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HomeMy WebLinkAbout15 - Design Report - Boulder Creek - Water, Wastewater DESIGN REPORT WATER AND SANITARY SEWER DESIGN BOULDER CREEK 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) 587-1115 h `? Project Number: 14624 JUNE 2015 Design Report -Page 2 of 8 INTRODUCTION The Boulder Creek Subdivision is a 63 lot subdivision located East of Laurel Parkway, north of Annie Street, and south of Oak Street. The 35.34-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 systems. WATER SYSTEM LAYOUT Current water mains in the area utilized for the Boulder Creek Subdivision include an 8-inch ductile iron pipe (DIP) located in Oak Street, an 8-inch DIP in Sherwood Way on the east side of the site,and a proposed 8-inch DIP located in Annie Street. The proposed main in Oak Street will connect the existing main in Laurel Glen to the west and Traditions to the east. This will provide redundancy to the water supply system. The existing main on the east side of the subdivision at Sherwood Way will be extended to the west and loop through the subdivision. There is a proposed 8-inch main to be installed in Annie Street to connect the existing main in Laurel Glen to the existing main in Traditions Subdivision. Annie Street improvements are shown on the previously submitted and approved Westbrook Subdivision construction plans. Annie Street will have to be improved with Westbrook Subdivision or with Phase 1 of Boulder Creek per the conditions of approval for each of the subdivisions. All other interior subdivision streets will have 8-inch mains installed to provide adequate flow for each of the lots. The large multi-family lots in the northeast corner of the subdivision will have 8-inch mains stubbed in to them and future main extensions or service extensions will be designed and shown on a future site plan. A WaterCAD analysis is enclosed (Appendix A) 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. Design Report-Page 3 of 8 WATER DISTRIBUTION SYSTEM SIZING 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 N I I dwellin units) nits) 59 single family homes and 4.9938 acres of R-4 zoning with 10.4 units per acre Average Day Demand = 111 d.u. x 2.11 persons/d.u. x 170 gpcpd = 39,816 gpd = 27.65 gpm Maximum Day Demand = 27.65 gpm x 2.3 = 63.60 gpm Peak Hour Demand =27.65 gpm x 3.0 = 82.95 gpm Available Pressure: 8-inch main in Longbow/Annie. (Hydrant#1078) Static = 98 psi Pitot= 65 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. Design Report -Page 9 of 8 Boulder Creek JUNCTION # OF AVG. MAX. PEAK NODE LOTS DAY DAY HOUR GPM GPM GPM J44 6 1.50 3.44 4.49 J42 5 1.25 2.87 3.74 J41 6 1.50 3.44 4.49 J40 7 1.74 4.01 5.23 J43 7 13.69 31.49 41.07 J38 10 2.49 5.73 7.48 J37 10 2.49 5.73 7.48 J35 4 1.00 2.29 2.99 J36 8 1.99 4.59 5.98 Total 63 27.65 63.58 82.94 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 pitot pressure of 65 psi, and a residual pressure of 80 psi at this hydrant(Appendix A). 