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HomeMy WebLinkAbout08 - Design Report - Meadow Creek Subdivision Ph 1 Lot 3 Block 2 (Crooked Creek Condos) - Water, Sewer W, -4( 0 7:5 DESIGN REPORT FOR WATER & SEWER LOT 3 - BLOCK 2 MEADOW CREEK SUBDIVISION PHASE 1 Prepared for: CHRIS AND JENNIFER RAGER 89 Golden Trout Way, Bozeman, MT 59715 Prepared by: C & H Engineering and Surveying, Inc. 1091 Stoneridge Drive Bozeman, MT 59718 (406) 587-1115 r Project Number: 07227 � ` �. r f" April, 2008 ' INTRODUCTION The proposed development is located in Lot 3 of Block 2 of Phase 1 of Meadow Creek Subdivision, located in the Northeast Quarter of Section 23, Township 2 South, Range 5 East of P.M.M., Gallatin County, Montana. The proposed development will consist of 12 condominium buildings comprised of 2 and 4 unit buildings, providing a total of 26 units for the lot. WATER SYSTEM LAYOUT Water supply Water for domestic use and fire protection will be provided by connections to the City of Bozeman water system. A design report completed by Engineering, Inc. in association with Phase I has previously been approved. A Watercad analysis has been conducted in order to insure that adequate flows and pressures are available to service Lot 3. Water for domestic use and fire protection will be provided by connections to the City of Bozeman water system. An 8-inch water main will be looped through the subdivision connecting to the existing 8-inch water stubs in the boulevards extending from Enterprise Boulevard and Graf Street. Water Usage is based on the following criteria: Using the city average of 2.11 persons per dwelling unit gives a total population of 54.86 persons for the 26 dwelling units on Lot 3. The overall annual average daily demand of 170 gallons per day(gpd) per person is suggested in the COB Design Standards. I Utilizing the 170 gpd per person the predicted average daily water demand for Crooked Creek Condos is 9,326 gpd (6.48 gpm). Hydrant flow and pressure data was collected by the City of Bozeman Water Department for the hydrant just west of the intersection of Graf Street and Enterprise Boulevard. Static and pitot pressures were measured to be 55 psi and 45 psi respectively. The residual pressure was measured as 45 psi while an adjacent hydrant was flowing. WATER DISTRIBUTION SYSTEM SIZING 1. INPUT DATA Minimum Fire Hydrant Flow = 1500 gpm Residual Pressure Required =20 psi for Fire Flow 1. Average Day Demand (Peaking Factor= 1) 2. Maximum Day Demand (Peaking Factor=2.5) 3. Maximum Hour Demand (Peaking Factor= 3.0) Total Average Day Demand = 6.48 gpm x 1.0 = 6.48 gpm Total Maximum Day Demand = 6.48 gpm x 2.3 = 14.90 gpm Total Peak Hour Demand = 6.48 gpm x 3.0 = 19.43 gpm Available Pressure Hydrant#2704, East of Intersection of Graf St. and Enterprise Blvd: Static = 55 psi Residual =45 psi Hydrant#2081, Intersection of Graf St. and Enterprise Blvd: Pitot Pressure=45 2 { HYDRAULIC ANALYSIS A water distribution model using Watercad Version 6.5 has been provided to verify the adequacy of the system to meet minimum fire flow requirements and provide service. 