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HomeMy WebLinkAbout13 - Design Report - Norton Ranch Ph 2A - Wastewater W LA MORRISON AlA' MMERLE, INC. An Employee-Owned Company WASTEWATER DESIGN REPORT NORTON RANCH EAST SUBDIVISION PHASE 2A BOZEMAN, MONTANA December 2013 a-- ,,"��AMES P. '. 9063 P.E. Prepared For: Norton Properties, LLC 3 63020 NE Lower Meadow, Suite A Bend, OR 97701 Prepared By: Morrison-Maierle, Inc. 2880 Technology Boulevard West Bozeman, Montana 59718 NA5149\007\Reports\Wastewater Report.dou Introduction The Norton Ranch East Subdivision, Phase 2A is a portion of a project that was previously designed by Engineering, Inc. and approved in 2008 by the City of Bozeman under the project name of Norton Ranch East Subdivision, Phase 1. Since the approval in 2008, Engineering, Inc. separated a portion of the original Phase 1 into a new"Phase 1" project using the design work accomplished during the original Phase 1. In 2012 Morrison Maierle Inc. separated another portion "Phase 2" form the original Phase 1 designed by Engineering Inc. The design for Phase 2A uses the original approved Engineering, Inc. design as a basis and therefore this design report is limited to providing information to the specific components of Phase 2 and changes that are needed due to the changes in the City of Bozeman Design Standards. A copy of the approved design report by Engineering, Inc. dated January 2008, Revised 4/30/08 is attached to this report and is incorporated by reference and is referred to as the "approved design report" in this document. Phase 2 Description Phase 2A consists of 25 residential lots and a total area of 2.52 acres. It is located north and west of the platted Phase 1 and 2 and south of Phase 1. Phase 2A consists of extending West Babcock Street and Fallon Street both to the west and a portion of Laurel Parkway. The attached exhibit shows the location of Phase 2A relative to the overall Phase 1 project. Existing Conditions As part of the platted Phase 1 subdivision the backbone of the wastewater collection system for the overall Phase 1 was constructed. This consists of 8", 10" and 15" sewer mains and a lift station with a forcemain. The sewer connections for the Phase 2A project were stubbed out with the construction of the platted Phase 1 and 2 subdivisions. Wastewater Flows The approved design report included connections for 18 lots within the area that is now Phase 2A. Therefore the mains and lift station installed with the platted Phase 1 improvements will not impact the design demand computed for this portion of the project. Changes Required Due to Updated Design Standards No changes in the design are needed to meet the updated design standards. END NA5149\007\Reports\Wastewater Report.doex Atim.SANDERSON tr STE NA/ ART LIFT STATION DESIGN REPORT FOR NORTON RANCH SUBDIVISION BOZEMAN, MONTANA i PREPARED FOR \ \\ I NORTON PROPERTIES, LLC 63020 LOWER MEADOW ROAD BEND, OR 97701 \\\ Dl \ Jf(l i FEBRUARY 2009 REVISED MARCH 17, 2009 BOZ-07004.04 i SANDERSON t_•� T WAR T March 22,2010 Project No.BOZ-07004.04 NORTON RANCH LIFT STATION ENGINEERING REPORT 1. INTRODUCTION Norton Ranch Subdivision is a planned residential subdivision located in Bozeman, Montana. Wastewater generated from the subdivision will flow via new gravity sanitary sewers to a lift station located at Laurel Parkway and Norton Street. The wastewater will be pumped from the lift station and travel through force mains routed north on Laurel Parkway to Durston Road, and east on Durston Road to the tie-in with the existing City of Bozeman sanitary sever collection system at Durston Road and Cottonwood Road. 2. PHASE I Phase I of the Norton Ranch Subdivision will consist of the development of 40 acres of the 242-acre site. For the first phase, the City of Bozeman has placed a limitation on the rate at which the Phase I wastewater may be pumped into the existing collection system based on the available and unreserved capacity in the receiving sewer. This rate is 175,000 gallons per day (121.5 gpm), which is below the design rate for the first phase. As such, equalizing storage will be incorporated into the lift station design to address the deficit pumping capacity as discussed in Section 4.3.1 below. Wastewater flows for subsequent phases of the Norton Ranch development will be able to be pumped at a rate equal to the future design rate as ne-%v sewerage collection system infrastructure will be constructed to increase the capacity of the collection system at and downstream of the collection system tie-in location. The design flow for the lift station is equal to the estimated peak hourly flow as defined in the Department of Environmental Quality (DEQ) design Circular-2. Peak hour flow is based on estimated population and determined as a ratio with the estimated average daily flow according to the following formula: tnkfwrrly/ ur. Gr}_ ��t4}l�T i)��4����r iybei-e elf. 1.0 P=popttlertion in thousands 1300 north Translech Way Billings,Montano 59102 Phone 406.656.5255 Fox 406.656.0967 www.sandersonstewort.com The number of proposed dwelling units for the first phase conforms to the proposed R-4 Zoning as per the City of Bozeman zoning regulations. The dwelling unit density is 314. At 2.11 persons per dwelling unit, the estimate first phase population equals 663 persons. As per City of Bozeman design standards, the average day per capita wastewater flow equals 89 gallons per day (gpd). Therefore, the first phase average day wastewater flow for the estimated 663 persons equals 58,966 gpd (40.9 gallons per minute —gpm). Using equation 1.0 above, the peak hour to average day wastewater flow ratio for the first phase equals 3.92. Therefore, the peak hour domestic flow equals 161 gpm. Infiltration inflow (I/I) must also be included in the estimate of design flow and be equal to 150 gpd per acre. With a first phase area of 39.84 acres, the I/I equals 5,976 gpd(4.1 gpm). The total initial lift station design flow for the first phase when summing domestic wastewater flow and I/I equals 165 gpm. A scaled-back version of Phase I (Phase IA) could also be implemented. Under this scenario, Phase IA would consist of the development of 113 units. Consistent with what was presented above for Phase I, the estimated population under this scenario would be approximately 238 persons; the average day wastewater flow would equal 21,220 gpd (14.7 gpm); the peak hour to average day flow ratio would equal 4.12; and the peak hour wastewater flow would equal 60.6 gpm. Phase IA would occupy 15.76 acres, therefore the design infiltration inflow would equal 1.64 gpm. The total design flow for Phase IA would equal 62.2 gpm. Changes in the vet well sizing and pump cycling corresponding to this development scenario are addressed in the following sections. 3. SUBSEQUENT PHASES Population estimates and corresponding flows from areas within the remaining 202 acres of the Norton Ranch development are based on the anticipated zoning of these areas and dwelling unit density duties as set forth in the City of Bozeman zoning regulations. Table 1 below summarizes the breakdown of the proposed zoning in subsequent phases of the development, the number of dwelling units, and population per dwelling unit duties for the particular zoning type. Average day wastewater flows per zoning area are also established by zoning code and listed in Table 1. 