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HomeMy WebLinkAbout12 - Design Report - Norton East Ranch Ph 2 - Water MORRISON 51® MAIERLE, INC, An Employee-Owned Company WATER DESIGN REPORT NORTON RANCH EAST SUBDIVISION PHASE 2 BOZEMAN, MONTANA December 2012 Prepared For: Norton Properties, LLC 63020 NE Lower Meadow, Suite A Bend, OR 97701 NICKELSON trx% 9063 P.E. jar a N AL���.`�` Prepared By: /3 Morrison-Maierle, Inc. 2880 Technology Boulevard West Bozeman, Montana 59718 N15149\001\Design Does\Reports\Water Report.docx Introduction The Norton Ranch East Subdivision, Phase 2 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. The design for Phase 2 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 4/28/08 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 2 consists of 30 residential lots and a total area of 6.66 acres. It is located directly west of the platted Phase 1 and is bounded by May Fly Street on the south, Dragon Fly Street on the North and a park on the west. The attached exhibit shows the location of Phase 2 relative to the overall Phase 1 project. Existinq Conditions As part of the platted Phase 1 subdivision the backbone of the water distribution system for the overall Phase 1 was constructed. This consists of 8" and 12" water mains. The water connections for the Phase 2 project were stubbed out with the construction of the platted Phase 1 subdivision. Water Demands The approved design report included connections for 46 lots within the area that is now Phase 2. Therefore the mains installed with the platted Phase 1 improvements will have adequate capacity as the Phase 2 project will generate only 65% of the design demand computed for this portion of the project for domestic use. Fire flow demands are not impacted by the change in lot configuration. Changes Required Due to Updated Design Standards No changes are required to the design due to the most recent design standard changes. Changes Required Due to Missing Information in Approved Design Joint restraint calculations are attached for the vertical thrust restraint on May Fly Street. The plans provide for joint restraint from Station 5+15 to 5+60 which exceeds the minimum requirements from the design calculations. END NA5149\001\Design Docs\Reports\Water Report.docx 0 o y w e c c cd CD o CL' ►7 a C - a ? 4 voi o U m o C o ♦+ N 'Z w U G N 'C � � N w � C C ��+ � '� C u a• � y � C�C ro .ro •N � W Q ¢ CYy. rJ Q ¢ ll a w C N .`�. t] W O y d N yo a b FC W 0 0 C 0 o C 4 'C aroi .G z z ¢ w z a Q x M w Ca d U � CL � O 0 0 r C � O O N-, M b r d •"� N r-I E .�N• II II II II II II II II II II II II II II � w N w0 w W � � w d I - C d O cn w s H N I 4a v � v o •o � d o ro c e 6 W c e ¢ W o o o c o o c U CL A O " o o 'c o 0 0 0 U U W .C-, vi U U W .Ci to F 61 0 0 0 0 0 O o 0 0 0 o O o 0 0 0 0 0 L v I L .-. � q II I II II II A II II II II II IIqq V] Gd � L' cd .o C7 �O i Gn N 0 " F y G, 0 0 N N N O N N ? Q ua p u 3 3 Q w u o 3 3 y o W 1 J � O N N tad ✓ � O N N C d N 12) �••� Gr. F" .� °' n n n u �1 u u u n °�-', u u u u �1 u n II u Y Q •^. � �, x � 4 m a� ¢ Q 4 3 � x � w m a> ¢ Q 4 3 z°, � a a w EN G .MEERING, IWft . A Consulting Engineers and Land Surveyors is Mr F, I I r.� APR 2 8 2000 ------------------------ 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 �G January 2008 REVISED 4/28/08 R 0 A EK BOz-07004.01 -xi', No. 13975PE :W 0-cs�.l/o SRO.' E N • r% pip�SS`%0 NIAti,��\````� 705 Osterman Drive, Suite F Bozeman, MT 59715 �I 1%/o$ Phone 406.522.9876 1 Fox 406.922.2768 info.hozemon@enginc.com www.engrnc.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: ENGIEERING'r Ic® 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 1. 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 EI#BOZ-07004.01 Water and Sewer Report January 2008 ■mr � __ !ems all ZA& --� t- ��-- - ------ 2 SE rr F� �'' �Ci�{�i�i �a EI ��■ '■����'e:��h 1� r i�.. =off_�7 •.