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 for Average Day, Maximum Day and Peak Hour. The peaking factor for each case is 1, 2.3 and 3.0 respectively. CROOKED CREEK CONDOS WATER SYSTEM z Junc#ion y � � No � Aug.Day„ MaxDay `P�akr No Una#s � Hour Node �,Persons GPM GF�M J9 4 10.16 1.20 2.76 3.60 J 12 2 5.08 0.60 1.38 1.80 J 18 4 10.16 1.20 2.76 1 3.60 J22 2 5.08 0.60 1.38 1.80 J 15 8 20.32 2.40 5.52 7.20 J 16 6 15.24 1.80 4.14 5.40 TOTAL 26 66.04 7.80 17.93 23.39 The flow and pressure data collected by the City of Bozeman Water Department was used to model the connection to the existing system as a pump. The pump curve is generated from the data collected using the relationship between head and flow. Calculations for the pump curve are included in Appendix A. The pump is attached to a reservoir in the model which acts as a source of water. The elevation of the reservoir is fixed at the elevation of the pumps, 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 in Appendix A DISTRIBUTION MAIN 3 The proposed water mains will provide capacity with regards to the Peak Hour Demands. Tile flows and pressures within the system for the Peak Hour Demands were generated with the Watercad program and can be found in Appendix A. 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 minimum fire flow constraints (pressure>20psi & flow rate > 1500 gpm), and there is still adequate pressure within the system to provide service to the lots. The model shows that for the worst case scenario (the hydrant in the Southeast corner of the site) 1,945 gallons per minute is available while maintaining 20 psi in the rest of the system. The results of the analysis at peak hourly flow are given in Appendix A. SEWER SYSTEM Lot 3 of Meadow Creek Subdivision Phase 1 will utilize the existing City of Bozeman sewage collection system. This lot will tie into the existing 8" sewer main located in Enterprise Boulevard. A design report completed by Engineering, Inc. in association with Phase 1 of Meadow Creek Subdivision has previously been approved. Therefore, analysis of the sewer system has been omitted from this report. A check of the capacity of the 8" sewer service to the lot was calculated as follows: Total Population projected from full buildout of lot 1: (2.11 people/unit) x (26 units)= 54.86 people The peaking factor for lot 3 is determined by figuring the equivalent population and inserting the population into the Harmon Formula. As calculated previously, the population of the subdivision at full build out will be 54.86 persons. Harmon Formula: Peaking Factor= (18 +-[P)/(4 +IP) P = Population in thousands Peaking Factor= (18 +4-0.05486)/(4 +10.05486) 4 Peaking Factor=4.29 Assumed infiltration rate = 150-gallons/acre/day = 150(2.26 acres) = 339.6 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 gal/capita/day(54.86 persons)(4.31) + 339.6 gal/day = 21,383 gpd 14.85 gpm 0.0331 cfs The capacity of an 8-inch main at minimum slope is checked using Manning's Equation: Qruii = (1.486/0.013)AR2/3S1/2 For the 8 inch main: Manning's n = 0.013 for PVC Pipe Minimum Slope = 0.004 ft/ft A =(3.14/4)d 2= (3.14/4)(8/12)2=0.34907 ft2 P =2(3.14)r= 2(3.14)(4/12) = 2.0944 ft R=A/P = 0.34907/2.0944 =0.16667 ft R2/3 = 0.30105 ft S =0.004 ft/ft S'/2 = 0.0632 ft/ft Qruu = (1.486/0.013)(0.34907)(0.30105)(0.0632) = 0.7592 cfs Q/Qruii =0.0331/0.7592 = 0.0423 or 4.36% The 8-inch sewer main proposed to service this subdivision will be more than adequate to carry the design flows at full build out with minimum slope. S APPENDIX A (WATERCAD REPORT) Crooked Creek Condos Hydrant Flow & Pump Curve Calcs Location Hydrant# Static Pressure Pito Residual (psi) Pressure(psi) Pressure (psi) Enterprise Blvd 2074.00 55 45 Graf/Enterprise 2081.00 45 Nozzle Size: 2 1/2" Flow at Pito Pressure: 1140.00 Pump Curve Calculations: Pump#1 QR= QF[(HR/HF)^.54] 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) Pressure(psi) Pressure(feet) Flow 50 115.38 784.06 45 103.85 1140.00 40 92.31 1419.04 20 46.15 2242.34 10 23.08 2568.26 0 0.00 2862,20 J-25 lb J-16 P-15 J CQ J- P-9 JJ 0 II II� 00 U I � � I -7 J-8 � I I w �) EXISTING 8" WATER SERVI E 11 � 2 fl= J-18-19 J-13 6 J-14 P- J 2--3 I N J (-D I I N n o 00 X W J-19 P-21 J-20 PMP-1 -�2 R-1 N EXISTING 8" WATER SERVICE _ J-3 P-23 a_ J-21 12"W P-22 J-2 GRA F ,S'TREE T J-4 WATERGAD CROOKED CREED CONDOSEngineering and Surveying Inc. 1091 S taneridge Drive Bozeman, MT 59718 SCALE 1 "=30' Phone(406) 587-1115 • Fax(406)587-9768 www.chengineers.com • info@chengineers.com Detailed Report for Pump Definition: ►-..mp Curve Pump Head Characteristics Pump Type Multiple Point Discharge Head (gpm) (ft) 784.06 115.38 1,140.00 103.85 1,419.04 92.31 2,242.00 46.15 2,568.00 23.08 Pump Efficiency Characteristics Efficiency Type Constant Efficiency Pump Efficiency 100.0 % Motor and Drive Characteristics Motor Efficiency 100.0 % Variable Speed Drive? false 140.7 120.0 100.0 80.0- 60.0 40.0 20.0 0.0 - —� -- -- — -f- -- 0.0 500.0 1000.0 1500.0 2000.0 2500.0 3000.0 Title:Crooked Creek Condos Project Engineer:C&H Engineering g:\...\deq\watercad analysis 07227 4-17-08.wcd C&H Engineering&Surveying Inc WaterCAD v6.5[6.5120] 04/17/08 02:40:34 PM ©Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 1 of 1 Scenario: Base Fire Flow Analysis Junction Report Label Elevation Zone Type Base Flow Pattern Demand Calculated Pressure (ft) (gpm) Calculate ydraulic Grad (psi) (gpm) (ff) J-2 4,951.30 Zone Demand 0.00 Fixed 0.00 5,088.44 59.34 J-3 4,950.50 Zone Demand 0.00 Fixed 0.00 5,088.44 59.68 J-4 4,950.26 Zone Demand 0.00 Fixed 0.00 5,088.44 59.79 J-7 4,946.32 Zone Demand 0.00 Fixed 0.00 5,088.44 61.49 J-8 4,946.32 Zone Demand 0.00 Fixed 0.00 5,088.44 61.49 J-9 4,945.92 Zone Demand 3.60 Fixed 3.60 5,088.44 61.66 J-10 4,946.30 Zone Demand 0.00 Fixed 0.00 5,088.44 61.50 J-11 4,947.92 Zone Demand 0.00 Fixed 0.00 5,088.44 60.80 J-12 4,948.34 Zone Demand 1.80 Fixed 1.80 5,088.44 60.62 J-13 4,949.61 Zone Demand 0.00 Fixed 0.00 5,088.44 60.07 J-14 4,949.79 Zone Demand 0.00 Fixed 0.00 5,088.44 59.99 J-15 4,948.12 Zone Demand 7.20 Fixed 7.20 5,088.44 60.71 J-16 4,947.15 Zone Demand 5.40 Fixed 5.40 5,088.44 61.13 J-17 4,947.14 Zone Demand 0.00 Fixed 0.00 5,088.44 61.13 J-18 4,948.35 Zone Demand 3.60 Fixed 3.60 5,088.44 60.61 J-19 4,950.00 Zone Demand 0.00 Fixed 0.00 5,088.44 59.90 J-20 4,950.70 Zone Demand 0.00 Fixed 0.00 5,088.44 59.59 J-21 4,950.70 Zone Demand 0.00 Fixed 0.00 5,088.44 59.59 J-22 4,950.16 Zone Demand 1.80 Fixed 1.80 5,088.44 59.83 J-23 4,957.74 Zone Demand 0.00 Fixed 0.00 5,088.44 56.55 J-24 4,947.14 Zone Demand 0.00 Fixed 0.00 5,088.44 61.13 J-25 14,954.72 Zone Demand 0.00 Fixed 0.00 5,088.44 57.86 Title:Crooked Creek Condos Project Engineer:C&H Engineering g:\...