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HomeMy WebLinkAbout08 - Design Report - Norton East Ranch Ph 1 - Water and Wastewater ,► ENGINEERING , INC . A Consulting Engineers and Land Surveyors ea A P R 2 20,QB t r p7; r:�i ------------------------ 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 �n�nr rri��j January 2008 REVISED 4/28/08 ' • R D A EK BOZ-07004.01 • No. 13975PE *W 705 Osterman Drive, Suite F /rr►fillIM Bozeman, MT 59715 ql Phone 406.522.9876 Fax 406.922.2768 info.bozemon@enginc.com www.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: ENGINEERING, INC. �► Consulting Engineers and land Surveyors e7BILLINGS ■ BOZEMAN January 2008 REVISED 4/28/08 BOZ-07004.01 TABLE OF CONTENTS PAGE PROJECT BACKGROUND Introduction 1 Soil and Groundwater 1 Land Use 1 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 8 Water Distribution System 8 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 Norton Ranch Subdivision—Phase I 1 El#BOZ-07004.01 Water and Sewer Report January 2008 I a mnu�►��', f:•sir: � ��s 8 G 11� , • i.I I r C f Desip-n 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 314"residential 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 desip generation rate of 89 gallons per capita per day and a design peaking factor of 3.91,the estimated peak hourly flow for this development is 0.37 cfs, or 236,693 gp 0 d. This peak hourly flow rate is inclusive of an infiltration rate of 150 gallons/acre/day. Including the portion of the Billion Parcel that lies west of Baxter Creek, the peak hourly flowrate is 0.46 cfs, or 298,444 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 Subdivision and the portion of the Billion Parcel that lies west of Baxter Creek. Using Manning's Equation and the minimum slope of.004 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°90%of the 8"main capacity--well under the allowed 75%flow limit. Under the above-described conditions, a scouring velocity of 2.28 ft/sec is provided. The minimum allowable scouring velocity is1.00 f1/sec. Projected flow and sewer main sizing calculations are included in the Appendix of this report. Collection System 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 corner 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 Subdivision—Phase I 3 EI#BOZ-07004.01 Water and Sewer Report January 2008 DURSTON ROAD CONNECT PROPOSED Z t FORCEMAIN TO EXISTING t PROPOSED FORCEMAIN IN I SEWWER MANHOLE EXISTING 45' ROADSIDE EASEMENT 1 I = I O a I I � e I I I I , ai 'b 1 I ' I jl I I 1 PROPOSED SEWER 1 I t i LIFT STATION WITH — I 50'x5O' EASEMENT i I i I ; I 1 I I I , CASCADE STREET , I 1 1 I , 1 I 1 I � � I I I 1 1 I , I 1 1 1 f I I 1 t I 1 I I s ; 1 1 1 i I 1 — I M Ld 1 V) I 1 Q ' 1 = I 1 IL V) ' � 1 ' I 1 1 z Q fA LD 1 i N F WEST BABCOCK STREET I LEGEND � o Z - — - - f e__ PROPOSED B" SANITARY SEWER PVC MAIN m y 1 1 —� PROPOSED 10" SANITARY SEWER PVC MAIN Q w S L 1 PROPOSED 15" SANITARY SEWER PVC MAIN N a ET 1 = O O 1 — I PROPOSED 4B" MANHOLE U m m _ I PROPOSED FORCE MAIN z a fF i 1 z W ' + 1 z I I I � ; 1 1 ` O I I ALL t ` CAD. nun IT DATE ,0/11/o7 - -- - - - pp t- { APPROVED BY: OIWJIY ASSURANCE: Ni O —� 77 f - - 1 SCALE: 1 = 400 i - 1 tu l` I IT�E: SEWER-EXHIBIT .: _.., t PROJECT NO FALLON SIREET - — —' SHEET 1 OF 2 I 15" diameter gravity main. At this point the wastewater will enter a lift station and be 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 stubbed 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 inkcate that, upon full build-out of the subdivision, the population would be approximately 3,650 people, Which results in a peak hourly flow 1 132,071°gpd. This flow account for approximately 42%of the full flow capacity of ai5"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. D le-1 Calculations, included in the Appendix of this report,indicate that the gpak 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 0.0040 ft/ft. 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 1 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 1 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 I 5 EI#BOZ-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 1/2-inch per foot. Connections to the sewer main will be made with in-line gasketed wyes. Service connections will have a minimum of ei P, feet horizontal separation between them. The 4-plej �nd 5-plex multi-family lots, located along West Babcock Street,will be served byl6-inch diameter PVC service connections with a minimum slope of I/g-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. 