1':B07j)7W_Wj_t<ng_Rpnt 2 �)3/_2JHY)GN/ c Table 1—Morton Ranch Future Development Area,Zoning,Population, and Avera,eeDay[1astewater Flow Ave.Day Ave. Dwelling Population Day nitsDu Zoning Area Unit Duty Dwelling Duty Population Flow Q (ac} (du/ac) units (per./du)Jdu) (gpd a � c) Flow. (gpd) B-P 24.63 5.2 128 2.11 270 960 23,645 R-0 63.59 5.2 331 2.11 698 980 62,318 R-3 52.84 6.5 343 2.11 725 1,220 64,465 R-2 21.00 5.2 109 2.11 230 980 20,580 R-4 39.97 10.4 416 2.11 877 1,950 77,942 Total 202.03 1,327 2,800 248,950 Based on a future phase population of 2,800 in combination with the estimated population from Phase I, the total population of the Norton Ranch Development at full build-out would equal 3,463. From Eq. 1.0 the peak hourly to average day wastewater flow ratio would equal: o�/tn,L'LoHr'y/oc'n .,fir= (18+3.4630-s)I(4+3.463os) = 3.39 Therefore,the domestic peak hourly flow would equal: (248,950 +58,966) *3.39 = 1,043,835gpd(725g5m) The required allowance for infiltration inflow to be added to the design flow equals: (39.84 ac+202.03) * 150gd/ac=36,281 aid(25gom) Therefore, the total design flow that the lift station capacity must satisfy at full, build-out of the subdivision equals 750 gpm. 4. LIFT STATION CONFIGURATION 4.1 Pumping Units The lift station will consist of a vet well utilizing submersible wastewater pumping units with discharge piping running to a generator building that houses both the control valves of the discharge piping as well as a backup diesel-fired generator and transfer switch. The lift station wet well shall use a tri-plea pumping unit configuration (3 pumps). For the first phase, the firm pumping capacity (capacity with the largest pump out of service) needs to equal 121.5 gpm as discussed in Section 2 above. Therefore, two pumps rated at 121.5 gpm shall be installed. As subsequent areas are being proposed for development,a third 121.5 gpm pump may be added,or two or three new pumps l' �o/._o7ixt4_�r:5_tn itpcc 3 q*122_11Q)C.N/cx of greater capacity may be added to satisfy the needed pumping capacity requirements. The actual firm pumping capacity for any particular set of pumping units is dependent upon the discharge conditions present,which changes total dynamic head conditions and the rate at which the pumps will operate. These discharge conditions; specifically, the use of dual force mains of different sizes as discussed below,provide for the option of producing several different station pumping capacities using the same pumping unit set as discussed further in Section 4.2. The future configuration of the lift station in terms of the pumping unit sets will be dependent upon the nature and size of subsequent phases of development. 4.2 Force Mains Dual force mains will be utilized to convey wastewater from the lift station to the tie- in location with the City of Bozeman collection system. The use of dual force mains was necessitated by the wide range of design wastewater flows that may be present as Norton Ranch is developed. The rate of these design flows varies between the initial Phase IA design pumping rate of 62.2 gpm;the Phase I design pumping rate of 121.5 gpm;or the estimated design pumping rate of 750 gpin at full build-out. By using either, or both, of the 4-inch diameter and 6-inch diameter force mains, the minimum 2 feet per second (ft/s) wastewater flow velocity requirement and 10 ft/s maximum velocity guideline can be maintained in the force mains during any operating scenario except Scenario 3, and the wide range of design wastewater flows can also be potentially satisfied using a single set of pumping units. Since the minimum flushing velocity cannot be maintained in Scenario 3, utilization of this operating scenario is not recommended. As is summarized in Table 2 below, the variation in the total dynamic head created when pumping into the different combination of force mains effectively shifts the operating point of the pumping units and provides for a significant variation in discharge rates depending upon the pump and force main scenario. For example, a firm pumping capacity of up to 206 gpm can be provided by the initial set of pumping units when utilizing both the 4-inch and 6-inch diameter force mains. (see Scenario 2, Tble. 2). A pumping capacity of 206 gpm is equivalent to the design flows from approximately 411 dwelling units. (I"able 3). f'BO!. 070H 05_1:n,_Rprt 4 {03122111g c7/1. Table 2—Lift Station ifigufation and spondin 1Z Design Ca aci FM FM Pumping FM FM Firm Pumps Velocity Velocity TDH Pumping Scenario Status Statics Rate Installed 4" 6" (gpm) 4" 6" (ft) Capacity ft/s) (ft/8) m 2@ — 2 121.5 Closed Open 206 NA 2.34 15 206 m 2@ 3 121.5 Open Open 223 1.46* 1.88* 9 223 m I i ;5 ! 305 !its 121 1.5 ( )dell '-rll]1 6 2 @ 375 Closed Open 498 NA 5.65 98 498 m 7 2 @ 375 Open Open 586 3.83 4.94 79 586 to 11 3 t{ �7 Closed Open 31)5/ca NA 6.93 140 610 o t]] ,i ctt i75 9 Open Open 382/ct 5.(11 6.45 123 764 n] *Does not provide 2 ft/sec flushing velocity. Utilization of this operating scenario is not recommended. 11:R02_tY7WL05_rnriRprt 5 (u3/22/to)C1/rsc Table 3 estimates the number of dwelling units that could be serviced by the particular pumping unit and force main combinations presented in Table 2. Table 3 assumes a general dwelling unit population of 2.11 persons, a per capita wastewater flow of 89 gpm, and uses Equation 1.0 to determine the peak hourly to average day wastewater flow ratio. Table 3—Dwelling Unit Threshold er Lift Station Conaguration Scenario Firm Pumping Capacity Approximate Approx.No. of Dwelling m Po uI tion Units Served 2 206 868 411 3 223 945 448 4 305 1,327 629 6 498 2,276 1,079 7 586 2,725 1,291 8 610 2,853 1,352 9 764 3,068 1,738 (NOTE: In order to better estimate design flows for future phases of development, it will be extremely important to monitor the wastewater flows from the Phase I so that actual flowrate data is used as the basis of design. Some modification Xp the design flow at full build-out will.likely be seen based on the flows actually occurring in the existing developed phases). 4.3 Wet Well The vet well is sized to allow the installation of a td-plex pump configuration as shown in the project drawings. The configuration of the lift station discharge piping has also been configured with an external connection point for the discharge piping of a portable pumping unit that may be installed by the City of Bozeman during emergency conditions. The wet well is sized to allow the pumping units to remain submerged below the "pump off" level; to provide for the working pump on and off volume; to allow for an equalizing storage volume; and to allow for an emergency volume between the top of the equalizing volume and invert of the influent pipe. Given die anticipated high ground water conditions, special consideration must also be given to buoyancy forces and mitigation measures to offset these forces, as discussed in Section 4.3.3 below. 