•rr►3 Kiln 1 4 Itlnllilt��� • •■■r f '�Il�rtiinl II: E �: C �: i■ ■ 'ar�r i• i� rr,Ir r '' =w r r�■�� I-- i ■■I�c � i. —-_--_— — - . _ � �.� ����=llllli�i ,tug,li• � � i Desiizn 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 M1fp,� day and a design peaking factor of 3.91, the estimated peak hourly flow for this development is 0.37 cfs, or 236,693 gpd. 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 A4 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 allowgd 75% flow limit. Under the above-described conditions, a scouring velocity of 2.26 ft/sec is provided. The minimum allowable scouring velocity is1.00 ft/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 - - DU`no(ON ROAD -- -- -- ____ __- - _-____`—_---__= m - 1 --- ----------------------------"---- 1 � CONNECT PROPOSED ` r I ■ FORCEMAIN TO EXISTING i PROPOSED FORCEMAIN IN SEWWER MANHOLE a EXISTING 45' ROADSIDE c I a EASEMENT 1 � i I I 1 a ■ I e I j 1 � W ■ a a 1 M 3 I , a I ■ a i Y I I e a I 1 I I r t ■ � I I a PROPOSED SEWER j I �.. LIFT STATION WITH 50'x5O' EASEMENT 1 I I ' I I ' I 1 1 I ' 1 ■ , CASCADE STREET I I ' I ' 1 ' I 1 I I I I 1 , I I i I I , I , 1 1 I � I I 1 — 1 N Q i I 2 a In I � uj 1 I z < 1 � � Z 1 N I i ~ ~ 1 LEGEND o z WEST BABCOCK STREET I — PROPOSED 8' SANITARY SEWER PVC MAIN m co N —^ �� I " —{ �~ —� PROPOSED 10' SANITARY SEWER PVC MAIN 0 LJ PROPOSED 15' SANITARY SEWER PVC MAIN N W N I = N d STR ET __ t • t PROPOSED 48' MANHOLE (� m PROPOSED FORCE MAIN Q a It N 1iI I 'r 1 Z N 1 O 0 ■ � z N I I I I F1 I I 1 I I 0 i j I CAD. RAH RUE ,oirai07 i � , I i t j o I RfVl51ChS: 10 EllN SCALE: 1 " 400' o U I I i U Uc StIYER XHIBIT ' I 1 PROJICT ND'■a¢-anwa - — - - r-- +■ I K t OF 2 — — FALLON STREET ; 1 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 ind,�ate that,upon full build-out of the subdivision, the population would be approximately 3,650 people, &hich results in a peak hourly flow 1 132,071°gpd. This flow accountlfor approximately 42%of the full flow capacity of a15" 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. a i"_ Calculations, included in the Appendix of this report, indicate that the peeak hourly flow of the Billion property(east of Baxter Creek)would be approximately 229,306 gpd upon full build-out of the property,,p 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 1/4-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 eiO feet horizontal separation between them. The 4-pleUnd 5-plex multi-family lots, located along West Babcock Street, will be served b�16-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, 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';2J 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. Projected Usaee eK The Norton East Ranch Subdivision—Phase I will consist of 314 residential lots— including single family, multi-family and townh use 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, a the aforementioned peaking factors. This resulted in a total avera a day lot demand of 8 allons per minute(gpm), a total maximum day demand of( 80 gpm, and a total pea hour demand oN35 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 WaterCAD® program. Norton Ranch Subdivision—Phase I 6 EI#BOZ-07004.01 Water and Sewer Report January 2008 i I I V o Z r N I � � C T _ C i W = W ac��K_SIRE _ 3 g STREET LEGEND _ 1 .--- 6' DUCTILE IRON PIPE WATERMAIN I � — -- - 12- DUCTILE IRON PIPE WATERMAIN I 6' FlRE HYDRANT LATERAL/ASSEMBLY N 6' GATE VALVE ai 12' GATE VALVE Q WATER SERVICE I E Y / `��- r Q r• I E- E-- CAPPED/PLUGGED WATERMAIN d / W W W J WJJ W V) V) W w V) a ALLEY I I f4 j I f -- - -- - - - — — - -- I I o w JI I Z O 1 _ I In i SCALE. - 200 I IL I U m I r I ~ z M W ~ W I Q Ld W v+cv?u J Icr � I D W z V) W o I f O U I z _ -- I cAD. FALLON STREET I 4 uUE ln1±>lsL I I{ I I I OU�1IY I cry ,•-20:; �I� �; WATER�7lHIBIT I ' PRQIECf NO�•_��+ I 9dE1 s OF ? 