04 WATER SYSTEM Hydraulic Analysis The hydraulic modeling program, WaterCAD®, 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;2.5 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 o� 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°iesidents (2.11 persons per residential dwelling unit), a demand of 170 gpd-per person, and the aforementioned peaking factors. This resulted in a total average day lot demand of Q81ailons per minute(gpm), a total maximum day demand of I�O)gpm, and a total peak hour demand of20gpm. These demands are exclusive of fire flows, which are typically between 1506and 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 WaterCAD® program. Norton Ranch Subdivision—Phase I 6 EI#BOZ-07004.01 Water and Sewer Report January 2008 r vo Z T I O I V' C I I Z C � N I is W W _ m W � B x oo B STREETi { e WIN VY I I - - I I LEGEND _ I J 8" DUCTILE IRON PIPE WATERMAIN - - 12" DUCTILE IRON PIPE WATERMAIN I IL (---►�— 6" FIRE HYDRANT LATERAL/ASSEMBLY H 8" GATE VALVE Y - 04 12" GATE VALVE J o I # -- WATER SERVICE JW E CAPPED/PLUGGED WATERMAIN W La 0 I _ I --I Ll I - - ALLEY I Q a o z . Ell Z I ! o y -4141 m Z °a SCALE: = 200' f = N w w J U m w Z � w �' � z CD 1 rz I I Z FALLON STREET I CAD, ROM I DAIS 10/11/07 I Rf@SIONS I I APPROVED BY: J aDNJII'ASSURANCE- ME- 1--200` -� Fly; WATER-EXHIBIT PROJECT Nammmaa I HIET 2 OF 2 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 —WaterCAD0 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 V 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 I 8 EI#BOZ-07004.01 Water and Sewer Report January 2008 p1G 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 ✓"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 Ranch Subdivision—Phase I 9 EI#BOZ-07004.01 Water and Sewer Report January 2008 t SANITARY SEWER CALCULATIONS P,1. 1 2-9Y04 0A'f 9-4 2-4 3S5Qc 3 4a•s�}� BILLION PROPERTY ZONE MAP AMENDMENT LOCATED IN THE NE 114 Of SECTION 9, T. z S., R. 5 E. VICINITY MAP OF P.M.M., GALLATIN COUNTY, MONTANA 1 � I Is+e a s 1/s.eca e [NOe]1T6'[7 +1 n' 1/e sc 9 iti etc oeeFl+T — t .......• I c��, y AG � I ar, wI .L NOT TO SCALE I j Iyy 7 I_r. Y. I �I .. .mn•:•e lo.�l I� d mwla I I I I • 62gae3.a IT I&MV sCRLS I LOT 2 Pun or w k/t�ul b sc •l TC�. 1 11, n0111aN 1310wlm llC\� ♦ ry' I � 711�e1e. I p ..ila rumrtaa� f n�ll I rIH41.1/MMKO __._.�!r' !h a. �• I P �lfo�Streef d � lnwelwi'.roi�i. rto iri.des.I a.iwm�(ray�lll I I 1[,� Rant f 7 ie lOr a l01 1 I tl•In! 11 I= v SAa. J a a+o J. .. ^••riot! /`1 OI St77lOa N I So.[.)n r..l tag o�?oo 50 0 60 I ` S.ob)n ------- --ill'-------_--_ I;I L�_ �I== n�,of Rn/"J U — [1m'oi"irq MW A /laCHANDLER Palau o-w LEGAL DESCRIPTION — 9-2 ZONING I.NO That pall of the Norlheaet Quarter of the Southeast Quarter of Sectlon 9.Township 2 South.Range 5 East of P,l1.N,Cfl7 of Boxemon.Canal!.County,W.tmro.dwflb.d as(.11 : Beginning at the southeast comer of sold Northeosl Ouarter of the Southeast Ouortw. thence westerly 26S 56' 42..assarrled tu9huth from north, 1017.1e feel along IN south line of said Noeth—I Quarter of the 5oulheael Wallu; Ihene.."h—Wly 352' 2S 20' osimulh e60/ !.et otosg th. f fl,lw Cn•Ic In.< c—& feetheo.le.., C 50'02' h"'* h"Ill feel along+dal ulh 1lln.;Ifeel along sale 35903'SY the". 90 82 ., real long sold«ntersne.Ih.ac.norlhay JSt'31'JI�OrYnthh 1).58 feet sang old ewd.rTlM:IMnee norlMrfy 000'A747 Ot4-lh-14&10 tset'long sow cenWk.;Inane ea.lerly ow 51'S6•atimuth 93LIT5 feel;Olen;. Iouthe•W IIIQ•72' 13 -i—th 650.06 leer.w q the lost 6n.of-Id Noltheo.t Ouort.r of lM Southeast Oaon.r to he point of Deglnvn9 Englr111smr4rlg 19T1d Surveying Inc. Area of 8-2 toning.020.363 square tool cr I8.8J29 acre,Subject to 6,6bling easenn-te. 1091*-4A pe QM•B.—.h1T SVI ET Phal+(n061 eW-1116•Fes[4MB97-0750 wmaehen9fassrw.ean•ida�dl.I1p'ne.n.rnm /Jr71-8 Norton East Ranch Subdivision-Phase I 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. 04 Using Manning's Equation,the full flow capacity of the proposed 8"diameter PVC Sewer line at minimal slope is: Qfun=(1.486/n)*A*R2f3*S"2,where n= 0.013 for PVC Pipe A=PlY= 0.35 ft2 P=2*PI*r= 2.09 ft R=A/P= 0.17 ft S= 0.004 Qfu,i= 0.77 cfs Calculate the peak hourly flow rate under developed conditions: Subdivision Population Proposed Residences: lC �, P�1/► =3.�� PSFR=314 units*2.11 people/unit=663 people(Phase 1) '� PBiLLIoN=8.59 Ac*10.4 du/ac*2.11 people/unit=189 people(based on R-4 zoning) TOTAL=852 people b►� Peaking Factor: Q,., = 18+P112 = 18+(0.852)1/2 QAVE 4+P1/2 4+(0.852)112 3.84 0 lL Peak Hourly Flowrate Included in the peak hourly flow,is an infiltration rate of 150 gallons/acre/day Subdivision Area= 39.84�D 1e Acres (Norton Ranch Subdivision Phase I) 8.59 Acres (Billion Property west of Baxter Creek&outside of the 100-yr floodplain) Qlnfil.= 7264.5 01� gpd Qmax= 298,444 gpd �5 Z /k � ��'�/J� X 3,� ¢ ?Z� 4-, 0.460 K cfs / Using the above parameters,velocity at peak hourly flow in the 8"diameter pipe is: ol- v=(1.486/n)*R...