4.3.1 Equalizing Storage As was mentioned in Section 2 above, a 121.5 gpm pumping rate limitation will be in place through the first phase of development at Norton Ranch. Y:13o!._07004_0�_fin�lt�rt 6 (03/22/10)CN/tsc The design rate for the fast phase equals 165 gpm. Therefore, the initial pumping units will theoretically not be able to satisf}, the peak hour flow conditions, and equalizing storage must be provided to store the volume of wastewater equivalent to the deficit pumping capacity. The peak hourly flow is defined as the peak sustained hourly flowrate occurring during a 24-hour period based on annual operating data (Metcalf& Eddy). It is unlikely that the diurnal wastewater flow curve is proportionate to this peak hourly flow. Rather, this once per year peak hourly flow would be seen as a spike at the apex of the typical diurnal flow pattern where normal flows that would typically occur over several hours in a day coincide within a single hour. As per the design calculations made in Section 2, the peak hourly domestic flow of 161 gpm represents 3.92 times the average day flow of 41 gpm. The flows seen either before or after the peak hourly spike are assumed equal to typical daily flows leading up to, or directing following, the maximum hourly flow. The typical maximum hour wastewater flow in a 24-hour period could conservatively be estimated as being between 150 to 225 percent of average flows; which, in this case, would be equal to 62 gpm to 92 gpm. Since our 134 gpm allowable pumping capacity is 327 percent of average daily flow, the 1215 gpm pumping capacity will be greater than the flows leading up to or following the peak hourly flow, so a pumping unit with a 121.5 gpm pumping rate would "catch up" to the incoming sewage flow without the need to provide additional equalizing storage volume beyond the product of the deficit pumping capacity times the one-hour period of the peak hourly flow. The required equalizing storage volume then becomes: (165 g0m— 121.5 gpm) *60 minutes=2,610 gallons 4.3.2 Working Volumes and Pump Cycling The working volume in the wet well between the pump on and off levels must be less than the average day flow times 30 minutes (as per DEQ design standards) to prevent septic conditions from occurring, but be large enough to allow the pumps enough nm time to promote motor cooling and to limit the number of pump starts per hour. To fall within these parameters, a proposed working volume of 441 gallons is being proposed initially;which,in an 8.0 foot diameter wet well, is equivalent to 1.1 feet A volume of 441 gallons will accommodate the Phase IA scenario and this volume is equal to the average day flow of 14.7 gpm times 30 minutes. With this working volume, and based on the initial 121.5 gpm firm pumping capacity minus the 14.7 gpm filling rate, the pump cycle time will equal the following: r:nor_n7cxw 05_r•.ng_nprt 7 iO3I22t1t0 cN/nc Pumping -441 ga/Ions/(121.5-14.7).Oiv=4.1 minutes +Filling -441 gallons/14.7g iv=30 minutes Pump cycle time=34.1 minutes A pumping time of 4.1 minutes -,vill provide adequate motor cooling time based on typical industry recommendations, and a pump cycle time of 34.1 minutes translates to 1.76 pump starts per hour in a duplex pumping station with alternating first "pump on" call. Flygt recominends no more than 15 starts per hour. The volume provided the initial working volume and the required equalizing storage volume equals 3,051 gallons, which represents approximately 8.1 feet of separation in the proposed 8-foot diameter vet well. As was mentioned in Section 2 above, subsequent phases beyond the original Phase I of the Norton Ranch development will have new sewer collection system infrastructure in place to accommodate a lift station pumping rate equal to future design flows. Therefore, no equalizing storage will be needed in the future and the working volume can be set anywhere between the initial 441 gallons and the 3,051 gallon wet well volume. For this application and as shown in Table 4, it is assumed that the working volume will equal 441 gallons for Phases I and IA; and then be increased to the product of 30 minutes times the average day flow for Scenarios 2-5; and to 3,051 gallons for the remainuig phases. The cycle times shown in Table 4 are based on the pumping configuration scenarios presented in Tables 2 and 3. Table 4-Pum in Cycle Times per Lift Station PumpingCapacity Net Approx. Peak Ave. Pumping Pumping Firm No. of Pumping Filling Scenario Pumping Dwelling Approx. Hr/Ave. Day Duration Duration Cycle Cycles Capacity Pop. Units Day Flow (min) (min) Duration per Hour m 1 Served Ratio (gpm) (min) (duplex) .......- I TIPP-, 1 ' ;l 491 231 5.5 3 9 2** 152 868 411 3.84 54 10.6 30.0 40.6 1.5 3** 165 945 448 3.82 58 10.6 30.0 40.6 1.5 6*** 357 2,276 11079 3.54 141 6.4 16.3 22.7 2.6 7*** 418 2,725 1,291 3.48 168 5.5 13.7 19.2 3.1 8 -13.1 2,853 1,352 3.40 116 5.3 13.1 18.4 3.3 9;,i. 537 3,668 1,738 3.37 2227 4.3 10.1 14.4 421 1 Net firm pumping capacity equals firm pumping capacity minus filling rate. Filling rate equals average day flow. * Pumping cycle based on 441 gallon working volume. ** Pumping cycle based on 30 min.times ave.day flow. *** Pumping cycles based on 3,051 gallon working volume. 1':HO`!._Q71X)4 05_i:ng_ltprt 8 (03/22/10)CNItsc Table 5 shows the vet well operating levels, and required working volume and equalizing storage volume for each scenario. All elevations are preceded by 47xx.xx. Table 5-Wet Well O eratin Z Levels &Re uired and E ualizing Storage Volumes Required Normal Lead Lag High Required Wet Well Influent Equalizing "Pump "Pump "Pump Level Working Bottom Invert Scenario Storage OfP' On" On .Alarm Volume Elevation Elevation Volume Elevation Elevation Elevation Elevation (gal) al (Depth) (Depth) (Depth) (Depth) (Depth) (Depth) i6.54. 2 1,620 0 45.93 47.98 52.29 56.30 56.60 56.87 19.76 17.71 13.40 9.39 ).09 8.82 3 1,740 0 45.93 47.98 52.61 56.30 56.60 56.87 19.76 17.71_ 13.08 9.39 9.09 8.82 f 1; I,.`�'+ 54.32 .56.30 56.60 .56.R7 1 2,461 t -� (l _ 11.1� (`t.i9) 9.09) __ &K ;, �55.72- 56.30 50.60 56.87 (9.97) (9•39) i9-09) (8.82) 6 3,051 0 45.93 47.98 56.09 56.30 56.60 56.87 19.76) 17.71 9.60 9.39 9.09) 8.82 7 3,051 0 45.93 47.98 56.09 56.30 56.60 56.87 (19.76) 17.71) 9.60 9.39) 9.09) 8.82) 8 3,051 (1 45.93 47.95 56.09 56.30 56.60 56.87 (19.76) (17.71) (9.60) (9.39) (9.09) 9 3.051 0 4-93 47.98 56.09 56.30 56.60 50.87 (1976). (17.71) (9.60) (9.39) (9.()9) (8.82) 4.3.3 Buoyancy To be conservative, buoyancy force calculations were made assuming that the wet well would be submerged to the highest measured groundwater level. The buoyancy force was then compared to the weight of the wet well to determine if additional measures are needed to prevent vertical displacement of the wet well. As can be seen in the buoyancy calculation provided in the Appendix, the weight of the wet well is not,by itself, adequate to offset the buoyancy force. As such, the monolithic base of the wet well will be extended bevond the barrel outside diameter 6 inches. The additional force provided by the soil acting on this extended base section is great enough to offset the buoyancy force when combined with the weight of the wet well. Pai07 Q71N14 ()5_Eng-Rptt 9 (03127110)GV/txc APPENDIX l':BOz o7 Q5 Eng—Rprt 10 (03t22/10)CN/tw 19 S AN E DRSO NU.0, S - FE AR T � v — �7 S3•h 5 ">� (ffG� 5f"�lu✓J SIi /,/"z I �Se 3 's, a a^ yz.�!SX.'��'�+•�•�� sec S A� 0T -77 aa/�SC �4/�.1�)/� � " . />0�,J�/f ? ' i..2� /rl� r�"'• � d�t �a:c �r�`' PROJECT ✓� GS JOB 6VZ-0 76 W-�r'l DATE .SIM//-0 BY e,'j SHEET / OF 2 www.sandersonstewartcom SANDERSON CAP STEWA, RT G , S / 0✓1 r,.c r-l-K% -- 36 D .7 6 oo2-4 kil 'Alf J �.5 ��� Cep SrO�•ti.