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 EI#BOZ-07004.01 Water and Sewer Report January 2008 a� 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 Reportfor 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 ��= - ram, .. - rr .F 1,.. _r ��n 1u�, �.�. �� {�i'.tar , �. »:r; A � � , i 1 SANITARY SEWER CALCULATIONS Pam- 107 ,-oAc BILLION PROPERTY ZONE MAP AMENDMENT LOCATED /N THE NE 1/4 OF SECTION 9, r 2 S., R. 5 E. VICINITY MAP OF P.M.M., GALWIN COUNTY, MONTANA I 'M ♦,/•it.RS Ma rmerM' Steet bI r, .r]rwtea . NOT 10 SCAU I I� bM I I et0.7a1 to r, 10.1Jie,pQS I let i x<� Im,w S R! I 1 AC,0. I Iwbr Iet11 �b.0 ho a W1IW na'atnglR llC\ � 1 �`AC I mot� /tte Ir Itllle» I I e,/�t,,.��•/t.•.w.e. 1h'— a r a t r.•,e 7a to 1 I..nr.nl� o o r.ti• w�'k"4 rl t I woeeret9 1 or t 4tt"G n`raq I r ul+nal xso. MAK+neac w'Wo' fa Efit VI I tt,a.n tIs, 11 .7t Scale J.feat I \ 21��0 to 4, ,60 Seats 7n Melen art WAM A. I I I I I"I"I I M selu Ip,901R.{q LEGAL OEbCRIRTION 13-2 ZONING '•nip IIO Tho1 pert of the"wit—I Wort-a the Mlles ro S"lhtt es of SKU"9.Tee"Wp 15oolh.Ponpe ItEort el P.N.N,G7 el 0ftemen,celiac.County.Mor,leM, k.C,4b,d ea UW.t, 9e0:nn:nq of/ht wolhcesl tan-of told NCrtheoll Worley of the 5oulhewt o"ter. Uwnte-"Iffy 2W sr C e9',a,o *d acimulh Iran,-tih, to,7.1e teat e"V.south Ilrn of said W.,V sl wort-of Its 5eolhoo l O."arl Dante n9rlhw"%*dl 367 WV2f ellm,dh 4604'feet stony W tanleAno el 9eele,Crete, Iheeca .oath-y 02T Sa 02'ettrrmlh 116m reel aa,y-W<mtw9na;Ihlntl enh-y 3Sri13'SY go fact ce-"q told centers':thence nollharly 351'3,'3e'Othagh 174.50 teal of"said ceM-Ihw.IN—rwrlheri7 OD6'•7'•9' etimulh 306.10 feat eleny told tanlee6rw:tlwnt•fetl•ry OW 61'0,olk,,9l 932A5 pal:tMnee turrtherly 100?2' 1Y 9"th 050.69 1.1 owq the test ens e1.old Northeast Ousrl•r of Its S"thmal W-ter b Its palm of 2' IS ny_ En�m wId���• Mao of 9-2 eenlr,y.0I0.363 seu-e feel or 18.0329 Dues,SueJatl to eWttk y easement. 1001 9rwitl9e Olre•Bottrnun,Mr 59719 II,aa a(ef3BI 5074110•7014091 E67-8760 p MlW.dnn9lr,een.mn•Mofltt,mpr,so9.�rt, ,I O 7 1 2 V 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. pK Using Manning's Equation,the full flow capacity of the proposed 8"diameter PVC Sewer line at minimal slope is: QfuII=(1.486/n)*A*R2/3*S112,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 Qiun= 0.77 cfs Calculate the peak hourly flow rate under developed conditions: Subdivision Population Proposed Residences: L UK r 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 Peaking Factor: QMAx = 18+Pll2 = 18+(0.852)1/2 QAVE 4+ P1/2 4+(0.852)112 3.84 014- Peak Hourly Flowrate Included in the peak hourly flow,is an infiltration rate of 150 gallons/acre/day Subdivision Area= 39.843, le Acres (Norton Ranch Subdivision Phase 1) 8.59 Acres (Billion Property west of Baxter Creek&outside of the 100-yr floodplain) Qinril.= 7264.5 014 gpd Qmax= 298,444 gpd s �Szm 1 � '_� X 3 B¢ ¢ 1Z� ¢' 0.46D 1°'cfs Using the above parameters,velocity at peak hourly flow in the 8"diameter pipe is: 014 v=(1.486/n)*R2/3*S1/2= 2.20 ft/sec Qmax/Qfull= 0.60 60.07% D� 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: Qloll=(1.486/n)"A`R23"S1s,where n= 0.013 for PVC Pipe A=PI"r= 0.35 ft' P=2"PI"r= 2.09 ft R=A/P= 0.17 ft S= 0,004 Qrun= 0.77 cis 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 Qe-2= 18.83 ac`2,000 gal/ac/day Qa.t= 5.00 ac`1,000 gal/ac/day = 37,660 gpd = 5,000 gpd Pwd,.= 37.600 gpd/89 gpcd P,q N= 5,000 gpd/89 gpcd _ V423 people = 56 people V R-4 Zoning: A= 7.58 UR.4= 7.58 ac"1,950 gal/ac/day ,_ 14,781 gpd Billion Property East of Baxter Creek Breakdown: w R5T h,P.qu = 7.58 Ac'10 4 dulac`2.11 people/du Zoning Area = 166 people B-2 18 83 Ac. �v 'Ar C B-1 5 00 Ac TOTAL=645 people t/ R-4 7 58 Ac (Vote:Information from Billion Property Zone Map Amendment and City Peaking Factor: staff.Baxter Creek floodplain area was not excluded from the above areas. QMAx = 18+PV2 = 18+(0.645)1/2 QAVE 4+PV2 4+(0.645)" = 3.91 ✓ Peak Hourly Flowrate Included in the peak hourly flow,is an infiltration rate of 150 gallons/acre/day ✓ Subdivision Area= 31,41 Acres Note: The sewer capacity for Norton East Ranch and the Billion Qiml= 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 thr an,.