*Sf�2= 2.20 ft/sec Qmax/Qfui = 0.60 60.07% Billion Property-Projected Future Flow Bozeman,MT The following calculations are used to determine the mean sanitary sewer flow and required pipe diameter for the portion of the Billion Property that lies east of Baxter Creek that will flow to the stub off of Cottonwood Road. Using Manning's Equation,the full flow capacity of the proposed 8"diameter PVC Sewer line at minimal slope is: Qrun=(1.486/n)"A"Rya"St",where n= 0.013 for PVC Pipe A=PlY= 0.35 ft2 P=2"PI"r= 2.09 ft R=A/P= 0.17 ft S= 0.004 Qrmu= 0.77 V cfs Calculate the peak hourly flow rate under developed conditions: Subdivision Population ✓ v B-2 Zoning: A= 18.83 ac B-1 Zoning A= 5.00 ac QB-2= 1883 ac"2,000 gal/ac/day Q13-1= 5.00 ac"1,000 gallac/day = 37,660 gpd = 5,000 gpd P�uiv= 37,600 gpd/89 gpcd Peq iv= 5,000 gpd/89 gpcd _ ✓423 people = 56 people V R-4 Zoning: A= 7.58 ✓ WR-0= 7.58 ac"1,950 gal/ac/day 14,781 gpd Bahon Pro ertv East of Baxter Creek)Breakdown: w PS P,uiv= 7 58 Ac"10.4 du/ac"2.11 people/du Zoning Area I 166 people ✓ B-2 18 83 Ac. +oAc B-1 5.00 Ac. TOTAL=645 people ✓ R-4 7 5B Ac Note:Information From Billion Property Zone Map Amendment and City Peaking Factor: areas. Baxter Creek floodplain area was not excluded From the above areas. QMAx = 18+P112 = 18+(0.645)112 QAVE 4+PV2 4+(0.645)112 = 3.91 ✓ Peak Hourly Flowrate Included in the peak hourly flow,is an infiltration rate of 150 gallonslacre/day ✓ Subdivision Area= 31.41 Acres Note: The sewer capacity for Norton East Ranch and the Billion QInni= 4711.5 gpd property is limited to 192,816 gpd,as allocated in the 1998 Valley West Design Report,until the trunk sewer main as shown In the Qn,.= fl 229,306 gpd 4 f 2007 Wastewater Facilities Plan is installed 0.35 cfs x 89 9.1/47,Jtt-i.J d,� X:01 4 471I.,S Using the above parameters,velocity at peak hourly flow in the 8"diameter pipe is: 0V— v=(1.486/n)"R'ja°Stt2= 2.20 ft/sec Qm./Qmii= 0.46 D 1� = 46.15% Norton East Ranch Subdivision-Phase 1,Billion(west)and South Parcels Bozeman,MT The following calculations are used to determine the mean sanitary sewer flow and required pipe diameter for the Phase 1,the west portion of the Billion Property(outside of the 100-yr floodplain),and the 4 parcels directly south that will utilize the Phase 1 on-site sewer infrastructure. Using Manning'she full flow capacity of the proposed 10"diameter PVC Sewer line E2iniPalope is: Qf,ii=(1.486/n)"A"R""S1",where n= 0.013 for PVC Pipe A=PI"rz= 0.545 ft' P=2"PI"r= 2.62 ft R=A/P= 0.21 _ ft �G n S= 0.004 1 7 O r D 0 Zg °l oK Qfull= 1.38 cfs Calculate the peak hourly flow rate under developed conditions: A/ a Subdivision Population oIZ /" �� R-4 Zoning: A= 48.43 QRA= 48.43 ac"1,950 gal/ac/day = 94,438 gpd PequW= 48.43 Ac"10.4 du/ac"2.11 people/du / / �0"'" ( G S = 63 0 opl g�Z � l0 10 ��I �/ B-P Zoning: A= 24.63 i/ �/ Qe-a= 24.63 ac"960 gal/ac/day = 23,645 gpd Paquiv.= 23,6458 gpd/89 gpcd 265 0t,:— R-O Zoning: A= 20.23 p(G QR-0= 20.23 ac"980 gal/ac/day = 19,825 gpd pIL Paquly.= 20.23 Ac"5.2 du/ac'2.11 people/du = 222 people 0 KL TOTAL= 1550 people vs o 3 9 Peaking Factor: QMAX = 18+PUz = 18+(1.550)Vz V S �V � l )• 33�) /Z i �'7 QAVE 4+put 4+(1.550)112 = 3.67 o)< 'T / Peak Hourly Flowrate Included in the peak hourly flow,is an infiltration rate of 150 gallons/acre/day Norton/Billion Property Breakdown. ,L)V- Subdivision Area= 93.29 Acres Zoning Parcel Area Qmm= 13993.5 9 gpd R-4 Norton P k Z 39.84 Ac tL R-4 Billion 8.59 Ac (� Q."= 520,116 t7 gpd R-O Norton 20.23 Ac 0.80 cfs B-P Nortonpop s 24,63 Ac 2 Using the above parameters,velocity at peak hourly flow in the 10"diameter pipe is: v=(1.486/n)"R211.S111= 2.54 ft/sec Qme)Qfull= 0.58 a IL a —:� 0/7 0 L 1'" S = 58.18% a � 0, 10 0,5;-( �7 sod 74 Norton East Ranch Subdivision-Future Southwest Parcels Bozeman,MT The following calculations are used to determine the mean sanitary sewer flow and required pipe diameter For the future southwest Norton parcels that will tie into the Phase 1 infrastructure at the intersection of West Babcock Street and Laurel Parkway. OK Using Manning's Ehe full flow capacity of the proposed 10"diameter PVC Sewer line at mamma lope is: Qfun=(1.486/n)'A'R"3'S"2,where n= 0.013 for PVC Pipe A=PI'rz= 0.545 ft' P=2'PI'r= 2.62 ft R=A/P= 0. 1 ft b S= 01� 0.00 7 0, 00 Ciro= 1.38 0�- cfs Calculate the peak hourly flow rate under developed conditions: Subdivision Population R-3 Zoning: A= 31.78 9 QR3= 31.78 ac'1,220 gal/ac/day = 38,772 v"gpd PaquN.