� H o�' �a S �� c��(S�i� ���'� C�c we �� {7/mot e I✓I ��P//Y✓ /oS� �C � c jc C �7 i.s ���J ��tl✓G�°� PROJECT I-16/ _ L� JOB DATE J�';��i� BY eAr SKEET Z-OF 2 www.sonclersonstewart.com kNDERSONQ4' xH�w� �� ____ g7�t5.9� G�e�lf..� 6*�75`i�-'►�'1 !�- 7l�r PROJEa A4," - G_e JOB 602--070W-Ir7 SATE .7/2 50 BY e-AJ SHEET t 0 www.sandersonsfewart.com k N D E R S 0 N VIM! STEWART 6Z0 4))4*1" PROJECT A1v-- c � JOB 601-0 760-5-0'7 DATE 3/z01,0 BY SHEET .OF www.sandersonstewart.com ON . J STEWART Y�t4d4 h�,�r t - 41eT we (0 �� -- �15�•dv l�i�l, /evr.(�.1lar^�l � g.09 t) --- 474.o q l� -7 600 PROJECT A4A1-,'l 1�40A 4,51 JOB 6b7-076W-0'7 ©ATE lleol)o BY eAJ SHEET OF rwww.sandersanstewart.com a WIN am,. T 7') (/-7-7� ' / , ,..Q mod" --- �{��t5 9> �✓e F✓.,t� 'rf��t (i1.7b' FRO4JECTAlv` c' Gs JOB 607-070W-07 DATE 3/2o�1a BY SHEET 4 OF www.sandersoristewart.com AS' R S 0 STEWART ;'w ItId rn-7 / ' ) Mel PROJECT Ale � JOB 602-076 07 DATE 1/?0/10 BY fAJ MEET OF www.sandersonstewart.com r �y b S � r STEWART �=` {_.{c.'t Gvt h�7 I �/t� - !✓e l l,/E�.,�" �/JP/�� h C�,X 5 � �/W 4 S� Y o�H vu-CS �756. e7 ¢?s� 60 /4)t4 levr ,9..11u�.�-t "j, I � 3f n5 � PROJECTA CCA Gi JOB 601-0700 -r7 DATE it/?*lio BY e-AJ SHEET Of www.sandersonstewart com Technical specification Submersible pump B 3060, 60 Hi t� FfYgt <& ITT Industries u A BIBO 3060 VFD Application NSSH6U..t3E+St 3x2,5+3x2,b/3E+3x1,5 St Monitoring equipment Thermal contacts opening temperature 125°C 3 Material r, impeller Stainless steel =s Pump housing Stainless steel -.•sue Stator housing Stainless steel _- Shaft Stainless stool O-rings Fluorinated rubber Mechanical face seals Alternative Innerseai Outer seal qt ' i Catbon/Atuminium:' Aluminium oxide/ oxide ' Aluminium oxide' 2 Silicon carbide/ Silicon carbide/ Silicon carbide Silicon carbide Apim"I OEM 3060 3 Aluminium'oxide/ Aluminium oxide/ Corrosion resistant Corrosion resistant cemented carbide cemented carbide Product Weight Submersible pump for use in highly corrosive industrial waste water. Sao dimensional drawing. Denomination Option Product cods 3060.390 Other cables. Instaii$Iion $ Impeller characteristics IT Accessories Process data Discharge connections,adapters,hose connections and other mechanical accessories. Liquid temperature max+40°C Electrical accessories such as pump controller,control panels,starters, Depth of Immersion max 20 m monitoring relays,cables. The pH of the pumped liquid pH 3.12 See separate booklet or wwwAygt.com,for further Information Liquid density max.1100 kg/m3 Motor data Frequency 60 Ha insulation class H(+180°C) Voltage vartation cortUnuousiy running max m 5% Intermittent running max t 10% Voltage imbalance between phases max 2% No,of starls/hour max 15 Strainer hole size(Mn 12 mm Cable Direct-on-line start SUeCAB* 4G1,b mm2 401,5+2xt,6 mm2 4G2,6 mm2 402,6+2xi,b mm2 g 3 R 1 �• 61BC? 3060 Dimensional drawing All drawings are availaiaie as Acrobat documents(.pdq and AutoCad drawings(.dwg).Download the drawings from www.flygt.com or contact your ITT Flygt representative for more information. All dimensions are In mm. LT,S-installation t; 160 ,a rmc sa i 4x + s65 � 11 2 Mtlu+a1 W CSC¢ !S/D9 SCGO 4T PROWCT TYPE T PERFORMANCE CURVE CP3060.390 MT am a - DATE PROJECT CURVE NO ISSUE 2010-03-12 63226-00-0525 4 VI-LOAD 314-LOAD 112-LOAD RATED IMPELLER DIAMETER POWER_ 3.6 hp POWERFACTOR 0.93 0.91 0.87 STARTING 101 MITI EFFICIENCY 77.0% 79.0% 78.0% CURRENT... 25 A MOTOR# STATOR REV MOTOR DATA RATED COMMENTS CURRENT... 4.7 A 14-10-2AF 137YSER 11 INLETIOUTLET RATED PHASES VOLTAGE POLES SPEED....2.5 inch TOTMOM.OF 3410 rpm 460 V 2 IMP.THROUGHLET INERTIA... 0.0052 kgm2 GEARTYPE RATIO ES _ 2 [hp] OW 3.0 CL 0. 2.6 Uj 0 3: 2.0- 0 H_ 1.5 W _j LLcL w (L DUTY-POINT FLOWtusgpml HEADjftj POWER(hp] EFF.r/al NP$Hrelfil 00 121 46.0 3.00(2.41) 46,7 (59.2) B.S.P. 132 42.1 2.99(2.36) 47.0 (69.6) li 70- r 60 EFF. 50 60 40 40 30.__ 30 20 20 10. 10 0 40 80 120 160 200 fusgpml FLOW I B Curve Performance wfth door water and ambient temp 40*C Cma? sulPing Engineers a P d l ® ;nd Sorye mrs s� i7 ''r lit U APR 2 CURSf o�.. -_____.eb___a____.._—..- WATER AND WASTEWATER DESIGN REPORT FOR t Norton East Ranch Subdivision, Phase I Bozeman, Montana Prepared For: Norton Properties, LLC 63020 Lower Meadow Road, Suite A Bend, OR 97701 January 2008 REVISED 4/28/08 R D .• A EK soz-07004.01 •. No. 13975PE NS�� �lN Al,�? 705 051ermon Drive, Suite F Bozeman, C1T 59715 i4q/4 Phone 406.522.9876 / Fox 406.922.2768 info.bozemon@enginC.com vivivi.enginC.Com WATER AND WASTEWATER DESIGN REPORT FOR Norton East Ranch Subdivision — Phase I Bozeman, Montana Prepared For: Norton Properties,LLC 63020 Lower Meadow Road, Suite A Bend, OR 97701 Prepared By: N Pl` fl; Consulting Ingimers aiiia' Lcmd 50u�rveywrs BILLINGS m BOZEMAN January 2008 REVISED 4/28/08 BOZ-07004.01 TABLE OF CONTENTS PROJECT BACKGROUND PACE Introduction I Soil and Groundwater 1 Laud Use I Figure 1: Vicinity Map 2 Design Standards 3 SANITARY SEWER SYSTEM Projected Flows 3 Collection System 3 Figure 2: Sanitary Sewer System Layout 4 Service Connections 6 WATER SYSTEM Hydraulic Analysis 6 Projected Usage 6 Figure 3: Water System Layout 7 Table 1: WaterCAD Results g Water Distribution System g Service Connections 8 REFERENCES 9 APPENDIX PROJECT BACKGROUND Introduction The Norton East Ranch Subdivision—Phase I is a proposed residential development,is situated on approximately 40 acres in Bozeman,Montana. The development is located in Section 9,Township 2 South, Range 5 East,Principal Meridian Montana,Gallatin County,Montana,as shown on Figure 1. It is generally bounded by Babcock Street to the north,Fallon Street to the south and Laurel Parkway on the west. The following report analyzes the wastewater and water systems that will be required to service the Norton East Ranch Subdivision—Phase I. The development will contain wastewater and water infrastructure that will be connected to the public water and sewer systems owned by the City of Bozeman. Soil and Groundwater The NRCS Soil Survey has identified four soil types on the property: Hyalite-Beaverton Complex (448A),Enbar Loam(509B),Meadowcreek Loam(510B), and Hyalite- Beaverton Complex(748A). These soils correlate to hydrologic group C (clay loam, shallow sandy loam, soils low in organic contents,soils usually high in clay). According to a Geotechnical Investigation,prepared by Rimrock Engineering, Inc. in April 2007,the following soil horizons were observed on the subject parcel. The top one foot was comprised of topsoil and vegetation. This horizon was underlain by a layer of lean clay and sandy lean clay ranging in depth from 1.5 feet to 3 feet below the existing grades. Beneath the clay layer was gravel with sand and cobbles that extended to the explored depth of 14.5 feet. Information obtained from Montana's Ground-Water Information Center(GWIC) website indicates that the static water level in the area of the proposed development ranges in depth from 50 feet to two feet below existing ground surfaces. The average groundwater depth was 11.24 feet. The aforementioned Geotechnical Investigation, groundwater was encountered in the boring and test pits at depths ranging from 3.2 to 5.5 below existing site grades. Dewatering of the utility trenches may be necessary prior to manhole and sewer main installation. Land Use The pre-development condition of the proposed 40 acre major subdivision consists of pasture land for grazing. The land is not currently used for agricultural production. Upon subdivision, the Norton East Ranch Subdivision—Phase I will consist of 314 residential units—including single family,multi-family and townhouse units. There is no proposed commercial development with this phase of the subdivision on Ranch subdivision—Phase t 1 Ef#soz-07004.01 Water and Sewer Report January 2008 Nils :■■ _ 1— 1 nB'dn�lt u� G d'ot rr��lie��� .IIIIIIIIIII■__ �li, ■.YL�i �r Alm• �� . ' i11111111111 i �P■/1�, �::�}}_ i1 I111/11111/ I � u u■ �;,M3 �..