= 0� 229,306 gpd r- (B 4 S 2007 Wastewater Facilities Plan is installed 0.35 cis ° �o�`✓( X? dPpU 4 VMS' Using the above parameters,velocity at peak hourly flow in the 8"diameter pipe is: Dv' v=(1.4861n)"R"*S112= 2.20 ft/sec Qmm/Qrdl= 0.46 0 114 = 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's ERuatiiopthe full flow capacity of the proposed 10"diameter PVC Sewer line Orninimaalope is: Qwu=(1.486/n)'A"R""S"x,where n= 0.013 for PVC Pipe A=PlY= 0,545 ft' P=2'PI'r= 2.62 ft R=A/P ft S= 0.004 7 O, 0 0 2� All" C D 1� Q"= 1.38 cfs Calculate the peak hourly flow rate under developed conditions: f Subdivision Population o/Z �/�0°�' v, R-4 Zoning A= 48.43 QRr= 48.43 ac 1,950 gaVac/day 94,438 gpd PegaN.- '�eople Ac l 0�du/ac®�L people/du (0 l f �✓S V l � B-P Zoning: A= 24.63 �/ �"p(l�CvjeO h QB-a= 24.63 ac'960 gaVac/day = 23,645 gpd Peq j,,= 23,6458 gpd 189 gpcd 265 B� R-O Zoning: A= 20.23 614 QR-o= 20,23 ac'980 gaVac/day = 19,825 gpd PIL ,� d Peq&.= 20.23 Ac'5.2 du/ac'2.11 people/du e 222 people OK TOTAL= 1550 people V 5 o 3 q Peaking Factor: / ¢� QMAX = 18+P112 = 18+(1.550)1/2 v QAVE 4+pv2 4+(1,550)112 3.67 Peak Hourly Flowrate Included in the peak hourly flow,is an infiltration rate of 150 gallons/acre/day Norton!Billion Property Breakdown_ uV- Subdivision Area= 93.29 ` Acres Zoning Parcel Area Qum.= 13993.5 °t gpd R-4 Norton 39.84 Ac 014 R-4 Billion 8.59 Ac �r Q..= 520,116 gpd R-O Norton 20.23 Ac 0.80 cfs �`'� 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)'R""Sv2= 2.54 ft/sec S— fl® Qm Qmo= 0.58 a)L a 0e70 5 58.18% 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 rapacity of the proposed 10"diameter PVC Sewer line at minima lope is: Ofun=(1.486/n)'A'R213'S"2,where n= 0.013 for PVC Pipe A=PlY= 0.545 ft2 P=2'PI'r= 2.62 ft R=A/P= 0.21 ft S= D 0.00 7 p, 0 0Z8 �< Oruu= 1.3804 cfs Calculate the peak hourly flow rate under developed conditions: Subdivision Population R-3 Zoning: A= 31.78 oK OR-3= 31.78 ac'1,220 gallaclday = 38,772�V'gpd i e Peq&.= 31.78 Ac'6.5 du/ac'2.11 people/du = 436 people`�- R-O Zoning: A= 43.36 OV- OR-0= 43.36 ac'980 gal/aclday 42,493 0L gpd PequN.= 42,493 gpd/89 gpcd = 477 people o TOTAL= 913°IL people Peaking Factor: OMAx = 18+P1r2 = 18+(0.913)" OAVE 4+P112 4+(0.913)112 = 3.83 (1V- 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 0�- Acres Zoning Parcel Area Cimil.= 11271 0 V- gpd R-O Norton 43.36 Ac p(� R-3 Norton 31.78 Ac 00 Oe e•= 3220.5 cis �13�oo�P�e BR ���i K 3•�3 +� j(Zl l'Pod Using the above parameters,velocity at peak hourly flow in the 10"diameter pipe is: 01K- v=(1.486/n)'R211-SI12= 2.54 fUsec Omen/Orun= 0.36 = 36.08% 01" 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 Inimal pe is: Qfu;i=(1.486/n)'A`R213"S1r2,where n= 0.013 for PVC Pipe A=PlY= 1.227 ft2 P=2'PI"r= 3.927 ft R=A/P= 0.34-z, ft r r✓ P S= 014C6.0041 ft/ft > DI Oo L Qrull= 4.14 cis Calculate the peak hourly flow rate under developed conditions: gasp Subdivision Population � Art 2 0 41 AL l0� 5' B-P Zoning: A= 24.63 ac ' ✓ 05f,- fhrt Qji= 24.63ac'960gal/ac/day 6rx*•� t�/Oro = 23,645 gpd f"�/h0 23�r/�C t�lo� Pequ;v,= 23,645 gpd/89 gpcd J = 266 people ✓ R-O Zoning: A= 63.59 ac OIL QR-o= 63.59 ac 980 gal/ac/day = 62,318 gpd = 63.59 Ac'5.2 du/ac'2.11 people/du = 698 people R-2 Zoning: A= 21.00 ac V QR-2= 21.00 ac'980 gal/ac/day = 20,580 gpd Peq iv,= 21.00 Ac'5.2 dulac'2.11 people/du = 230 people r0 R-3 Zoning: A= 52.84 ac V V- N rton/Billion Pro ert Wet of Baxter Creek CreekI Breakdown: WR-3= 52.84 ac' 1.220 gal/ac/day Zoning Parcel Area = 64,465 gpd B-P Norton 24.63 Ac ✓ R-O Norton 63.59 Ac PeQui,,,= 52.84 Ac'ddulac'2.11 people/du R-2 Norton 21.00 Ac✓ = 726 people ✓ R-3 Norton 52.84 Ac R-4 Zoning: A= 39.97 ac �� R--44 Gorton on 79'81Ac ,C 87,74 NOTE.The Billion R•4 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 floodplaln. = 77,942 gpd Pequi,,,= 39.97 Ac'10.4 du/ac'2.11 people/du = 877 people ✓ Population from Phase 1 and Billion(west)=852 people /y!w 2W,Y1 TOTAL=3648 people a z "I M� 1C-4 7tt Ply: Ac- Peaking Factor: QMAX = 18+PVz = 18+(3.648)v2 CAVE 4+Pin 4+(3.648)v2 3.37 ✓ Peak Hourly Flowrate Included in the peak hourly flow,is an Infiltration rate of 150 gallons/acre/day Subdivision Area= 39.84 '/ Acres (Norton Ranch Phase 1) 202.03 0V Acres (Norton Ranch Future Phases) 8.59 V Acres (Billion Property-West of Baxter Creek&outside of the 100-yr noodplain) Qi w.