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 in Appendix A. Design Report - Page 5 of 8 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 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 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 in Appendix A. SEWER SYSTEM In the Boulder Creek Subdivision,the sewer lines will be installed in the streets and will flow north to a connection with an existing 8-inch sewer trunk line located in Oak 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 Laurel Parkway 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-Xl8 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 flow allocated for Boulder Creek and Westbrook combined is 144.4 GPM which is greater than the 131.8 GPM required for both Boulder Creek and Westbrook Subdivisions at build out. Therefore, the previously installed Laurel Glen Lift Station is adequately sized to accommodate peak hourly demand from Boulder Creek 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 Design Report- Page 6 of 8 Bozeman. Using the city average of 2.11 persons per household the equivalent is calculated. Equivalent Population = (2.11 persons/dwelling unit)(59 units) = 124 persons (single family) =(10.4 d.u./acre)(4.99 acres)=(52 d.u.)(2.11) = 110 persons (multi-family) Harmon Formula: Peaking Factor= (18 + Po.$)/(4 + Po.$) where: P =Population in thousands= 0.124 + 0.110=0.234 Peaking Factor= (18 + 0.2340-5)/(4 + 0.2340.5) Peaking Factor=4.12 Assumed infiltration rate = 150 gallons/acre/day= 150 (35.34 acres) = 5,301 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 (234 persons) (4.12) + 5,301 gpd = 91,104 gpd 63.27 gpm (0.141 cfs) The capacity of an 8-inch main is checked using Manning's Equation: Qfuu = (1.486/0.013)AR2i3Sli2 For the 8-inch main within the Boulder Creek Subdivision: 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 R2l3 = 0.30105 ft Design Report- Page 7 of 8 S = 0.004 ft/ft S'/Z= 0.0632 ft/ft Qf,ii = (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/Qa,u = 0.141/0.7592 = 0.1857 or 18.57% Based on these calculations, an 8-inch sewer line is more than adequate to carry the design flows for the subdivision. For the 8-inch sewer trunk line located in Oak Street: This trunk line conveys combined flows from Tradtions (Phases 1-3), Flanders Creek and Boulder Creek Subdivisions. These three subdivisions amount to the following totals in terms of dwelling units and total population: Flanders Creek Dwelling Units=217 d.u. Equivalent Population= (2.11 persons/dwelling unit) x (217 units) = 458 persons (single and multi-family) Traditions Dwelling Units= 95 d.u. Equivalent Population=(2.11 persons/dwelling unit)x(95 units)=201 persons(single and multi-family) The total population served by the 8" sewer trunk line = 458 +201 + 234 = 893 persons Using the Harmon Formula the total anticipated Peak Flow is calculated as follows: 'Harmon Formula: Peaking Factor= (18 +Po.$)/(4 +Po-') Design Reporl -Page 8 of 8 where: P = Population in thousands= 0.893 Peaking Factor= (18 + 0.8930-5)/(4 + 0.893") Peaking Factor= 3.83 Assumed infiltration rate (Traditions, Flanders and Boulder Creek) _ 150 gallons/acre/day = 150 x (39.84acres+39.92 acres+35.34) = 17,264 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 (893 persons) (3.83) + 17,264 gpd = 321,661 gpd 223.38 gpm (0.498 cfs) Based on these calculations the percent of full capacity is calculated for the service area. Connection: Q/Qf,u =0.498/0.7592= 0.1857 or 65.55% Based on these calculations, an 8-inch sewer line is adequate to carry the design flows for the subdivision. 