 1554.5 78 --1-482.3 3150.1 20 750.6 1594.8 80 1501.2 3189.7 22 787.5 1672.5 82 1520.1 3229.3 24 822.6 1747.2 84 1538.1 3268.9 26 855.9 1818.2 86 1557.0 3307.7 28 888.3 1886.9 88 1575.0 3345.8 30 919.8 1953.4 90 1592.1 3383.2 32 949.5 2017.6 92 1610.1 3420.5 34 978.3 2079.6 94 1627.2 3457.9 36 1007.1 2140.2 96 1644.3 3494.5 38 1 1035.0 1 2198.4 98 1661.4 3530.3 40 3566.2 2.5" flaws: Q=29.84ed 24P with c= .9 4" flows: use coefficient and the figures from this Table 4.8.2 from NFPA 291: Pitot Pressure(Velocity Head) Psi Coefficient 2 0.97 3 0.92 4 0.89 5 0.86 6 0.84 7 and ,r 0.83 Revised February 4, 2010 0 .win. _— LLQ yyN __ ! L W N W uj Ucc O - U C co i t OOU - - - _ Jm C l paw - C l - I i + ! rrr � f 0 _ 0 re r CL aALIQ UZOIS1.10A Laurel Park Curve 1 X-values I Y-Values 0; 224.07 1501.2 184.8 2284.678 138.6 2885.151 92.4 3393.916 46.2 3844,615 0 200- 150- � 100- 50- 0- 0 1,000 2,000 3,000 Flaw ( EPANET 2 Pagel i Laurel Park Condos Network Table-Nodes Elevation Demand Head Pressure Node ID ft GPM ft psi June n1 4736.38 0.00 4961.77 97.66 June n2 4734.49 0.00 4961.77 98.48 June n3 4732.6 0.00 4961.77 99.30 June n4 4729.25 0.00 4961.77 100.75 June n5 4729.5 1.00 4961.77 100.64 June n6 4729.5 0.00 4961.77 100.64 June n7 4730.47 1.00 4961.77 100.22 June n8 4730.6 1.99 4961.77 100.17 June n9 4731.25 0.00 4961.77 99.89 June n 10 4731.6 1.00 4961.77 99.73 June nl1 4731.6 1.74 4961.77 99.73 June n 12 4733.26 0.00 4961.77 99.01 Resvr 1 4737.88 -6.73 4737.88 0.00 EPANET 2 Pagel i 00 CT Gl\ C) CD 0 E CJ (5 5 a CL --t- -t M C-4 (-I C) c) 0 0 C? 6 c) 6 to IE � I 00 00 00 00 00 00 00 \0 oll Lr) E C14 cl) � 0. CIL v rLaurel Park Condos Network Table-Nodes Elevation Demand Head Pressure Node ID ft GPM ft psi June nl 4736.38 0.00 4921.84 80.36 June n2 4734.49 0.00 4918.23 79.61 June n3 4732.6 0.00 4910.32 77.00 June n4 4729.25 0.00 4899.49 73.77 June n5 4729.5 2.29 4890.88 69.93 June n6 4729.5 0.00 4889.63 69.39 June n7 4730.47 2.29 4887.04 67.84 June n8 4730.6 4.59 4886.26 67.45 June n9 4731.25 0.00 4881.15 64.95 June n 10 4731.6 2.29 4878.47 63.64 June nl 1 4731.E 4.01 4878.37 63.60 June n12 4733.26 1500.00 4878.15 62.78 Resvr 1 4737.88 -1515.47 473 7.8 8 0.00 EPANET 2 Pagel 0) 0 C> 0 C) 0 C) C) C> C) CD o C> CL cz 0 -t It r-: m -T It 't, cn M Cl) "V e m r- CD I "D "o i a t- c) r- r-- t-- r- W 00 Cn a a a r- 'I: It: . vi kn m m \0 110 CD vi :it j � 00 00 CN r- C1.4 t-- � On .2- a. C. Laurel Park Condos Network Table-Nodes Elevation Demand Head Pressure Node ID ft GPM ft psi June n 1 4736.38 0.00 4961.551 97.56 June n2 4734.49 0.00 4961.541 98.38 June n3 4732.6 0.00 4961.541 99.20 June n4 4729.25 0.00 4961.54 100.65 June n5 4729.5 2.29 4961.54 100.54 June n6 4729.5 1 0.00 4961.54 100.54 June n7 4730.471 2.291 4961.54 100.12 June n8 4730.6 4.591 4961.54 100.07 June n9 4731.25 0.00 4961.541 99.78 June n 10 4731.61 2.29 4961.54 99.63 June n 11 4731.6 4.01 4961.54 99.63 June n12 4733.26 0.00 4961.54 98.91 Resvr 1 4737.88 1 -15.47 4737.88 0.00 EPANET2 Pagel Ak�x. 11'1� d- � 00 o C� o r o a o o O m N O M O CN O O O O (gyp U O O O C� O O C� O O O O O a w O O O O O O O O O O O O a 0 U w M O O O O O O O O O O O O D. O O O O O �O O O O O O O O O O O O c1 ccz *� N (D ct; O O O o0 = 00 � dt ,I, M O O O O O O O O O O O O O O O O O O O O O O U cn N � � 00 GO 09 O O O O O 110 %C "IY O cn o 0 0 0 0 0 o O o 0 0 a 3 00 00 00 \O 00 00 00 00 00 00 00 a' J � 00 O N O � C' � M O Q v1 O o� M ~ �N N C� N ..a Qm ONO N 0. U U U N N U N U U LU N U CL Z a a a n c. si a a. o. Q. 0-a o: a a as a w Q w It Laurel Park Condos Network-Table-Nodes Elevation Demand Head Pressure Node ID ft GPM ft 1 si June n 1 4736.381 0.001 4961.42 i 97.51 June n2 4734.49 0.00 4961.421 98.33 June n3 4732.6 0,00 4961.421 99.15 June n4 4729.25 0.00 4961.42 100.60 June n5 4729.5 2.99 4961.411 100.49 June n6 4729.51 0.001 4961.41 100.49 June n7 4730.47 2.99 4961.41 100.07 June n8 4730.61 5.98 1 4961.41 100.01 June n9 4731.251 0.00 4961.411 99.73 June n 10 4731.61 2.991 496 IA 1 99.58 June nl 1 I 4731.6 5.23 4961.41 99.58 June n 12 4733.26 0.00 4961.411 98.86 Resvr 1 4737.881 -20.191 4737.88 0.001 EPANET2 Page 1 fN C� CD CD co C) 0 C) C) C> C C> C> cn 6 cu Li 2 � Sn a, O 1:I ( I � � Cli 00 C'4 C'4 Nt V 1- ct CL 00 00 00 00 00 ca �,q C� v) C-4 m m z CIA S2