= 31.78 Ac'6.5 du/ac'2.11 people/du = 436 people�V R-O Zoning: A= 43.36 OK ✓ QR-0= 43.36 ac'980 gaVac/day = 42,493 0�gpd PaquN= 42,493 gpd/89 gpcd = 477 people o t< TOTAL= 913 q iL people Peaking Factor: QMAx = 18+1,112 = 18+(0.913)112 CAVE 4+pin 4+(0.913)"2 = 3.83 Peak Hourly Flowrate Included in the peak hourly flow,is an infiltration rate of 150 gallons/acre/day Future Norton Property Breakdown Subdivision Area= 75.14 014— Acres Zoning Parcel Area Qinri= 11271 p�(— gpd R-O Norton 43.36 Ac O K R-3 Norton 31.78 Ac Qmez= 3220.50o4gpd = �3p/o X 81 y�.�/�r/bjd� X 3,83 f' 1�(Z1 0� Using the above parameters,velocity at peak hourly flow in the 10"diameter pipe is: 01L v=(1.486/n)'R213'Sv2= 2.54 ft/sec Qm./Qrull= 0.36 36.08% 0�� Norton East Ranch Subdivision- All Future Phases,Phase 1 and Billion(West) 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 line a animal pe is: Qfuil=(1.486/n)"A"R"a"S1',where n= 0.013 for PVC Pipe A=PlY= 1.227 ftz P=2"PI"r= 3.927 ft AA R=A/P= 11-3.12-, ft IAV P S= L"--rO 0041 ft/ft 7 0, 00 f �✓ ��w�- r /� Qfuu= 4.14�L cfs 4 r i ;4 AMA Ac lolo5 Calculate the peak hourly flow rate under developed conditions: 4f P Subdivision Population 24/ RC /o/p5' B-PZoning: A= 24.63 ac Qe-P= 24.63 ac"960 gal/ac/day ku d, I Z/p G = 23,645 gpdpf P,ui,.= 23,645 gpd/89 gpcd / = 266 people ✓ L R-O Zoning: A= 63.59 ac 0I QR-o= 63.59 ac"980 gal/ac/day = 62,318 gpd Paquin,= 63.59 Ac"5.2 du/ac"2.11 people/du a 698 people ✓ R-2 Zoning: A= 21.00 ac V QR_2= 21.00 ac"980 gal/ac/day = 20,580 gpd PequM= 21.00 Ac"5.2 du/ac"2.11 people/du 230 people / R-3 Zoning: A= 52.84 ac '0 4 Norton/Billion Pro ert West of Baxter Creek Breakdown: WR-3= 52.84 ac"1,220 gal/ac/day Zoninc Parcel Area = 64,465 gpd B-P Norton 24.63 Ac ✓ R-O Norton 63.59 Ac PagWv= 52.84 Ac"6.5 du/ac"2.11 people/du R-2 Norton 21.00 Ac✓ = 725 people ✓ R-3 Norton 52.84 Ac'' R-4 Norton 2 79.81 it ✓5 87,74 R-4 Zoning: A= 39.97 ac D R-4 Billion -8.59-Ac o� NOTE:The EWHon R4 area consists of the area west of Baxter Creek QR4= 39.97 ac"1,950 gal/ac/day with the exception of the area within the 100-yr floodplain, = 77,942 gpd PagW,= 39.97 Ac"10.4 du/ac"2.11 people/du = 877 people ✓ tq i rQIW�p.(r. Population from Phase 1 and Billion(west)=852 people m Z rXG G7 TOTAL=3648 people _ oq- iffl R-Z 21.ot:A` 52,e4 Ac Ac a �7,14 � �•o (�36o Ac-�n 6-P a�,��AC} Peaking Factor: QMAx = 18+Pvz = 18+(3.648)112 QAVE 4+P1/2 4+(3.648)" 3.37 ✓ Peak Hourly Flowrate Included in the peak hourly flow,is an infiltration rate of 150 gallons/acre/day Subdivision Area= 39.84 V Acres (Norton Ranch Phase 1) 202.03 OK Acres (Norton Ranch Future Phases) 8.59 ✓ Acres (Billion Property-West of Baxter Creek&outside of the 100-yr floodplain) 2 / Qmii = 37569 OIL gpdDy- / &,p G ,p q x3eV7 F' 7 /a ✓I 7��f`a QMM= 1,132,071 gpd l 1.750 Y cfs Using the above parameters,velocity at peak hourly flow in the 15 diameter pipe is: Dl4 v=(1.486/n)"R2J3.S112= 3.37 ft/sec QM.x/Qmi= 0.42 D 42.36% WATER DISTRIBUTION CALCULATIONS n A t� ENGINEERING, INC. Consulting Enginaeis and Land Surveyors IAainva �ts,tt ` E1e­s lv)j PRV PIevE,f�Jn JI, c➢C �/rR rC£�� "r,fi� C'���"�t[1/naot' PRV Ele✓ M *77v,50 70 p' ; f ; PR z4 4� r (psi` ^' T4 P s V 2 — Pm be utk S4 �✓PS� ' �,�.C�s�e(,�,h n t � vrwe n�i� F'kV C.fev w�{c,, PROJECT f`i°r�d l�OJst G. �a G>. �i���C JOB N0. �'� ®'�"� '�1 DATE_ � w By_ell)S SHEET NO._ OF Billings • Bozeman • Sheridan • www.engine-com 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. Modeling a Connection to an Existing Water Main Page 1 of 1 Modeling a Connection to an Existing Water Main 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 P-2 P M R-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)^.54] 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) Haestad Methods, Inc. .mm.haestad.com W1Yw COM Voice:+1-203-755-1666 Fax:+1-203-597-1488 ` v support haestad.com mk:@MS ITStore:C:\Program%20Files\Haestad\WTRC\WaterCAD.chm::/HelpWaterCAD-21-3 3.... 4/21/200 8 Existing-System-Modeling_Calculations.xls Page 1 of 2 2/7/2008 Norton Ranch Subdivision - 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/FLOW TEST RESULTS SUMMARY Location Hydrant# Static Pressure Pitot Pressure Residual Pressure Fallon 1754 105 psi Cottonwood/Fallon 1132 125 psi 110 psi Hydrantpressure and fire flow testing completed by the City of Bozqman on 1/1012007. Calculate Static Condition Static Pressure Reading,pg= 125 psi Calculate Static Head,h,_ hs_ p9 ere wh h,= Static Head(ft) - y - pg= Pressure(psi) 7= Specific Weight of Water(pcf) y=1 62.4 lb/ft' h$= 288.46 ft Static System Discharge,Q.= 0 gpm Calculate Flow at Residual Pressure Residual Pressure Reading,p,= 1 l0 psi Calculate Residual Head,h,_ 'Y=l 62.4 lb/ft' ha= 253.85 ft Calculate Residual System 2 1/2 Qt= Residual Discharge(gpm) Discharge,Qr= = 29.8 C d (p where C= Discharge Coefficient d= Diameter of Outlet(in) pf= Pitot Gage Reading(psi) C d= 2.50 in pf= 105 Q,= 1717.65 gpm Engineering,Inc.