= 37569 @ gpd Q�,�x= 1,132.071 � 9Pd X 3,37 �' 3 7 561 f/d � �� �3 f 71#ro� 1 750(-cfs Using the above parameters,velocity at peak hourly flow in the 15"diameter pipe is: P14 v=(1.486/n)"R213*S712= 3.37 ft/sec Qmax/Qfull= 0.42 D 1 42.36% WATER DISTRIBUTION CALCULATIONS Lo ENGINEERING, INC. Consulting Engineers and land Surveyors p91j &VOd w(,,s A PPV t 43 76 e-, e)t(e Y -f V 60 PROJECT JOB NOm-k::m1*?4'/)'2'1f-'- DATE MEET NO. OF-,-- Billings • Bozeman ■ Sheridan - www.enginc.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. ivioaeimg a Lonnection to an Existing Water Main Page I 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 t,�- P- PMP-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. W_Ww.ho,eslad.com -Ate&_ Voice:+1-203-755-1666 1MM1/ �l Fax:+1-203-597-1488 suppoO(@haestad.com mk:@MSITStore:C:\Program%20Files\Haestad\WTRC\WaterCAD.chm::/HelpWaterCAD-21-33.... 4/21/2008 Existing-System-Modeling_Calcui s.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 PA 110 psi Hydrant pressure and fire flow testing completed by the City of Bozeman on 1 l 9012007. Calculate Static Condition Static Pressure Reading,ps= 125 psi Calculate Static Head,h,.= = E hs= Static Head ft Y where Ps= Pressure(psi) y= Specific Weight of Water(pco y= 62.4 lb/fits hs = - " ` Static System Discharge,Q. F 0 gptn Calculate Flow at Residual Pressure Residual Pressure Reading,pI= 110 psi Calculate Residual Head,hr= y= 61441b1W h. Calculate Residual System "' Qt= Residual Discharge(gpm) Qr Discharge, Q== 29.8 C dJ,(p� where = C= Discharge Coefficient d= Diameter of Outlet(n) pf= Pitot Gage Reading(psi) C— d= 250 in pf= 105 Psi Q,_ ;_ Engineering,Inc.-705 Osterman Drive,Suite F-Bozeman,Montana 59715-Phone(406)522.9876-Fax(406)922-2768-www.enginc.com Existing-System-Modeling_Calcul s.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= M Psi Calculate Residual Head,h,= y= G2.4 lb/00 hs Calculate Design System o s Qd= Design Discharge(gpm) e Dischar — Qd= Q�[(Hl/Hf) '�] where g Q d— Q== Residual Discharge(gpm) H== Pressure Drop to Desired Residual Pressure,ps-Pd(psi) Hf= Pressure Drop During Fire Flow Test,p,-p,(psi) Q,= 1717.65 gpm HI= 105 psi Hf= 15 psi_ Qd= Standard 3-Point Pump Curve [Design utoff 0.00 288.46 1717.65 253.85 perating 4912.32 46.15 Standard 3-Point Pump Curve 350.00 300.00 _- AW 250.00 — -- a 200.00 -� '-- d 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 Oslerman Drive,Suile 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, `cave= 112,710.00 gal/day 78.271 gpm Calculate Maximum Water Demand Maximum Hour = 3:1 => Maximum Hour= 234.813 gpzn Average Day Maximum Day = 2.3:1 => Maximum Day= 180.023 gpm Average Day Required Fire Flow Demand Required Fire Flow Demand= 1,750.000 gpm Engineering,Inc.-705 Osterman Drive,Suile F-Bozeman,Monlano 59715-Phone(406)522-9876-Fax(406)922-2768-www.enginc.com Scenario: Base J-23 w. � GONC �!'[��� J.24 .4s N P-48 J-26 P-47 J-2- - — _ - - -- - ----- - - J-3 P-49 - - - J-25 PRV-4 1 I N d a J-16 P-19 l J-17 I P-20 J-11 J-15 P-18 - I - 0. ' a 0 � 3 X J J-4 P J-21 42 J-20 P-39 I J-19 w P-15 J-12 P-16 J-14 P 43 - J-1 v i 'J-5 I I N I � a a a n � a ?18 P-33 P-34 J-10,16 PMP11.25 _�-1 P.7 J-8 P-8 J 9 p-r J 10 - -- - J-6 P-6 J-7 - ^S PRV-2 Project Engineer:Dax Slmek WaterCAD v7.0[07.00.049.001 Page 1 of 1 Title:Norton East Ranch Subdivision pA...