� ..0 iI�111O1111:�,1L11 H I I V `I `�� I b� i�� �ju■�Z'r�c� — ' Tr,111110 p ' 00, IN, ^�I 3 (-- �� I E • 1 I C.. 1 1 1 ( 1 1 1 1 1 „ , - -,do Design Standards All sanitary sewer mains,water mains, services,and appurtenances will be designed and constructed to the standards contained in the Montana Public Works Standard Specifications(MPWSS),5th Edition; City of Bozeman Design Standards and Specifications Policy,March 2004; City of Bozeman Modifications to MPWSS, March 2004; the Montana Department of Environmental Quality(MDEQ)Design Circulars DEQ-1 and DEQ-2,and any addenda thereof The City of Bozeman will assume operation and maintenance of the wastewater and water systems and appurtenances upon construction and acceptance of the installation. SANITARY SEWER SYSTEM Proiected Flows The proposed Norton East Ranch Subdivision—Phase I is approximately 40 acres in size, and upon full build-out,will include approximately 314residential dwelling units. There will be no flow from industrial plants,major institutions or commercial facilities into this sanitary sewer system. Using the City of Bozeman standard of 2.11 persons per residential dwelling unit,the City's desiF, _ generation rate of 89 gallons per capita per �day and a design peaking factor of 3.91,0the estimated peak hourly flow for this development is 0.37065-fs, or 236,693 "4d. This peak hourly flow rate is inclusive of an gp infiltration rate of 150 gallons/acre/day. Including the portion of the Billion Parcel that 6 lies west of Baxter Creek,the peak hourly flowrate is 0.4 r- cfs, or 298,444o gpd. The sewer flow from the subdivision will be handled by a series of 8", 10"and 15" diameter PVC sewer mains located within the roadways at the locations specified in the City of Bozeman's Design Standards. The larger diameter mains(10"and 15")were sized to accommodate the projected flows from future phases of the Norton East Ranch Subdivis ion and the portion of the Billion Parcel that lies west of Baxter Creek. Using Manning Equation and the minimum slope of A04 ft/ft,the full-flow capacity of the 8" main is 0.77'cfs or 497,664 gpd. The peak hourly flow the Subdivision will take up approximately°96%of the 8"main capacity--well under the allowed 75%flow limit. Under the above-described conditions, a scouring velocity of 2.26 fVsec is provided. The minimum allowable scouring velocity isloo ft/sec. Projected flow and sewer main sizing calculations are included in the Appendix of this report. Collection Systern An overview of the proposed sanitary sewer system for the Norton East Ranch Subdivision—Phase I is shown on Figure 2. There are no existing sanitary sewer mains immediately adjacent to the proposed development. The wastewater will be conveyed to the northwest comer of the development via 8"and 10"diameter gravity mains. From here,the wastewater will continue to flow north along the proposed Laurel Parkway alignment to the northern Norton Ranch property line in a Norton Ranch SuMvision—Phase 1 3 El#13OZ-0704.01 Water and Sewer Report January 2008 DURSTON ROAD �, -__�1:. • CONNECT PEA = o til EXISTING PROPOSED FORCEMAIN IN FORCIIA OUSTING 45' ROADSIDE I SEINVYER M MANNHH OLLEE \e I EASEMENT i p age 1 I I I I I O I I V W r x « I I ' I i I N I I x ! I I I I I t x I VY I PROPOSED SEWER LIFT STATION WITH 5O'xW EASEMENT -� I I r CASCADE STREET I I I i I � r r I I I I I I I I I I I I c � I � � I � r ' I V I 1�1 LLI I t I a. to v s I I Z 1 x O Z in a WEST BABCOCK STREET �'!•` LEGEND 5 0 r _--- -- -- ___..-- ---------_—, — --- PROPOSED 8"SANITARY SEWER PVC MAIN I" ,I�� PROPOSED 10"SANITAIZY SEWER PVC MAW � Q I ET i PROPOSED 15'SANITARY SEWER PVC MAW j O f' .--•- : r e PROPOSED 48'MANHOLE U m PROPOSED FORCE MAIN Z a }W I N e a Z w c� O N O a O N r![ o Z FtDH u ` a K° I 3! QUl]IY1 ' i SCALE: 1 _ 400i I Nhm&2 w �— FALLON STREET � r 15"diameter gravity main. At this point the wastewater will enter a lift station and he piped in a force main north along Laurel Parkway to Durston Road. The force main will continue east down Durston Road,in an existing 45-foot easement located south of the road,where it will tie into an existing manhole at the intersection of Cottonwood Road and Durston Road. The sanitary sewer mains have been stabbed to the property lines to serve future phases of the Norton Ranch Subdivision located to the south and west of this first phase. Preliminary design calculations were made to confirm that it was possible to tie these future phases into the collection system via gravity flow. These calculations were based on current zoning and size of the parcels comprising the remaining 200'acres of the Norton East Ranch Subdivision. The calculations indjpte that,upon full build-out of the subdivision, the population would be approximately 3,650 people, vYhich results in a peak hourly flow 1 132,071 0gL"pd. This flow account for approximately 42%of the full flow capacity of aT5­ diameter main at a slope of 6.'0041 ft/ft. An exhibit showing the zoning and size of the remaining parcels and the service area of the sanitary sewer system is included in the Appendix of this report. Furthermore,two sanitary sewer mains have been stubbed over to the west and north property lines of the adjacent Billion property to serve future development, as shown in Figure 2. The main stubbed over to the eastern edge of B Street will serve the portion of the Billion property that resides west of Baxter Creek. The stub located along West Babcock Street is approximately 660 feet from the centerline of Cottonwood Road. The depth of the stub is approximately 5.50 feet proposed ground surfaces. The stub was extended west to the point of minimum coverage per the City's request. arc Calculations,included in the Appendix of this report, indicate that the peak hourly flow of the Billion property(east of Baxter Creek)would be approximately 229,306 gpd upon full build-out of the property, or approximately 46%of the full flow capacity of an 8" diameter main at a slope of 0�16040 Rift. The projected population,and subsequent sanitary sewer flows,are based on current zoning of the parcel,which is a mix of B-1, B- 2 and R-4 zoning. Of note,the calculations assume full development of the east portion, although a portion is undevelopable due to Baxter Creek and the associated setbacks. The Design Report for Valley West Sewer Trunk Line,prepared by Morrison-Maierle, Inc.in February 1998, states that 40-acres of capacity were reserved for the Norton Ranch. Of note,the aforementioned Norton Ranch property