-705 Osterman Drive,Suite F-Bozeman,Montana 59715-Phone(406)522.9876-Fax(406)922.2768-www.enginc.com Existing-System-Modeling_Calculations.xls Page 2 of 2 2/7/2008 Norton Ranch Subdivision - Phase I Modeling of Existing Water Main Using Simulated Pump Calculate Flow at Design Residual Pressure Design Residual Pressure,Pd 1 20 psi Calculate Residual Head,hL= 7=1 62.4 lbIW h$= 46.15 fr Calculate Design System (��H)osa, where Qd= Design Discharge(gpm) e Dischar Qd— Qt J Discharge,Q d= QI= Residual Discharge(gpm) H== Pressure Drop to Desired Residual Pressure,p$-Pd(psi) Hf= Pressure Drop During Fire Flow Test,p,-p,(psi) QL= 1717.65 gpm HL= 105 psi Hf= 15 psi Qd= 4912.32 gpm Standard 3-Point Pump Curve nb I fend itaru m ft Shutoff 0.00 288.46 Design 1717.65 253.85 Max Operating 4912.32 46.15 Standard 3-Point Pump Curve 350.00 300.00 250.00 - $200.00 V 150.00 = 100.00 - 50.00 � 0.00 . 0.00 1000.00 2000.00 3000.00 4000.00 5000.00 6000.00 Discharge(gpm) Engineering,Inc.-705 Osterman Drive,Suite F-Bozeman,Montana 59715-Phone(406)522-9876-Fax(406)922-2768-www.enginc.com 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 I. Calculate Average Daily Water Usage Land Use = Flow Per Person= Estimated No.of Residents= Design Average Daily Water Usage,Qave 112,710.00 gal/day = 78.271 gpm Calculate Maximum Water Demand Maximum Hour = 3:1 => Maximum Hour= 234.813 gpnt Average Day Maximum Day = 2.3:1 => Maximum Day= 180.023 gpnt Average Day Required Fire Flow Demand Required Fire Flow Demand= 1 1,750.000 gpm Engineering,Inc.-705 Osterman Drive,Suite F-Bozeman,Montana 59715•Phone(406)522-9876-Fox(406)922-2768-www.enginc.com Scenario: Base W. V/+>� J-23 J P-46 J-3 p-49 J-26 P-47 J-2 P-48 a- a J-25 PRV-4 a d!, J-15 P-18 J-16 P-19 J-17 P-20 J-11 a a a � ' a � Q � � x � e J-4 v w P-15 J-12 P-16 J-14 P-43 J-21 P-42 J-20 P•39 J-19 J-1i - J-6 I A CO, � d^` aa.. d d EL ?18 J-6 P-6 J-7 P-7 J-8 P-8 J-9 P-9 J-10 P-33 P-34 J-19 6 PMP_9-25 R-1 rFJ' PRV-2 Project Engineer:Dax Simek Title:Norton East Ranch Subdivision WaterCAD v7.0[07.00.049.001 p:\...\norton_water_model_alternate.wcd Page 1 of 1 04/15/08 08:51:18 AM ©Bentley Systems,Inc. Haestad Methods Solution Center Watertown,CT 06795 USA +1-203-755-1666 PEAK DAY WITH FIRE FLOW Scenario: Base Fire Flow Analysis Fire Flow Report Label Zone Fire Flow Fire Flow Satisfies Needed Available Total Total Residual Calculated Minimum Zone Calculated Minimum Calculated Minimum Minimum System Iterations Balanced? Fire Flow Fire Flow Fire Flow Flow Pressure Residual Pressure Minimum Zone Minimum System Pressure Constraints? (gpm) Flow Needed Available (psi) Pressure (psi) Zone Junction System Junction (psi) (gpm) (gpm) (gpm) (psi) Pressure Pressure (psi) (psi) J-2 Zone 2 true true 1.750.00 2,500.00 1,759.00 2,509.00 20.00 68.14 20.00 62.47 J-8 -0.00 PMP-1 N/A J-3 Zone 2 true true 1,750.00 2,500.00 1,759.00 2,509.00 20.00 65.85 20.00 61.43 J-8 -0.00 PMP-1 N/A J-4 Zone 2 true true 1,750.00 2,500.00 1,759.00 2,509.00 20.00 58.30 20.00 58.61 J-6 -0.00 PMP-1 N/A J-5 Zone 2 true true 1,750.00 2,500.00 1,759.00 2,509.00 20.00 57.72 20.00 57.83 J-6 -0.00 PMP-1 N/A J-6 Zone 2 true true 1,750.00 2,500.00 1,759.00 2,509.00 20.00 54.26 20.00 57.86 J-7 -0.00 PMP-1 N/A J-7 Zone 2 true true 1,750.00 2,500.00 1,759.00 2,509.00 20.00 56.57 20.00 57.94 J-6 -0.00 PMP-1 N/A J-8 Zone 2 true true 1,750.00 2,500.00 1,759.00 2,509.00 20.00 58.03 20.00 60.18 J-7 -0.00 PMP-1 N/A J-9 Zone 2 true true 1,750.00 2,500.00 1,759.00 2,509.00 20.00 59.14 20.00 60.03 J-8 -0.00 PMP-1 N/A J-10 Zone 2 true true 1,750.00 2,500.00 1,759.00 2,509.00 20.00 59.36 20.00 60.91 J-9 -0.00 PMP-1 N/A J-11 Zone 2 true true 1,750.00 2,500.00 1,759.00 2,509.00 20.00 64.65 20.00 61.76 J-8 -0.00 PMP-1 N/A J-12 Zone 2 true true 1,750.00 2,500.00 1,759.00 2,509.00 20.00 60.25 20.00 58.84 J-7 -0.00 PMP-1 N/A J-13 Zone 2 true true 1,750.00 2,500.00 1,759.00 2,509.00 20.00 58.67 20.00 58.29 J-6 -0.00 PMP-1 N/A J-14 Zone 2 true true 1,750.00 2,500.00 1,759.00 2,509.00 20.00 60.86 20.00 60.04 J-7 -0.00 PMP-1 N/A J-15 Zone 2 true true 1,750.00 2,500.00 1,759.00 2,509.00 20.00 61.93 20.00 60.77 J-8 -0.00 PMP-1 N/A J-16 Zone 2 true true 1,750.00 2,500.00 1,759.00 2,509.00 20.00 66.44 20.00 61.16 J-8 -0.00 PMP-1 N/A J-17 Zone 2 true true 1.750.00 2,500.00 1,759.00 2,509.00 20.00 65.20 20.00 61.32 J-8 -0.00 PMP-1 N/A J-18 Zone 2 true true 1,750.00 2,500.00 1,750.00 2,500.00 20.00 90.66 20.00 79.38 J-10 -0.00 PMP-1 N/A J-19 Zone 2 true true 1,750.00 2,500.00 1,759.00 2,509.00 20.00 61.14 20.00 61.02 J-10 -0.00 PMP-1 N/A J-20 Zone 2 true true 1,750.00 2,500.00 1,759.00 2,509.00 20.00 62.61 20.00 60.77 J-8 -0.00 PMP-1 N/A J-21 Zone 2 true true 1,750.00 2,500.00 1,759.00 2,509.00 20.00 62.40 20.00 60.20 J-8 -0.00 