\norton_water model_alternate.wcd ©Bentley Systems,Inc. Haestad Methods Solution Center Watertown,CT 06795 USA +1-203 755 166 04/15/08 08:51:18 AM PEAK DAY WITH FIRE FLOW Scenario: Base Fire Flow Analysis Fire Flow Report i Calculated Label Zone Fire Flow Fire Flow Satisfies Needed Available F°ow Flow Pressure CResiduald MInimum Pressurene Minirrwm MZonem CMinimum Slystem MiniPressure System Iterations Balanced? Fire Flow Fire Flow Fire Pressure (psi) Zone Junction System Junction (psi) Constraints? (gPm) Flow) Needed Available (Psi) (psi) Pressure Pressure (9Pm (gPm) (gPm) (Psi) -0.00 PMP-1 N/A 20.00 62.47 J 8 N/A J-2 Zone 2 true true 1,750.00 2,500.00 1,759.00 2,509.00 20.00 68.14 20.00 61.43 J-8 -0.00 PMP-1 J-3 Zone 2 true true 1,750.00 2,500.00 1,759.00 2,509.00 20.00 65.85 0.00 PMP-1 N/A 20.00 58.61 J-6 N/A J-4 Zone 2 true true 1,750.00 21500.00 1,759.00 2,509.00 20.00 58.72 20.00 57.83 J-6 -0,00 PMP-1 J-5 Zone 2 true true 1,750.00 2,500.00 1,759.00 2,509.00 20.00 57.72 -0,00 PMP-1 N/A 57.86 J-7 J-6 Zone 2 true true 1,750.00 2,500.00 1,759.00 2,509.00 20.00 54.26 20.00 57.94 J-6 -0.00 PMP-1 N/A J-7 Zone 2 true true 1,750.00 2,500.00 11759.00 2,509.00 20.00 56.57 20.00 -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 20.00 60.03 J-8 J-9 Zone 2 true true 1,750.00 2,500.00 1,759.00 2,509.00 20.00 59.36 60 91 J-9 -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 .0.00 PMP-1 N/A 64.65 20.00 61.76 J-8 J 11 Zone 2 true true 1,750.00 2,500.00 1,759.00 2,509.00 20.00 58.84 J-7 -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 -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 60.04 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 60.77 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 61.16 J-8 -0.00 PMP-1 N/A 20.00 61.16 J-8 1,759-00 2,509.00 20.00 66.44 -0.00 PMP-1 N/A J-16 Zone 2 true true 1,750.00 2,500.00 20.00 61.32 J-8 J-17 Zone 2 true true 1,750.00 21500.00 1,759.00 2,509.00 20.00 65.20 0.00 PMP 1 N/A 20.00 79.38 J-10 J-18 Zone 2 true true 1,750.00 2,500.00 1,750.00 2,500.00 20.00 90.66 20.00 61.02 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 -0.00 PMP-1 N/A 20.00 60.77 J-8 J-20 Zone 2 true true 1,750.00 2,500.00 1,759.00 2,509.00 20.00 62.61 60 20 J-8 -0.00 PMP-1 N/A 62.40 20.00 N/A J-21 Zone 2 true true 1.750.00 2,500.00 1,759.00 2,509.00 20.00 69.82 20.00 66.63 J-8 -0.00 PMP 1 J-24 Zone 2 true true 1,750.00 2,500.00 11750.00 2.500.00 20.00 66.54 J 8 -0.00 PMP-1 N/A 69.75 20.00 NIA J-25 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-B 0.00 PMP-1 J-23 Zone 2 true true 1,750'00 21500.00 1,750.00 2,500.00 20.00 0.00 PMP-1 N!A J-26 Zone 2 true true 1,750.00 2,500.00 1,759.00 2,509.no 20.00 68.68 20.00 61.72 J-8 Project Engineer:Dax Simek WaterCAD v7.0[07.00.049.001 Title:Norton East Ranch Subdivision +1-203-755-1666 Page 1 of 1 p:\...\norton_water_model_alternate.wed ©Bentley Systems,Inc. Haestad Methods Solution Center Watertown,CT 06795 USA 04/28/08 10:44:24 AM Scenario: Base Fire Flow Analysis Pipe Report Hydraulic Grade Hydraulic Grade Pipe . Gradient (ft/s) Loss Status (gPm) Hadloss ( Label Length Diameter Material Hazen- Check Minor Control Discharge Upstream Structure Downstreaft Structure Pressure Headloss Velocity (ff) (in) Williams Valve' y (ff) � ) eft/1000ft) C Coefficient (ft) 41973.12 41973.12 0.00 0.00 0.05 0.00 Open 8.51 0 00 0.00 0.03 P-3 831.00 8 0 Ductile Iro 130.0 false P -5.06 4,973.12 4,973.12 P-5 374.00 8 0 Ductile to 130.0 false 0.00 Open 4,973.12 0.00 0.01 0.09 0.00 Open -14.06 4,973.12 P-6 284.00 8.0 Ductile Iro 130.0 false P 4,973.12 4,973.13 0.01 0.02 0.1 B 0.00 Open -27.810.02 0.08 0.33 P-7 460.00 8 0 Ductile Iro 130.0 false P 52.44 4,973.13 4,973.15 P-8 260.00 8.0 Ductile Iro 130.0 false 0.00 Open 4,973.15 4,973.21 0.06 0.23 0.61 0.00 Open -94.88 0.00 0.02 0.14 P-9 260.00 8.0 Ductile Iro 130.0 false P 22 08 4,973.13 4,973.12 P-11 209.00 80 Ductile Iro 130.0 false 0.00 Open 4,973.12 4,973.12 0.00 0.00 