\deq\watercad analysis 07227 4-17-08.wcd C&H Engineering&Surveying Inc WaterCAD v6.5(6.51201 04/17/08 02:21:06 PM ©Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 1 of 1 Scenario: Base Fire Flow Analysis Pipe Report Label Length Diametei Material Hazen- Check Minor Control ischarg pstream Structuh EDwnstream Structu Pressure Headloss (ft) (in) William Valve? Loss Status (gpm) Hydraulic Grade Hydraulic Grade Pipe Gradient C Coefficien (ft) (ft) Headlos (ft/1000ft) (ft) P-1 24.00 6.0 Ductile Ira 130.0 false 0.35 Open 23.41 5,088.45 5,088.44 0.00 0.08 P-3 193.00 12.0 Ductile Ira 130.0 false 1.07 Open 9.83 5,088.44 5,088.44 0.00 0.00 P-6 193.00 8.0 Ductile Ira 130.0 false 0.74 Open 9.83 5,088.44 5,088.44 0.00 0.00 P-7 26.00 8.0 Ductile Ira 130.0 false 0.61 Open 9.83 5,088.44 5,088.44 0.00 0.02 P-8 43,00 8.0 Ductile Ira 130.0 false 0.22 Open 9.83 5,088.44 5,088.44 0.00 0.00 P-9 90.00 8.0 Ductile Ira 130.0 false 0.35 Open 6.23 5,088.44 5,088.44 0.00 0.00 P-10 75.00 8.0 Ductile Ira 130.0 false 0.59 Open -1.35 5,088.44 5,088.44 0.00 0.00 P-11 9.00 8.0 Ductile Ira 130.0 false 0.20 Open -1.35 5,088.44 5,088.44 0.00 0.00 P-14 98.00 8.0 Ductile Ira 130.0 false 0.22 Open 5.02 5,088.44 5,088.44 0.00 0.00 P-15 174.00 8.0 Ductile Ira 130.0 false 0.20 Open -2.18 5,088.44 5,088.44 0.00 0.00 P-17 8.00 8.0 Ductile fro 130.0 false 0.00 Open -7.58 5,088.44 5,088.44 0.00 0.00 P-18 74.00 6.0 Ductile Ira 130.0 false 0.74 Open -3.15 5,088.44 5,088.44 0.00 0.00 P-19 34.00 8.0 Ductile Ira 130.0 false 0.00 Open 6.82 5,088.44 5,088.44 0.00 0.00 P-20 95.00 8.0 Ductile Ira 130.0 false 0.22 Open -13.57 5,088.44 5,088.44 0.00 0.01 P-21 47.00 8.0 Ductile Ira 130.0 false 0.61 Open -13.57 5,088.44 5,088.44 0.00 0.01 P-22 139.00 12.0 Ductile Ira 130.0 false 0.35 Open 23.41 5,088.44 5,088.44 0.00 0.00 P-23 65.00 12.0 Ductile Ira 130.0 false 0.05 Open 9.83 5,088.44 5,088.44 0.00 0.00 P-24 23.00 8.0 Ductile Ira 130.0 false 0.00 Open -13.57 5,088.44 5,088.44 0.00 0.00 P-25 56.00 8.0 Ductile Ira 130.0 false 1.28 Open 6.82 5,088.44 5,088.44 0.00 0.00 P-26 22.00 8.0 Ductile Ira 130.0 false 0.61 Open 5.02 5,088.44 5,088.44 0.00 0.02 P-27 26.00 8.0 Ductile Ira 130.0 false 0.00 Open 0.00 5,088.44 5,088.44 0.00 0.00 P-28 25.00 8.0 Ductile Ira 130.0 false 1.28 Open -7.58 5,088.44 5,088.44 0.00 0.02 P-29 2.00 8.0 Ductile Ira 130.0 false 0.59 Open -7.58 5,088.44 5,088.44 0.00 0.00 P-31 26.00 8.0 Ductile Ira 130.0 false 0.00 Open 0.00 5,088.44 5,088.44 0.00 0.00 P-32 1 28.001 48.01 Ductile Ira 130.01 false 1 0.001 Open 1 -23.411 4,961.541 4,961.541 0.001 0.00 Title:Crooked Creek Condos Project Engineer:C&H Engineering g:\...\deq\watercad analysis 07227 4-17-08.wcd C&H Engineering&Surveying Inc WaterCAD v6.5[6.5120] 04/17/08 02:21:33 PM ©Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 1 of 1 Scenario: Base Fire Flow Analysis Reservoir Report Label Elevation Zone Inflow Calculated (ft) (gpm)I ydraulic Grad (ft) R-1 4,961.54 Zone N/A N/A Title:Crooked Creek Condos Project Engineer:C&H Engineering g:\...\deq\watercad analysis 07227 4-17-08.wcd C&H Engineering&Surveying Inc WaterCAD v6.5(6.5120j 04/17/08 02:36:56 PM ©Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 1 of 1 OD T N Z W (6 CL > L: w al O CL E E cc :3 (D' Eyo 7 7 CL iL z z z z z z z z z z z z z z z z z z z 5- z a- E c= a).2 E co A o (D g g g g g g ON g N to zzzzzzzzzzzzzzzzzzz --; Z --) U) CD C: 0 a 00 0 0 0 a 0 0 0 0 0 0 0 0 0 00 0 00 0 00 0 0 0 00 q q q 0 N 0 0 0 0 0 0 0 o o o 06 6 660 00 00 o E w'ro = + Ego < C0 Z) co 0 Z Z Z Z Z z z z z z z z z z z z z z z z C� r, 75:9 w cO 0 0 co U, CQ N 0 a) 0 CL :3 co� :3 IM -0 U) U) 0 0 0 0 a 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 cc: CL 0 < < < Oi C M U. 0 (D zz :� �! 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