listed in the Valley West Design Report is currently owned by Billion. While there is an agreement between the property owners for Norton Phase I to use the entire sewer capacity,that capacity may be split between Norton and Billion. This reserve capacity amounts to a maximum capacity of 192,816 gpd;/which is less than the calculated peak hourly flow produced by the Norton East Ranch—Phase I development. Release of effluent into the receiving Valley West Sewer Trunk Line will be limited to the aforementioned reserve amount by incorporating a variable speed pump and additional storage into the Norton lift station design. Norton Ranch Subdivision—Phase 1 5 El#B02-07004.01 Water and Sewer Report January 2008 Service Connections Connections to the sanitary sewer mains will be designed in accordance with the City of Bozeman Design Standards and Specifications Policy,March 2004 and any addenda thereof. The service connections to the single family residential units will be 4-inch diameter PVC with a minimum slope of/4-inch per foot and a maximum slope of%2-inch per foot.Connections to the sewer main will be made with in-line gasketed wyes. Service connections will have a minimum of ei of feet horizontal separation between them. - 7 The 4 ple?ond 5 plex multi-family lots, located along West Babcock Street,will be served b�6-inch diameter PVC service connections with a minimum slope of 1/8-inch per foot. The larger multi-family lots will be served by extending an 8-inch main to the property lines,at the locations shown on the plans. ° WATER SYSTEM Hydraulic Analysis The hydraulic modeling program, WaterCADO,was used to forecast domestic and fire protection demands for the Norton East Ranch Subdivision—Phase I. Results from the water modeling program are included within the appendix of this report. This modeling was calculated by assigning junction nodes within the subdivision with demands for average day,maximum day and peak hour flows., City design guidelines specify that the peaking factors for these cases be 1;21 and 3,respectively. Fire hydrant flow data was obtained from City personnel for the hydrant located at the intersection of Fallon Street and Cottonwood Road. The flow data and model calibration data are included in the appendix of this report. Proiected Usage a� The Norton East Ranch Subdivision—Phase I will consist of 314 residential lots— including single family,multi-family and townhouse units—upon full build-out. Input data into the model was based on a total of 663 residents(2.11 persons per residential dwelling unit),a demand of 170 gpd-per person,an aforementioned peaking factors. This resulted in a total avera a day lot demand of�$gallons per minute(gprn),a total maximum day demand ofJ8 gpm,and a total peafhour demand of235 gpm. These demands are exclusive of fire flows,which are typically between``1500 and 2000 gpm,for this type of residential setting. Table 1 summarizes the water-modeling results,under fire flow conditions, of the Norton East Ranch Subdivision—Phase I from the WaterCADO program. Norton Ranch Subdivision—Phase 1 6 El#BOZ-07OD4.01 Water and Sewer Report lanuaty 2= i i i Vo N I z DICK SIRFFT N A C I � _ C I � � N i � 0 I liiiii1 Z e r C J I _ I w A r h 7BSTRE�ET I I I �v i LEGEND B' DUCTILE IRON PIPE WATERMAIN 12' DUCTILE IRON PIPE WATERMAIN 6- FIRE HYDRANT LA7ERAL/ASSEMBLY 3 N e' GATE VALVE Y _ 12' GATE VALVE I WATER SERVICE I � W W W E CAPPED/PLUGGED WATERMAIN I F o J i (n I 1' I ALLEY + I Ld I /+ Q i z 4 Z 3 i mm W i , SCALE: = 200' ' 0 cn I F- I vm° �(n [ (n i z N1 o wI ! < w ZO IL L] == I i 0 Z FALCON STREET f CAB. RDH 1 ioMia� yE 9 F 9 RE WAIN-011' IT R s Scenario: Base J-23 v,/• J-24 pae J-3 P-49 J-26 P47 J-2 P-48 r J-2S PRV-4 a d. J-15 P-18 J-16 P-19 J-17 P-20 J-11 vi d IL a d v 13 O- ° 0 3 J-a ,1 w P-15 J-12 P-16 J-14 P-43 J-21 P42 J-20 P-39 J-19 J-1 . �J-5 N 6�j u1 d rt 0. 0. T J-6 P-6 J-7 P-7 J 8 P-8 J 9 P-9 J-10 P 33 P34 IJ-1 PtdP�i' R 1 PRV-2 Trite:r4ortGn East Ranch Subdivision VaalerCGAT.t v7.0 f9'ir.00-049.001 p:l._knortort watefjjrnOdeLaftemate.wCd � age#of 1 04115/08 08:51:18 Ai4� Bentley Systems.inc. #iaesias!h+t �sto�raa,�� USA ��-2t13 7 9 Initially,the water-modeling results indicate junction pressures that range from 124 psi to 134 psi under maximum day demands,without the fire flow demands. City of Bozeman Design Standards require the installation of pressure reducing valves when the anticipated average-day line pressure exceeds 120 psi. To reduce the line pressure,the tie in location at the intersection of Babcock Street and Cottonwood Road was reconfigured to tie in on the low pressure side of the existing pressure reducing valve(PRV)on Cottonwood Road. Furthermore,an additional PRV was needed on Fallon Street just west of the intersection with Cottonwood Road. By setting this PRV's to 78 psi, the line pressures were reduced to acceptable values. Table 1—WaterCADO Water Modeling Results Maximum Day with Fire Flow Peak Hour—No Fire Flow Total System Demand 180 gpm 235 gpm Available Fire Flow 2500 gpm @ 90.67 psi NA Maximum System Pressure 88.21 psi @ Node 26 87.89 psi @ Node 26 Minimum System Pressure 79.38 psi @ Node 10 79.08 psi @ Node 10 Water Distribution System Approximately 4200 LF of 12"diameter and 8800 LF of 8"diameter Ductile Iron Pipe (DIP)Class 51 water main will be installed in the subdivision, as shown in Figure 3. The new mains will connect to existing 12"stubs located to just north of the existing PRV on Cottonwood Road and at the intersection of Fallon Street and Cottonwood Road. All proposed water mains will be designed to provide the required ten feet of horizontal and eighteen inches of vertical separation from the proposed sanitary and storm sewer mains. The proposed water distribution system has been designed according to the recommendations set forth in the City of Bozeman Water Facility Plan(2005). Service Connections Service connections to the main water distribution system will be sized based on the projected water usage for the service line. A three-quarter inch or one-inch service connection will be made for lines that will serve single-family residences. A 4-inch service connection will be made to each of the 4-plex and 5-plex lots located along West Norton Ranch Subdivision—Phase 1 8 El#BOZ-070".01 Water and Sewer Report January 2008 V Babcock Street. The larger multi-family lots will be served by extending an 8-inch main into the lots,at the locations shown on the plans. All service lines will be installed in accordance with the City of Bozeman Standard Drawings for service lines. Service lines less than four inches in diameter will be type l"K'copper. Lines greater than four inches in diameter will be ductile iron pipe. Water services will meet all applicable design standards and flow requirements. References 1. Circular DEQ 4. 2004 ed. Montana Standards For Subsurface Wastewater Treatment Systems. 2. Design Standards and Specifications Policy. March 2004 &all addenda thereto. City of Bozeman. 