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=Qj*((Ps-P)/(P s-P r))(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 168A6 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 33-70.92 0.00 Mike Balch )m: Erin Shane <Eshane@BOZEMAN.NET> _dnt: 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 asfollows—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. Lea.dworker Bozeman Montana WatedSewer Operations Department A eshane bQzernan_net N1 40&5E2-3200 Please visit our website at sannAv.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, Auld 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 .rwnw�r� Engine?er-'inR and �.�s-ur•vayinq Inc. 1091 S'OroOfto,Dfloo&Eadmmw,MT69710 PltQgp t4003 5187.1116+h Fax 14053 587-9768 tw,w.e�l}�n�inn�rs.c�rrr a inii�t�►:Isc�n;llnear;�.cobt� "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 receivethis Wmation. If you are not the addressee and/or are not authorized to receive this for the addressee,you must not use, copy, 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," t 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 0001000 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: Boulder Creek Project Engineer: Mike Balch g:\c&h\12\12662\watercad files\boulder creek.wcd C&H Engineering&Surveying,Inc. WaterCAD v6.5[6.5120] 04/07/15 10:50:29 AM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 1 of 1 Scenario: Peak Hour J-68 P-73 J-69 P-74 J-70 LO P-22 a. J-45� cD J 71 ti a J-440 J-72 P-19 p- 1 -o P. 4 J-420 J-74 - - � J-73 Cl) 0) W, EL J-78 P-18 J-430� P-20 J-41 J-75 O N 00 J-40 °° p n J-77 P 10 J-33 P-11 `J-34 p_P- v J-39 J-76 P-14 J 38,�� J-25 J-37 J-32 P-15 N 00 C, a J-35 J-36 R-1 P-71 T P-2�3 .J-46 P-24 P-4 P-5 P-6 P-7 J-31 J 26 J-28 J-29 J-30 PM P-1 _ Title:Boulder Creek Project Engineer:Mike Balch g:\c&h\12\12662\watercad files\boulder creek.wcd C&H Engineering&Surveying,Inc. 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M cr v a v v [t O M r r� t; r r r r I- r o U N L0 � O Co Lo N (0 N Y lT � m M d N C Q En W U LO LO [} O O n N N o 0 0 0 0 0 0 0 o M o 0 0 M O O O O O O O N 'It 0 'p N C w O O O O O O O O O O cm) O O O O CD O CD O O CD - O O O O O O CDO O O O 0 d O N O O O O O O O O O O O o O O O O O O O O O O o O O O O o o O O O O O O O co O O m (O� N U) O M O O O N O O O O O O O O O O O O O O O V O O O O O O O O O 0 0 (n O O O O O o O O O O O O O O O o O O O o O O O O O O O O O O O O O O 7 47 0 O O O o O O O O O O O O O o O O O O O O O O O O O O O O O O O O O O 0 aa� a� n` _ LO m m r r r m LO LO 0 m r to LO v v v v m m m N M o m m m m m v v v M m m a) ao w w cw w w w w w 0o w w w w w w w w w 00 0o 00 co M eo 00 00 co 00 w w Lw w w w m 10 (D c0 co co co CD (D (O o (D (0 co 0 00 M m 0 m M O 00 v 00 M 0 (0 0 (DM 00 M co - 12 0 0 0 0 0 0 0 0 0 O 0 0 0 0 0 0 0 0 0 0 0 0 O r 0 0 0 0 0 0 0 a 0 0 O (0 U)C7 v v v v v v v v v v Vr v v v v q7v v v �f v v v v v v v v d v v v v v- E 2 w LO m�� r N O C T N O + ❑ LO LO w M r r r LO LO LO W r m LO m m m N N O m m m M m m v v v 0 M Q U CO 00 00 CO 00 00 00 0` m m m 0 0 0 0 00 0 00 0 00 0 c0 00 0 0 w 0 00 0 00 0m0 0 00 0 vfM 0 00 0 00 0 00 0 0 00 0 00 0 00 0 0 00 0 00 ❑ 0 CC) � 0 C C O rn rn rn (3 (3 rn C C rn rn G (3 rn U C rn C rn G rn cn � rn rn rn rn O O rn 0 O Oi C 0 F v v v v r E = L9 0 7 N w T cL U _ •N o_ E Y O W O 00 O M M O O CO W 00 M M O v r O O r r W O O N N (D M W (O � o O N 0 0 0 0 0 0 LO tO O O O V v N N v r O V 0 0 O O 0 0 0 0 M O r N v LO LO Q E1 