PMP-1 N/A J-24 Zone 2 true true 1,750.00 2,500.00 1,750.00 2,500.00 20.00 69.82 20.00 66.63 J-8 -0.00 PMP-1 N/A J-25 Zone 2 true true 1,750.00 2,500.00 1,750.00 2,500.00 20.00 69.75 20.00 66.54 J-8 -0.00 PMP-1 N/A J-23 Zone 2 true true 1,750.00 2,500.00 1,750.00 2,500.00 20.00 69.98 20.00 66.81 J-8 -0.00 PMP-1 N/A J-26 Zone 2 true true 1 1,750.001 2,500.00 1,759.001 2,509.00 20.001 68.681 20.00 61.72 J-8 -0.00 PMP-1 N/A Title:Norton East Ranch Subdivision Project Engineer: Dax Simek \ \norton_water_model alternate.wcd WaterCAD v7.0[07.00.049.00] p. ... - Page 1 of 1 04/28/08 10:44:24 AM ©Bentley Systems, Inc. Haestad Methods Solution Center Watertown,CT 06795 USA +1-203-755-1666 9 Scenario: Base Fire Flow Analysis Pipe Report Label Length Diameter Material Hazen- Check Minor Control Discharge Upstream Structure Downstream Structure Pressure Headloss Velocity (ft) (in) Williams Valve? Loss Status (gpm) Hydraulic Grade Hydraulic Grade Pipe Gradient (ft/s) C Coefficient (ft) (ft) Headloss (ft/1000ft) (ft) P-3 831.00 8.0 Ductile Iro 130.0 false 0.00 Open 8.51 4,973.12 4,973.12 0.00 0.00 0.05 P-5 374.00 8.0 Ductile Iro 130.0 false 0.00 Open -5.06 4,973.12 4,973.12 0.00 0.00 0.03 P-6 284.00 8.0 Ductile Iro 130.0 false 0.00 Open -14.06 4,973.12 4,973.12 0.00 0.01 0.09 P-7 460.00 8.0 Ductile Iro 130.0 false 0.00 Open -27.81 4,973.12 4,973.13 0.01 0.02 0.18 P-8 260.00 8.0 Ductile Iro 130.0 false 0.00 Open -52.44 4,973.13 4,973.15 0.02 0.08 0.33 P-9 260.00 8.0 Ductile Iro 130.0 false 0.00 Open -94.88 4,973.15 4,973.21 0.06 0.23 0.61 P-11 209.00 8.0 Ductile Iro 130.0 false 0.00 Open 22.08 4,973.13 4,973.12 0.00 0.02 0.14 P-12 420.00 8.0 Ductile Iro 130.0 false 0.00 Open 4.76 4,973.12 4,973.12 0.00 0.00 0.03 P-13 53.00 8.0 Ductile Iro 130.0 false 0.00 Open -0.49 4,973.12 4,973.12 0.00 0.00 0.00 P-14 48.00 8.0 Ductile Iro 130.0 false 0.00 Open 3.94 4,973.12 4,973.12 0.00 0.00 0.03 P-15 304.00 8.0 Ductile Iro 130.0 false 0.00 Open 13.43 4,973.12 4,973.12 0.00 0.01 0.09 P-16 180.00 8.0 Ductile Iro 130.0 false 0.00 Open -17.68 4,973.12 4,973.12 0.00 0.01 0.11 P-17 675.00 8.0 Ductile Iro 130.0 false 0.00 Open -0.25 4,973.12 4,973.12 0.00 0.00 0.00 P-18 280.00 8.0 Ductile Iro 130.0 false 0.00 Open -9.25 4,973.12 4,973.12 0.00 0.00 0.06 P-19 260.00 8.0 Ductile Iro 130.0 false 0.00 Open -16.59 4,973.12 4,973.13 0.00 0.01 0.11 P-20 292.00 8.0 Ductile Iro 130.0 false 0.00 Open -1.63 4,973.13 4,973.13 0.00 0.00 0.01 P-25 1.00 48.0 Ductile Iro 130.0 false 0.00 Open 180.00 4,795.00 4,795.00 0.00 0.00 0.03 P-26 1.00 12.0 Ductile Iro 130.0 false 0.00 Open 180.00 5,082.93 5,082.93 0.00 0.00 0.51 P-33 1,402.00 8.0 Ductile Iro 130.0 false 0.00 Open -180.00 4,973.21 4,974.28 1.07 0.76 1.15 P-34 99.00 8.0 Ductile Iro 130.0 false 0.00 Open -180.00 5,082.85 5,082.93 0.08 0.76 1.15 P-35 420.00 8.0 Ductile Iro 130.0 false 0.00 Open 76.12 4,973.21 4,973.15 0.06 0.15 0.49 P-36 677.00 8.0 Ductile Iro 130.0 false 0.00 Open 32.72 4,973.15 4,973.13 0.02 0.03 0.21 P-37 420.00 8.0 Ductile Iro 130.0 false 0.00 Open 33.43 4,973.15 4,973.14 0.01 0.03 0.21 P-38 676.00 8.0 Ductile Iro 130.0 false 0.00 Open 23.96 4,973.14 4,973.13 0.01 0.02 0.15 P-39 272.00 8.0 Ductile Iro 130.0 false 0.00 Open 34.40 4,973.15 4,973.14 0.01 0.04 0.22 P-40 420.00 8.0 Ductile Iro 130.0 false 0.00 Open 15.63 4,973.13 4,973.13 0.00 0.01 0.10 P-41 675.00 8.0 Ductile Iro 130.0 false 0.00 Open 15.08 4,973.13 4,973.12 0.00 0.01 0.10 P-42 260.00 8.0 Ductile Iro 130.0 false 0.00 Open 34.88 4,973.14 4,973.13 0.01 0.04 0.22 P-43 279.00 8.0 Ductile Iro 130.0 false 0.00 Open 26.43 4,973.13 4,973.12 0.01 0.02 0.17 P-45 7.00 12.0 Ductile Iro 130.0 false 0.00 Open 0.00 4,973.12 4,973.12 0.00 0.00 0.00 P-46 61.00 12.0 Ductile Iro 130.0 false 0.00 Open 0.00 4,973.12 4,973.12 0.00 0.00 0.00 P-44 1,331.00 12.0 Ductile Iro 130.0 false 0.00 Open 0.00 5,082.93 5,082.93 0.00 0.00 0.00 P-51 29.00 12.0 Ductile Iro 130.0 false 0.00 Open 0.00 4,973.12 4,973.12 0.00 0.00 0.00 P-48 1,427.00 12.0 Ductile Iro 130.0 false 0.00 Open 0.00 4,973.12 4,973.12 0.00 0.00 0.00 P-47 561.00 12.0 Ductile Iro 130.0 false 0.00 Open 13.09 4,973.12 4,973.12 0.00 0.00 0.04 P-49 787.00 12.0 Ductile Irol 130.0 false 0.00 Open 17.51 4,973.12 4,973.12 0.00 0.00 0.05 P-50 209.001 8.01 Ductile Irol 130.01 false 1 0.00 1 Open 1 -13.421 4,973.121 4,973.12 1 0.001 0.01 0.09 Title:Norton East Ranch Subdivision Project Engineer: Dax Simek p:\...