3. Design Report for Valley West Sewer Trunk Line. February 1998.Morrison- Maierle, Inc. 4. Preliminary Geotechnical Investigation, Norton East Ranch Subdivision, Residential Lots, Utilities and Streets. April 26, 2007. Rimrock Engineering, Inc. Norton stanch subdivision—Phase t 9 El#ROz-07004.01 Water and Sever Report January 2008 NPPENDIX �r SAN17ARY SEWER CALCULATIONS 1 57;�- BJLUC)N PROPERTY Z AMEMA4EW LOCATED hV THE NE 114 OF SEC770JV 9, T 2 S., R. 5 E. yrarnrrTv -A- OF P-M.M., GALLA171V COUNTY, MON)rAmA Babe-091A Stoat NOT TO SCALE MX" e T 'A Mal I&I PIL/t L �m us--f— -vm.Y- -rQDX"- — 'Sac-of 0 all W lN,j.i LEGAL B-2 ZONING R-W S C.A w ir f..A .V35173111W tat doq sw I '"T wk.%go as NV4r4gr b"d IAmo*ftudy OW Si-*r akeW,a32A5 T."a, enobew*v aid SLW%Amyhv WA:. swo."t O—w AHI of 8-Z xonb*a CZW53*1.*44 4W 14.6m amia.Subj-d to t&V,4 Norton East Ranch Subdivision-Phase t and Billion Property(West of Baxter Creek) Bozeman,MT The following calculations are used to determine the mean sanitary sewer flow and required pipe diameter for required pipe diameter for the Norton Ranch Subdivision-Phase I and the portion of the adjacent Billion Property that is located west of Baxter Creek and outside of the 100-yr floodplain. p� Using Manning's Equation,the full flow capacity of the proposed 8"diameter PVC Sewer line at minimal slope is: Qf"n=(1.486/n)*A*RZ"'*S"2,where n= 0.013 for PVC Pipe A=P1*r2= 0.35 ft2 P=2*PI*r= 2.09 ft R=A/P= 0.17 ft S= 0.004 Qrwi= 0.77 ✓ cfs Calculate the peak hourly flow rate under developed conditions: Subdivision Population Proposed Residences: 1 AA PBFR=314 units*2.11 people/unit=663 people(Phase 1) PBauoN=8.59 Ac*10.4 dulac 2.11 people/unit=189 people(based on R-4 zoning) rh I TOTAL=862 people Peaking Factor: QMAX = 18+P1l2 = 18+(0.852)112 QAVE 4+Put 4+(0.852)1'2 3.84 0 1 1�- Peak Hourly Flowrate Included in the peak hourly flow,is an infiltration rate of 150 gallons/acre/day Subdivision Area= 39.84q, I� Acres (Norton Ranch Subdivision Phase 1) 8.59� Acres (Billion Property west of Baxter Creek&outside of the 100-yr floodplain) Qlnfii.= 7264.5 dr" gpd Qmax= 298,444 .gpd �' = 0.460 'cfs / Using the above parameters,velocity at peak hourly flow in the 8"diameter pipe is: v=(1.486/n)*R'-StJ2= 2.20 fUsec CIM. ruu= 0.60 60.07% 0`` N-11—East Reach ' -on-Phase 1,Billion(west)and SouM Parcels Bozeman.MT The R*OwiM CalculaGans we used to determine the mean sanitary sewer flow and required pipe diameter for the Phase"the west pofflm of the Billion Property(outside of the 100-yr fbpdpiain),wW the 4 parcels directly south that Will ugTze the Phase i on-site sewer infrastructure. tfsing anm- s 1 9un� the full flow capacity of the proposed 10"diameter Sa PVC rver Brae m lope is: (1.486fn)-A*e.SIn where n= 0,013 for PVC Pipe A=PlY= 0.545 V P=2'PI"r= 2.62 it R=A/P= 0 � ft S' _ �� 7 O, 0 0 2.a° rear,.* 01� 0"= 1.38 cfs Calculate the peak hourly Bow rate under developed conditlons: Subdivision Population `(r� A� R-4Zoning: A= A8.43 �7/(/(Y! (wlf � �• 21 !rG QR4= 48.43 ac'1,950 gaVac/day = 94,438 gpd Peq.w= 48.43 Ac•10.4 du/ac'2.11 people/du 1(�3 opie1 952 Pe 8-P Zoning: A= 24.63 d Oe-a= 24.63 ac'960 gaVac/day = 23,645 gpd Pmmv= 23,6458 gpd/8 9pcd 265 0r--- R-O Zoning: A= 20.23 664 6� OR-0= 20.23 ac'980 gaVac/day = 19,825 gpd pV- P.q.= 20,23 A.-5I'u/ac-2.11 people/du = 222 people o h'- TOTAL= 1550 people Peaking Factor: f� f Q,,, =18+P" = 18+(1.550)'n OAv6 4+Pan 4+(1.550)"2 = 3.67 Dd< Peak Hourly Flowrafe Included in the peak hourly flow,is an Infiltration rate of 150 gaibns/acre/day Norton/Billion Pro Breakdown: U14 Subdivision Area= 93.29 G Acres Zoning Parcel Area Ci..= 13993.5 e t gpd R-4 Norton 39.84 Ac t� RA Billion 8.59Ac O.K 0.80 Qms= 520 gpd -- __.- - R-0 Norton 20.23Ac = .80 CIS B-P Norton 24.63 Ac Using the above parameters,velocity at peak hourly flow in the 10"diameter pipe is: v=(1.486/n)•R2'3•St2= 2.54 fl/sec /3 ?99, s 0.56 58.18% ig C— Q 141,1 p 70 �- Morton East Ranch Subdivision-Fuiwe Sounmest Pares GAT The foRowing calculations are used to determine the mean sanitary sewer flow and required pipe diameter for the future southwest Norton parcets Etta(will tie into the Phase 1 infrastructure at the intersection of West Babcock Street and Laurel Parkway. 'QV' Using Manning's Egoationthe full tipw capacdyof the proposed 10°diameter PVC Sewer lire at=mirdm is: Q _(1.486in)'A:Rzn,Sr2 Mere n= 0.013 for PVC Pipe A=MY= 0,545 ftz P=2'Pi'r= Z62 It R=A/P= 0.Rj it 0"= 1.380( cis Calculate the peak hourly now rate under developed conditions: Subdivision Population R-3 Zoning. A= 31.78 0 K QR.t= 31.78 ac'1,220 gallac/day 38,772 vq'gpd s d Prowr= 31.78 Ac'6.5 du/ac'2.11 people/du = 436 people�v- R-O Zoning: A= 43.36 01-' QR.o= 43.36 ac'980 gallac/day - 42,493 VLz gpd Pia"w.= 42,493 gpd 189 gpcd 477 people e� TOTAL= 913°it people Peaking Factor: QMAX = 18+Prn = 18+(0.913)112 PAVE 4+Pre 4+(0.913)t2 = 3,83 b� Peak Houriv Fiowrate included in the peak hourly flow,is an infiltration rate of 160 gallons/acre/day Future Norton Pro Breakdown: Subdivision Area= 75.14 Dv- Acres Zuni Parcel Area Qt ra.= 11271 014 gpd R•O Norton 43.36 Ac 322,518 u gpd �2j R-3 Norton 31.78 Ac Qmu= .� � �,e p�„Q�� �Q 0.50 cfs i i 1 p tr4'Fip l Using the above parameters,velocity at peak hourly Flow in the 10"diameter pipe is: v=(1.486tn)•Rz'36Sin= 2.54 fttsec Qmaz/Qtua= 0.36 36.08% ol` Norton East Panch Subdivision-All Future Phases,Phase 1 and Billion(Wesq Bozeman,MT The following calculations are used to determine the mean sanitary sewer flow and required pipe diameter for Phase 1,the west portion of the Billion Property,and the future phases of Norton Ranch Subdivision that will flow to the Norton lift Station_ Using Manning's Equation the full flow capacity of the proposed 15'diameter PVC Sewer fine at_ mimal pe is: Ofa=0.4861n)'A'R2"'Sw,where n= 0.013 for PVC Pipe A=PI'f = 1.227 ft P=2'PPr= 3.927 ft _ R=A/P= 0.0 ft Q S= 7r' 0041 fUft 7 Or OCI C Q1w5= 4.14 cis C7��_I �;:�jj A•r� Io�D Calculate the peak hourly flow rate under developed conditions: �M A 2.4.1 A C /0/0 5 7?/`P Subdivision Population :241 f)L B-P Zoning: A- 24.63 ac r e-a= 24.83 ac'960 gal/ac/day Y: „ 12/0� = 23,645 gpd Ma�,o Pequw= 23,645 gpd/89 gpcd �`!�� = 266 people ✓ R-O Zoning: A= 63.59 ac 01" r/ OR-0= 63.59 ac'980 gal/ac/day = 62.318 gpd P.q.iV= 63.59 Ac•5.2 du/ac'2.11 people/du = 698 people ✓ R-2 Zoning: A= 21.00 ac'� QRa= 21.00 ac'980 gaVac/day = 20,580 gpd Pequiv.= 21.00 Ac'5.2 du/ac'2.11 people/du = 230 people R-3 Zoning: A= 52.84 ac O L: Norton/Billion Property(West of Baxter Creek Breakdown: r' WRa= 52.84 ac'1,226 gallac/day Zoning Parcel Area = 64,465 gpd B-P Norton 24.63 Ac ✓ P V R-O Norton 63.59 Ac �qul,= 52.84 Ac'6.5 du/ac'2.11 peopleldu R-2 Norton 21.00 Ac = 725 people ✓ R-3 Norton 52.84 Ac✓ R 4 Zoning: A= 39.97 ac p f R� Norton ?�79.81 ✓S 8�7� R 4 Billion '-8 ;AjA ,e QR�= 39.97 ac'1,950 VeGde NOTE:The Bil�on Ri area consists of the area west of Baxter Creek 9a y with the exception of the area within the 100-yr Baodplain. = 77,942 gpd = 39.97 Ac'10.4 du/ac'2.11 people/du = 877 people ✓ Population from Phase 1 and Billion(west)=852 people /1A4i >< �_ f TOTAL=3648 people :/ o , A 5� _ r- A-Z "1.;.C• ,!C- � o 9-4' F7.1' AA ' Peaking Factor. Qrenx = 18+P"rz = 18+(3.648)'rz QAVE 4+Prrz 4+(3.648)i2 = 3.37 Peak Hourly Flowrate Included in the peak hourly now,Is an infiltration rate of 150 gallonsfacre/day Subdivision Area= 39.84 ✓ Acres (Norton Ranch Phase 1) 202.03 04 Acres (Norton Ranch Future Phases) 8.59 r• Acres (Billion Property-West of Baxter Creek&outside of the 100-yr floodplain) Qinra= 37569 0 1-i gpd Qmog= 1,132,071 °gpd �' D l Sal` c�IG� X 3,37 L 3'71J(� ff a' 1.75�(�cfs (/ Using the above parameters,velocity at peak hourly flow in the 15'diameter pipe is; N4 v=(1.486/n)'R23•S"7= 3.37 f lsec QMU/Qnuu= 0.42 d c 42.36% CALCU LATEI GINS ENGINNERINeff INC. Consulting Engineers and Land Surveyors 5flyo Pl2 v e le ve" "j, e>-f Wood P9v tlev - 70 pj; propied ON rrW-- sv . pk9 eq A' Y 4- Pev Ito 03, ps" + 19,?n PY W C,(rr -77,en 2- 414wv(,f,L,,, paqv!