LO N O c0 LO O CO CO O N LO r r LO LO cY CO c} O N N N o 0 0 0 V v O V cr (O fq >m m Q (M co m M N N v 00 00 W L i i i N m Im N L 3 LL U) = -o o a o 0 LL •a i =3 UJ i) C C C C C C C C C C C C C C C C C C C C C C C Y LL 82 N N N O N N N N N N N N N w N w N N N N N N N N N N N N N N N 0 N N N 2 0 Cl) U 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 v m O o 0 0 0 0 0 0 o O o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o O o 0 0 o r O O O O O O 0 O O O O O O O O o O O O O O O O O O O O o 0 o O O o O O Cl) C O O O O O O O O O O O 0 O O O O O O O O O O O O O O O O O O 0 O O O O O (n U C C 0 _ J O O U 0 (D O a) 0 ! N D 2 Mn T D _N fA N N y1 N Ln V2 N n N N N to N N to N N N D _M N to to N N N N m U u m m m m m m m m m m m m m m m m m m m m m m m m m m m m m m m m m m w 4-- 4- 4- 4- w V-- w- w 4-- 4- 4-- w- w V- 4- (A m y O O O O O O O O O O O O O O O O O O O O O O O O O O O o o O O O O O O m C E O O O O O O o o O O O O O O O O O O O o O O o O O O O o O O O O o O O N Sm U m M m M M M M M M M M M M M M M M M M M m M m M M M M M M M M M M M M O 3 C C C C C C C C C C C C C C C C C C C C C C C C C C C C C C C C C C C N O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O U _ _ _ cp N N N N N N N N N N N N N N N N ? N N N N N N 9 N N 0) N N N N N N N N N U U U U U U U U U U U U U U U U U U U U U U U U U U U U U U U U U U U U 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 O O O O O O O O O o O O O O O O O O O O O O O O O O O O O O O O O O O N N N CO W CO 00 W 00 OD OD 00 CO Lb 00 lb M W W W CO W W CO O W O W lb W 00 00 00 00 W M OD 00 L� O O U Nv N ❑ Y � d � 3v t O O O O O O O o o O O O O 0 O O o O O O O O 0 0 o O O O O 0 O O O O O O O O O 0 O O O o O O O O O 0 0 o O O O O O O o O O O o O O O O O O v 0 M y LO LO LO LO o LO 6 LO 6 6 LO v � O r LO (0 O O o M O m N U (MO a) V o �t N v O CDv 0v - - m .- - - - - - LO It N N M 0 LO r 0 N N N N J co N (O N r (O CD M N '0 - 0 p N LO JO o N M -Y 0 (0 r M O O N M v M y LO 0 1- M O O N M m (� i N V LL7 (fl t i 00 i 7 s-- - - - - 7 7 N N N N N 1� I r r r r I i I� I i 1� 00 00 00 CO Qj i O L ILQ- 0- a a_ D- a a m a- n- ft. a d m m a a 0- a a a 0_ 0- a a a 0_ a 0_ a 0- 0_ m FT5 o,o \ \ \ fyo S ( / Cl) ) § aR72 ) $/ 0 o * o / -- O� § {\R �I k 2 ) 2) co § � E e tt 6 < q 2 co o k • § U) mao \\ o ' mE-0 f / Qao� x- 6 K § k ■ U k 9 � o 52 {k F 'T LU 2 L /moo 1k 2 � b d k / 2 R // $ f 0 k / \ § k _\ 0 $ w | � aa_ 2 \ § § k § § o § U) ¥ o E &\ Detailed Report for Pump: 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 985.83 ft Upstream Pipe P-71 Y 7,393.96 ft Downstream Pipe P-23 Elevation 4,743.00 ft Pump Definition Summary Pump Definition boulder creek north Initial Status Initial Pump Status On Initial Relative Speed Facto 1.00 Calculated Results Summary Time Control Intake DischargEDischarge Pump RelativeCalculated (hr) Status Pump Pump (gpm) Head Speed Water Grade Grade (ft) Power (ft) (ft) (Hp) 0.00 On 743.00 4,968.92 82.97 !25.92 1.00 4.73 Pump Head Curve PMP-1 (Relative Speed Factor = 1.00) 250.0 its 200.0 C 150.0 Co$ (1) = 100.0 50.0 0.0 0.0 500.0 1000.0 1500.0 2000.0 2500.0 3000.0 3500.0 Discharge (gpm) Title: Boulder Creek Project Engineer: Mike Balch g:\c&h\12\12662\watercad files\boulder creek.wcd C&H Engineering&Surveying,Inc. WaterCAD v6.5[6.51201 04/07/15 02:48:03 PM ©Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 1 of 1