0.03 0.00 Open 4.760.00 0.00 0.00 P-12 420.00 8 0 Ductile Iro 130.0 false P 0 49 4,973.12 4,973.12 8 0 Ductile Iro 130.0 false 0.00 Open41973.12 0.00 0.00 0.03 P-13 53.00 3.94 4,973.12 8 0 Ductile Iro 130.0 false 0.00 Open 4,973.12 0.00 0.01 0.09 P-14 48.00 13.43 4,973.12 P-15 304.00 80 Ductile Iro 130'0 false 0.00 Open 4 973 12 4,973.12 0.00 0.01 0,11 17.680.00 0.00 P-16 180.00 8 0 Ductile Iro 130.0 false 0.00 Open _0 25 4,973.12 4,973.12 0.00 8 0 Ductile Iro 130.0 false 0.00 Open4 973.12 0.00 0.00 0.06 P-17 675.00 0.00 Open -9.25 4,973.12 P-10 280.00 8,0 Ductile Iro 130.0 false 4,973.12 4,973.13 0.00 0.01 0.11 0.00 Open 16.590.00 0.00 0.01 P-19 260.00 8 0 Ductile Iro 130.0 false P -1 63 4,973.13 4,973.13 8.0 Ductile Iro 130.0 false 0.00 Open 4,795.00 0.00 0.00 0.03 P-20 292.00 0.00 Open 180.00 4,795.00 P 25 1.00 48.0 Ductile Iro 130.0 false 5,082.93 5,082.93 0.00 0.00 0.51 0.00 Open 180.00 1.07 0.76 1.15 P-26 1.00 12.0 Ductile Iro 130.0 false -180.00 4,973.21 4,974.28 8 0 Ductile Iro 130.0 false 0.00 Open 5,082.93 0.08 0.76 1.15 P-33 1,402.00 0.00 Open -180.00 5,082.85 P-34 99.00 8.0 Ductile Iro 130.0 false p 4,973.21 4,973.15 0.06 0.15 0.49 76.12 0.03 0.21 P-35 420.00 8 0 Ductile Iro 130.0 false 0.00 Open 32 72 4,973.15 4,973.13 0.02 8,0 Ductile Iro 130.0 false 0.00 Open 4,973.14 0.01 0.03 0.21 P-36 677.00 0.00 Open 33.43 4,973.15 p-37 420.00 8,0 Ductile Iro 130.0 false P 4,973.14 4,973.13 0.01 0.02 0.15 0.00 Open 23.96 0.01 0.04 0.22 P-38 676.00 8 0 Ductile Iro 130.0 false P 34.40 4,973.15 4,973.14 8 0 Ductile Iro 130.0 false 0.00 Open 4,973.13 0.00 0.01 0.10 P-39 272.00 0.00 Open 15.63 4,973.13 P-40 420.00 8 0 Ductile Iro 130.0 false 4,973.13 4,973.12 0.00 0.01 0.22 0.00 Open 15.08 0 01 0.04 0.22 P-41 675.00 8 0 Ductile Iro 130.0 false 34 88 4,973.14 4,973.13 8.0 Ductile Iro 130.0 false 0.00 Open 4,973.12 0.01 0.02 0.17 P-42 260.00 0.00 Open 26.43 4,973.13 P-43 279.00 8.0 Ductile Iro 130.0 false 0.00 4,973.12 4,973.12 0.00 0.00 0.00 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 5,082.93 5,082.93 0.00 0.00 0.00 0.00 Open 0.00 0.00 0.00 0.00 P-44 1,331.00 12.0 Ductile Iro 130.0 false 0.00 4,973.12 4,973.12 12.0 Ductile Iro 130.0 false 0.00 Open 4,973.12 0.00 0.00 0.00 P-51 29.00 0.00 Open 0.00 4,973.12 P-48 1,427.00 12.0 Ductile Iro 130.0 false 4,973.12 4,973.12 0.00 0.00 0.04 0.00 Open 13.09 0.00 0.00 0.05 p-47 561.00 12.0 Ductile Iro 130.0 false 17.51 4,973.12 4,973.12 12.0 Ductile Iro 130.0 false 0.00 Open 4,973.12 0.00 0.01 0.09 P-49 787.00 0.00 Open -13.42 4,973.12 P-50 209.00 8.0 Ductile Iro 130.0 false Project Engineer:Dax Simek WaterCAD v7.0[07.00.049.001 Page 1 of 1 Title:Norton East Ranch Subdivision +1-203-755-1666 p:\...\norton_water_model_alternate.wcd ©Bentley Systems,Inc. Haestad Methods Solution Center Watertown,CT 06795 USA 04/28/08 10:44:52 AM 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 86,1 �f 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 CO�,Woo J-20 4,781.50 Zone Demand 9.00 Fixed 9.00 4,973.14 82.91 4 5t b J-21 4,781.00 Zone Demand 9.00 Fixed 9.00 4,973.13 83.13 UUV rxf J-24 4,776.50 Zone Demand 0.00 Fixed 0.00 4,973.12 85.07 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 I Demand 1 9.001 Fixed 9.001 4,973.12 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 A3vBentley 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 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 AA/Bentley 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 AMentley 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 Diamete Minor Control Discharge From To Headloss (ft) (in) Loss Status (gpm) HGL HGL (ft) -oefficien (ft) (ft) PRV- 4,794.00 8.0 0.00 Throttlinj 180.00 i,082.85 t,974.28 108.57 PRV 14,776.50 12.0 0.00 Closed 0.00 i,082.93 i,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 AMentley Systems, Inc. Haested Methods Solution Center Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 1 PEAK HOUR Scenario: Base Steady State Analysis Pipe Report Headloss Label Length Diameter Material Hazen- Check Minor Control Discharge Upstream Structure Grade e DoHydraul c Grawnstream de Pressure Gradient Velocity ft in Williams Valve? Loss Status (gP ) ( (ft) Headloss (fU1000ft) ( ) ( ) C Coefficient ft) (ft) 11.11 4,972.38 4,972.38 0.00 0.00 0.07 P-3 831.00 8.0 Ductile Ito 130.0 false 0.00 Open 6.60 4,972.38 4,972.38 0.00 0.00 0,04 P-5 374.00 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-6 284.00 8.0 Ductile Iro 130.0 false 0.00 Open 4 972 38 4,972.40 0.02 0.04 0.23 -36.31 0.13 0.44 P-7 460.00 8.0 Ductile Iro 130.0 false 0.00 Open -68.47 4,972.40 4,972.43 0.03 P-8 260.00 8.0 Ductile Iro 130.0 false 0.00 Open 4,972.43 41972.53 0.10 0.38 0.79 -123.87 P-9 260.00 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-11 209.00 8.0 Ductile Iro 130.0 false 0.00 Open 4,972.39 4,972.38 0.00 0.00 0.04 6.21 0.00 0.00 P-12 420.00 8.0 Ductile Iro 130.0 false 0.00 Open 4,972.38 4,972.38 0.00 0.64 0.00 0.03 P-13 53.00 8.0 Ductile Iro 130.0 false 0.00 Open 5 15 4,972.38 4 972 38 0.00 P-14 48.00 8.0 Ductile Iro 130.0 false 0.00 Open 15.15 4,972.38 4,972.38 0.00 0.01 0.11 P-15 304.00 8.0 Ductile Iro 130.0 false 0.00 Open 23 08 4,972.38 4,972.38 0.00 0.02 0.15 00 P-16 180.00 8.0 Ductile Iro 130.0 false 0.00 Open 4,972.38 4.972.38 0.00 0.00 0.00 -0.320.01 0.08 P-17 675.00 8.0 Ductile Iro 130.0 false 0.00 Open 12 07 4,972.38 4,972.38 0.00 P-18 280.00 8.0 Ductile Iro 130.0 false 0.00 Open 2 4 972 38 4,972.39 0.00 0.02 0.14 P-19 260.00 8.0 Ductile Iro 130.0 false 0.00 Open 1.66 2 13 4,972.39 4,972.39 0.00 0.00 0.01 P-20 292.00 8.0 Ductile Iro 130.0 false 0.00 Open 235.00 4,795.00 4,795.00 0.00 0.00 0.04 P-25 1.00 48.0 Ductile Iro 130.0 false 0.00 Open 235.00 5,082.59 5,082.59 0.00 0.00 0.67 P_26 1,00 12.0 Ductile Iro 130.0 false 0.00 Open _235.00 4,972.53 4,974.28 1.75 1.25 1.50 P-33 1,402.00 8.0 Ductile Iro 130.0 false 0.00 Open 5,082.47 5,082.59 0.12 1.25 1.50 235.00 P-34 99.00 8.0 Ductile Iro 130.0 false 0.00 Open 99 38 4,972.53, 4,972.42 0.11 0.05 0.27 P-35 420.00 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-36 677.00 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-37 420.00 8.0 Ductile Iro 130.0 false 0.00 Open 4,972.41 4 972 39 0.02 0.03 0.20 31.280.06 0.29 P-38 676.00 8.0 Ductile Iro 130.0 false 0.00 Open 44.92 4,972.42 4,972.41 0.02 P-39 272.00 8.0 Ductile Iro 130.0 false 0.00 Open 4,972.460 4,972.39 0.01 0.01 0.13 20.41 P-40 420.00 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-41 675.00 8.0 Ductile Iro 130.0 false 0.00 Open 19.54 4,972.41 4,972.39 0.02 0.06 0.29 P-42 260.00 8.0 Ductile Iro 130.0 false 0.00 Open 34.54 4,972.39 4,972.38 0.01 0.04 0.22 P-43 279.00 8.0 Ductile Iro 130.0 false 0.00 Open 4.50 4,972.38 4.972.38 0.00 0.00 0.00 P-45 8.00 12.0 Ductile Iro 130.0 false 0.00 Open 4,972.38 4,972.38 0.00 0.00 0.00 0.00 P-46 61.00 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-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 4,972.38 4,972.38 0.00 0.00 0.00 -0.000.00 0.05 P-48 1,427.00 12.0 Ductile Iro 130.0 false 0.00 Open 17.08 4,972.38 4,972.38 0.00 P-47 561.00 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-49 787.00 12.0 Ductile Iro 130.0 false 0.00 Open 0.00 0.01 0.11 P-50 209.00 8.0 Ductile Iro 130.0 false 0.00 Open -17.53. 4,972.38 4,972.38 Project Engineer:Dax Simek WaterCAD v7.0[07.00.049.001 Title:Norton East Ranch Subdivision +1-203-755-1666 Page 1 of 1 p:\...\notion_water_mode l_alternate_maxhour.wcd Q Bentley Systems,Inc. Haestad Methods Solution Center Watertown,CT 06795 USA 04/28/08 10:59:1 B AM 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 62.80 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 1 Zone IDemand 1 11.751 Fixed 111.751 4,972.381 87.89 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 10:59:46 Bentley Systems,Inc. Haestad Methods Solution Center Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 1