>,; P110 D 08 -76 PROJECT I OR NO. DATE SHEETUO. of- Boxeman Sheridan -www"gilluom WATER MODEL SUMMARY The proposed water system for Norton East Ranch Subdivision—Phase I was modeled using WaterCAD v7.0 by Haestad Methods. The proposed system will connect to the existing 12 inch diameter water main along Cottonwood Road. The following inputs were used to calibrate the model for the proposed system: Fire hydrant flow tests were used to determine the existing conditions at the point of connection. Flow tests were conducted on January 10,2007 by the City of Bozeman. The test at the intersection of Fallon Street and Cottonwood Road resulted in a static pressure of 125 psi,a residual pressure of 110 psi,and a pitot pressure of 105 psi. These flows were used to model the connection to the existing water main. • The existing conditions were modeled using a reservoir and pump at the point of connection. This is the Haestad Methods recommended method for modeling a connection to an existing water main. A copy of this method is attached. • A fire flow of 1750 gpm was used in the model. • A water use demand of 9.00 gpm per node was used for the development demand (180 gpm/20 nodes). • Supporting WaterCAD output sheets are included in the report which show the City of Bozeman Standards have been met. tN.lodeling a Connection to an Existing Water Main Page 1 of 1 Fv'_jOr,'s!1n,q a Clonnection to an ater pfla! If you are unable to model an existing system back to the source, but would still like to model a connection to this system, a reservoir and a pump with a three-point pump curve may be used instead. This is shown below: R--1 Nc- _ P-2 PIMP-1 P-3 J-1 Figure A-5:Approximating a Connection to a Water Main with a Pump and a Reservoir The reservoir simulates the supply of water from the system. The Elevation of the reservoir should be equal to the elevation at the connection point. The pump and the pump curve will simulate the pressure drops and the available flow from the existing water system. The points for the pump curve are generated using a mathematical formula (given below),and data from a fire flow test. The pipe should be smooth, short and wide. For example, a Roughness of 140, length of 1 foot, and diameter of 48 inches are appropriate numbers. Please note that it is ALWAYS best to model the entire system back to the source. This method is only an approximation, and may not represent the water system under all flow conditions. Qr=Qf* [(Hr/Hf)^.541 Where: 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) —J v Haestad Methods, Inc. a2es'ad corn Voice:+1-203-755-1666 W call Fax:+1-203-597-1488 suoae ,e,5_ss1P_d_carn ink:@MSITStore:C:\Programs/o2OFiies\HaestadNWTRC\IVaterCA.D.clun:JHeip�VaterCA D-21-33.... 4121/2008 Psis+ing-Sysrern,'�iodeli�g_,Cz?ci:latioas�ls Page 1 of 2 2/7/2008 Norton Ranch Subdivision e Phase I Modeling of Existing Water Main Using Simulated Pump The following calculations are used to calculate the operating characteristics of a standard 3-point pump to be used in modeling a connection to an existing water main. HYDRANT PRESSURE/PLOW TEST RESULTS SUMMARY I Location = Hydrant#R Static Ptessute Pitot Pressure Residual Pressure Fallon 1754 ;105;psi Cottonwood/Fallon 1132 125 s. 110 psi Hyd�aut prua:re wrdre f/ow tertirrg completed Tiy the City of Boxenrau opt 1/90/20D7. Calculate Static Condition Static Pressure Reading,p,= 125 psi Calculate Static Head,h,= h,_ h$= Static Head(ft) Y where Ps=Pressure(psi) y= Specific Weight of Water(pcf) Y= 62.41bJft3 h,= 288.46 ft Static System Discharge,Q.= 0 gpm Calculate Flow at Residual Pressure Residual Pressure Reading,p,= 110 psi Calculate Residual Head,h,= Y= G2.41bJft' 25$.85 ft Calculate Residual System z 1/_2 Q,= Residual Discharge(gpm) Discharge,Q== Qr= 29.8 C d (p where C= Discharge Coefficient d=Diameter of Outlet(in) pf= Pitot Gage Reading(psi) d= 2.50 in Pe= 105 Psi %—1 'W*. Engheerinu,Inc-705 Osterman Drive,Suiie F-8oleman,P6onlanu 59715-Phone(4D6)522-9876-kx(496)922-2768-sTnt enginccom 1?�ssCag�ystem-_'rfo��n LC3lcclzrions.�ls ` Page 2 of 2 2/7/2003 Norton Ranch Subdivision - Phase 1 Modeling of Existing Water Main Using Simulated Pump Calculate Flow at Design Residual Pressure Design Residual Pressure,pa= 20 psi Calculate Residual Head,h.= y= 62.4 lb/ft' �_-- 46.15ft Calculate Design System os =Design Discharge m Discharge, Qd— QL[(Flr/H) ' �] where Qd gn g (gpm) Qf=Residual Discharge(gpm) 1-4=Pressure Drop to Desired Residual Pressure,p,-pd(psi) Hf=Pressure Drop During Fire Flow Test,p,-p,(psi) Q,= 1717.65 gpm H= 105 psi Hf= 15 psi Qd= 49V-32 gpm Standard 3-Point Pump Curve Discharge Head Condition m &) Shutoff 0.00 288.46 Design 1717.65 253.85 Max OPetating 4912.32 46.15 Standard 3-Point Pump Curve 350.00 300.00-- 250.00 200.00 � - 150.00 x 100.00 50.00 I _ 0.00 0.00 1000-00 2000.00 3000.00 4000.00 5000.00 6000.00 Discharge(gpm) Engineering,Inc-705 Nieman Ddve,.Suite F-BHOMan,Vronlana 59715-Phone(406)522-9876-Fax(406)922-2768-t�stly engin,.tcm Norton East Ranch Subdivision - Phase I Calculation of Maximum Water Demand The following calculations are used to determine the maximum water demand for the Norton Ranch Subdivision-Phase 1. Calculate Average Daily Water Usage Land Use = Flow Per Person= Estimated No.of Residents= Design Average Daily Water Usage,%v,_ 112,710.00 gal/day = 78.271 gPm Calculate Maximum Water Demand Maximum Hour _ Average Day _ 3.1 => Maximum Hour= 234.813 gpm Maximum Day _ Average Day 2.3:1 =� Maximum Day= 180.023 gpm Required Fire Flow Demand Required Fire Flow Demand= 1,750.000 gpm Endnwhq,Inc.-705DSsmanDiNe,5,jiteF-Bozamnn,Idontana59715-Phana(406)522-98io-Fox(405)922-968-;;;,vci ctQ FRRIE IdLOW Imo adddadadaddddaaddadd^ dd 'L m a'L 99999999999999 rh llq IR Cc! VE.). ... .. 0tQ 40 C rL LL Ir ru 2 Md o i2t I-V9 ------------- eA Igr As. 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Haested Methods Solution Center Watertown.CT 06795 USA +1-203-755-1665 Page 9 of 1 Scenario: Base Fire Flow Analysis Reservoir Rem Label Elevation Zone Inflow Calculated (ft) (gpm) Hydraulic Grade {tt) R-1 4,795.00 Zone -180.00 4,795.00 Title:Norton East Ranch Subdivision Prefect Engineer:Dau Simek PA..lnortor water mode attemate.wcd WaterCAD v7.0{07.00.049.00) 04128= 10:44:01 Al1Benttey Systems,Inc. Haestad Methods Solutes Center Watertown.CT 06795 USA +1-203.755-1666 Page 1 or i Scenario: Base Fire Flow Analysis Valve Report Label Elevatior blamets' dUkw Control lscharg From To Headloss (ft) On) Loss Status (gpm) HGL HGL (ft) oefficie (ft) (ft) Pf2V- 4,?94.00 8.0 0.00 Throttli 180,00 082.85%974.28 108.57 PRVA 4,776.50 12.0 0.00 Closed 0.00 082.93 t,973.12 0.00 Title:Norton East Ranch SubdIvislon Project Engineer C3ax Sirnatc p:L..icusrton water model alternate.wcd WaterCAQ v7.0 j07.00.049.001 04128M 10:44:06,83Mentlay Systems.Inc. 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