\norton_water_model_alternate.wcd WaterCAD v7.0[07.00.049.00] 04/28/08 10:44:52 AM ©Bentley Systems, Inc. Haestad Methods Solution Center Watertown,CT 06795 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) (Calculated) Hydraulic Grade (psi) (gpm) (ft) J-2 4,773.25 Zone Demand 9.00 Fixed 9.00 4,973.12 86.48 J-3 4,769.75 Zone Demand 9.00 Fixed 9.00 4,973.12 87.99 J-4 4,781.00 Zone Demand 9.00 Fixed 9.00 4,973.12 83.12 J-5 4,782.00 Zone Demand 9.00 Fixed 9.00 4,973.12 82.69 J-6 4,786.00 Zone Demand 9.00 Fixed 9.00 4,973.12 80.96 J-7 4,787.00 Zone Demand 9.00 Fixed 9.00 4,973.12 80.53 J-8 4,788.50 Zone Demand 9.00 Fixed 9.00 4,973.13 79.88 J-9 4,788.00 Zone Demand 9.00 Fixed 9.00 4,973.15 80.11 J-10 4,789.75 Zone Demand 9.00 Fixed 9.00 4,973.21 79.38 J-11 4,776.75 Zone Demand 9.00 Fixed 9.00 4,973.13 84.96 J-12 4,780.75 Zone Demand 9.00 Fixed 9.00 4,973.12 83.23 J-13 4,781.50 Zone Demand 9.00 Fixed 9.00 4,973.12 82.90 J-14 4,781.25 Zone Demand 9.00 Fixed 9.00 4,973.12 83.01 J-15 4,772.75 Zone Demand 9.00 Fixed 9.00 4,973.12 86.69 J-16 4,772.75 Zone Demand 9.00 Fixed 9,00 4,973.12 86.69 J-17 4,774.00 Zone Demand 9.00 Fixed 9.00 4,973.13 86.15 J-18 4,795.00 Zone Demand 0.00 Fixed 0.00 5,082.93 124.57 t ` J-19 4,783.00 Zone Demand 9.00 Fixed 9.00 4,973.15 82.27 �oul"Woo J-20 4,781.50 Zone Demand 9.00 Fixed 9.00 4,973.14 82.91 5i dA J-21 4,781.00 Zone Demand 9.00 Fixed 9.00 4,973.13 83.13 V" piza J-24 4,776.50 Zone Demand 0.00 Fixed 0.00 4,973.12 85.07 r6 J-25 4,776.50 Zone Demand 0.00 Fixed 0.00 4,973.12 85.07 J-23 4,776.50 Zone Demand 0.00 Fixed 0.00 4,973.12 85.07 J-26 1 4,769.251 Zone IDemand 1 9.001 Fixed 19.001 4,973.121 88.21 Title: Norton East Ranch Subdivision Project Engineer: Dax Simek p:\...\norton_water_model_alternate.wcd WaterCAD v7.0[07.00.049.00] 04/28/08 10:43:45 ANBentley Systems, Inc. Haestad Methods Solution Center Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 1 Scenario: Base Fire Flow Analysis Pump Report Label Elevation Control Intake Discharge Discharge Pump Calculated (ft) Status Pump Pump (gpm) Head Water Grade Grade (ft) Power (ft) (ft) (Hp) PMP-1 4,795.00 On 1 4,795.00 5,082.93 180.00 287.93 13.08 Title:Norton East Ranch Subdivision Project Engineer:Dax Simek p:\...\norton_water_model_alternate.wcd WaterCAD v7.0[07.00.049.00] 04/28/08 10:43:53/DBentley Systems, Inc. Haestad Methods Solution Center Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 1 Scenario: Base Fire Flow Analysis Reservoir Report Label Elevation Zone Inflow Calculated (ft) (gpm) Hydraulic Grade (ft) R-1 4,795.00 Zone -180.00 4,795.00 Title:Norton East Ranch Subdivision Project Engineer:Dax Simek p:\...\norton_water_model_alternate.wcd WaterCAD v7.0[07.00.049.00] 04/28/08 10:44:01 AIvBentley Systems, Inc. Haestad Methods Solution Center Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 1 Scenario: Base Fire Flow Analysis Valve Report Label (Elevation Diametei Minor Control Discharge From To Headloss (ft) (in) Loss Status (gpm) HGL HGL (ft) Coefficien (ft) (ft) PRV- 4,794.00 8.0 0.00 Throttling 180.00 i,082.85 1,974.28 108.57 PRV4 4,776.50 12.0 0.00 Closed 0.00 i,082.93 1,973.12 0.00 Title:Norton East Ranch Subdivision Project Engineer:Dax Simek p:\...\norton_water model_alternate.wcd WaterCAD v7.0[07.00.049.00] 04/28/08 10:44:06 AABentley Systems,Inc. Haestad Methods Solution Center Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 1 PEAK HOUR Scenario: Base Steady State Analysis Pipe Report Label Length Diameter Material Hazen- Check Minor Control Discharge Upstream Structure Downstream Structure Pressure Headloss Velocity (ft) (in) Williams Valve? Loss Status (gpm) Hydraulic Grade Hydraulic Grade Pipe Gradient (ft/s) C Coefficient (ft) (ft) Headloss (ft/1000ft) (ft) P-3 831.00 8.0 Ductile Iro 130.0 false 0.00 Open 11.11 4,972.38 4,972.38 0.00 0.00 0.07 P-5 374.00 8.0 Ductile Iro 130.0 false 0.00 Open -6.60 4,972.38 4,972.38 0.00 0.00 0.04 P-6 284.00 8.0 Ductile Iro 130.0 false 0.00 Open -18.35 4,972.38 4,972.38 0.00 0.01 0.12 P-7 460.00 8.0 Ductile Iro 130.0 false 0.00 Open -36.31 4,972.38 4,972.40 0.02 0.04 0.23 P-8 260.00 8.0 Ductile Iro 130.0 false 0.00 Open -68.47 4,972.40 4,972.43 0.03 0.13 0.44 P-9 260.00 8.0 Ductile Iro 130.0 false 0.00 Open -123.87 4,972.43 4,972.53 0.10 0.38 0.79 P-11 209.00 8.0 Ductile Iro 130.0 false 0.00 Open 28.83 4,972.39 4,972.38 0.01 0.03 0.18 P-12 420.00 8.0 Ductile Iro 130.0 false 0.00 Open 6.21 4,972.38 4,972.38 0.00 0.00 0.04 P-13 53.00 8.0 Ductile Iro 130.0 false 0.00 Open -0.64 4,972.38 4,972.38 0.00 0.00 0.00 P-14 48.00 8.0 Ductile Iro 130.0 false 0.00 Open 5.15 4,972.38 4,972.38 0.00 0.00 0.03 P-15 304.00 8.0 Ductile Iro 130.0 false 0.00 Open 17.54 4,972.38 4,972.38 0.00 0.01 0.11 P-16 180.00 8.0 Ductile Iro 130.0 false 0.00 Open -23.08 4,972.38 4,972.38 0.00 0.02 0.15 P-17 675.00 8.0 Ductile Iro 130.0 false 0.00 Open -0.32 4,972.38 4,972.38 0.00 0.00 0.00 P-18 280.00 8.0 Ductile Iro 130.0 false 0.00 Open -12.07 4,972.38 4,972.38 0.00 0.01 0.08 P-19 260.00 8.0 Ductile Iro 130.0 false 0.00 Open -21.66 4,972.38 4,972.39 0.00 0.02 0.14 P-20 292.00 8.0 Ductile Iro 130.0 false 0.00 Open -2.13 4,972.39 4,972.39 0.00 0.00 0.01 P-25 1.00 48.0 Ductile Iro 130.0 false 0.00 Open 235.00 4,795.00 4,795.00 0.00 0.00 0.04 P-26 1.00 12.0 Ductile Iro 130.0 false 0.00 Open 235.00 5,082.59 5,082.59 0.00 0.00 0.67 P-33 1,402.00 8.0 Ductile Iro 130.0 false 0.00 Open -235.00 4,972.53 4,974.28 1.75 1.25 1.50 P-34 99.00 8.0 Ductile Iro 130.0 false 0.00 Open -235.00 5,082.47 5,082.59 0.12 1.25 1.50 P-35 420.00 8.0 Ductile Iro 130.0 false 0.00 Open 99.38 4,972.53 4,972.42 0.11 0.25 0.63 P-36 677.00 8.0 Ductile Iro 130.0 false 0.00 Open 42.72 4,972.42 4,972.39 0.04 0.05 0.27 P-37 420.00 8.0 Ductile Iro 130.0 false 0.00 Open 43.65 4,972.43 4,972.41 0.02 0.06 0.28 P-38 676.00 8.0 Ductile Iro 130.0 false 0.00 Open 31.28 4,972.41 4,972.39 0.02 0.03 0.20 P-39 272.00 8.0 Ductile Iro 130.0 false 0.00 Open 44.92 4,972.42 4,972.41 0.02 0.06 0.29 P-40 420.00 8.0 Ductile Iro 130.0 false 0.00 Open 20.41 4,972.40 4,972.39 0.01 0.01 0.13 P-41 675.00 8.0 Ductile Iro 130.0 false 0.00 Open 19.69 4,972.39 4,972.38 0.01 0.01 0.13 P-42 260.00 8.0 Ductile Iro 130.0 false 0.00 Open 45.54 4,972.41 4,972.39 0.02 0.06 0.29 P-43 279.00 8.0 Ductile Iro 130.0 false 0.00 Open 34.50 4,972.39 4,972.38 0.01 0.04 0.22 P-45 8.00 12.0 Ductile Ira 130.0 false 0.00 Open 0.00 4,972.38 4,972.38 0.00 0.00 0.00 P-46 61.00 12.0 Ductile Iro 130.0 false 0.00 Open 0.00 4,972.38 4,972.38 0.00 0.00 0.00 P-44 1,331.00 12.0 Ductile Iro 130.0 false 0.00 Open 0.00 5,082.59 5,082.59 0.00 0.00 0.00 P-51 29.00 12.0 Ductile Iro 130.0 false 0.00 Open -0.00 4,972.38 4,972.38 0.00 0.00 0.00 P-48 1,427.00 12.0 Ductile Iro 130.0 false 0.00 Open -0.00 4,972.38 4,972.38 0.00 0.00 0.00 P-47 561.00 12.0 Ductile Iro 130.0 false 0.00 Open 17.08 4,972.38 4,972.38 0.00 0.00 0.05 P-49 787.00 12.0 Ductile Iro 130.0 false 0.00 Open 22.86 4,972.38 4,972.38 0.00 0.00 0.06 P-50 1 209.001 8.01 Ductile Irol 130.01 false 1 0.00 1 Open 1 -17.53 4,972.381 4,972.381 0.001 0.011 0.11 Title:Norton East Ranch Subdivision Project Engineer:Dax Simek p:\...\norton_water_model_alternate_maxhour.wcd WaterCAD v7.0[07.00.049.00] 04/28/08 10:59:18 AM 0 Bentley Systems, Inc. Haestad Methods Solution Center Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 1 Scenario: Base Steady State Analysis Junction Report Label Elevation Zone Type Base Flow Pattern Demand Calculated Pressure (ft) (gpm) (Calculated) Hydraulic Grade (psi) (gpm) (ft) J-2 4,773.25 Zone Demand 11.75 Fixed 11.75 4,972.38 86.16 J-3 4,769.75 Zone Demand 11.75 Fixed 11.75 4,972.38 87.67 J-4 4.781.00 Zone Demand 11.75 Fixed 11.75 4,972.38 82.80 J-5 4,782.00 Zone Demand 11.75 Fixed 11.75 4,972.38 82.37 J-6 4,786.00 Zone Demand 11.75 Fixed 11.75 4,972.38 80.64 J-7 4,787.00 Zone Demand 11.75 Fixed 11.75 4,972.38 80.21 J-8 4,788.50 Zone Demand 11.75 Fixed 11.75 4,972.40 79.56 J-9 4,788.00 Zone Demand 11.75 Fixed 11.75 4,972.43 79.79 J-10 4,789.75 Zone Demand 11.75 Fixed 11.75 4,972.53 79.08 J-11 4,776.75 Zone Demand 11.75 Fixed 11.75 4,972.39 84.64 J-12 4.780.75 Zone Demand 11.75 Fixed 11.75 4,972.38 82.91 J-13 4,781.50 Zone Demand 11.75 Fixed 11.75 4,972.38 82.58 J-14 4,781.25 Zone Demand 11.75 Fixed 11.75 4,972.38 82.69 J-15 4.772.75 Zone Demand 11.75 Fixed 11.75 4,972.38 86.37 J-16 4,772.75 Zone Demand 11.75 Fixed 11.75 4,972.38 86.37 J-17 4,774.00 Zone Demand 11.75 Fixed 11.75 4,972.39 85.83 J-18 4,795.00 Zone Demand 0.00 Fixed 0.00 5,082.59 124.43 J-19 4.783.00 Zone Demand 11.75 Fixed 11.75 4,972.42 81.95 J-20 4,781.50 Zone Demand 11.75 Fixed 11.75 4,972.41 82.60 J-21 4,781.00 Zone Demand 11.75 Fixed 11.75 4,972.39 82.81 J-24 4,776.50 Zone Demand 0.00 Fixed 0.00 4,972.38 84.75 J-25 4,776.50 Zone Demand 0.00 Fixed 0.00 4,972.38 84.75 J-23 4,776.50 Zone Demand 0.00 Fixed 0.00 4,972.38 84.75 J-26 4,769.25 Zone I Demand 1 11.751 Fixed 1 11.751 4,972.381 87.89 Title:Norton East Ranch Subdlvision Project Engineer:Dax Simek p:\...\norton_water model_alternate_maxhour.wcd WaterCAD v7.0[07.00.049.00] 04/28/08 10:59:46 ANBentley Systems,Inc. Haestad Methods Solution Center Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 1 V Z ZJ z � o W O R-2 ZONING R-3 ZONING R-N ZONING °° Z w I I - Z Z W � m C V V N � J ^: i ='� I E C C R-.ZONING B-,ZONING i 3 3 i I i I i R-N ZONING T I I R-3 ZONING R-3 ZONING x BAXIER CREEK -:�:ro--/ t NE-ON ORLNry * wR1x1- �.n B-2 ZONING S— I LLJ V � I Q S w - - - - W,SI=::w:N z O a w w z 0 D R-o zoNlrvc R-o zorviNc � m w Q I LLJ R-0 ZONING I R-0 ZONING T 2 Q U CO N z z Q O o i O • I B-v ZONING B-R ZONING I �MN�+aa I I I C.R.D. BDS R-0 ZONING j DATE: 3/18/08 REVISIONS: APPROVED BY: QUALITY ASSURANCE: SCALE: 1"=200' FILE: NORTON-BASE-DAX PROJECT NO.: BOZO-4.01 SCALE 1" = 200' SHEET?OF