Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My WebLink
About
05 - Design Report - Flanders Creek & Rosa Subdivision - Water, Sewer, Roads
nnnnnn[I[Iuuuuuuuw•"f^/o5 y^ nDESIGN REPORTWATER, SEWER &ROAD IMPROVEMENTSFLANDERS CREEK &ROSA SUBDIVISIONPrepared for:DENNIS BALIAN&JOHN ROSAPrepared by:C & H Engineering and Surveying, Inc.205 EdelweissBozeman,MT 59718(406)587-1115Project Number: 05189June, 2005s^w'/////,/\v^0^.N%^. ®M.$^JA^ARSSONSY Ho.MQ0'.'-3^^y 0nnrin[InINTRODUCTIONThe proposed Flanders Creek & Rosa Subdivisions consist of Tracts A & B of COS 2389, andencompasses a total of 79.755 Acres. They have received preliminary plat approval with a totalof 236 residential lots. The properties were recently annexed into the City ofBozeman with amixture ofR3, R4 and R-0 zoning. The two parcels are located on the northwestern portion of theCity ofBozeman, and are bounded by Durston Road on the south, Cottonwood Road on the east,Oak Street to the north, and Laurel Glen Subdivision to the west. The property has agriculturalland to the north and to the east, with a residential subdivision to the west, the land to the south ofthe property is Bronken Park. The development is situated in the East Half of the SoutheastQuarter of Section 4, Township 2 South, Range 5 East ofP.M.M., Gallatin County, Montana.1IIuuuuuuThere is currently a single family residence, with several outbuildings, located in the proposeddevelopment. The remainder of the property consists of horse pasture and hay fields. Thetopography is relatively uneven with a general slope to the north. Baxter Ditch runs through bothsites, and travels through two irrigation stock ponds before leaving the property at the northwestcomer of the site.The project requires extending existing City ofBozeman water and sanitary sewer mains throughthe site to provide service to the proposed lots. Sewer mains in the subdivisions will drain to thelift station installed in Phase I of Laurel Glen Subdivision. Access to the subdivisions will beprovided from Durston Road at the entrances to Cottonwood Road, Parkview Avenue, and RosaWay. nnnnn[Ir00WATER SYSTEM LAYOUTWater supplyWater for domestic use and fire protection will be provided by connections to the City ofBozemanwater system. A combination of 8", 10" and 12" water mains will be looped through thesubdivision, connecting to the existing 8" and 12" mains installed in the Durston Road right of way.The water mains that will be installed in the Cottonwood Road right of way will be 12" indiameter, and the water main in the Oak Street right of way will be 10" to be consistent withexisting infrastructure. The water main cormections will be made at the 8" main in Durston Road,and the existing 12" stub at the intersection ofCottonwood Road and Durston Road.Water Usage for both subdivisions are based on the following criteria:1 ,II[juuuuuuThe population of the two subdivisions was calculated using the values supplied in the city designstandards and specifications policy. Using the recommended average of 2.54 persons perdwelling unit, and 12.2 persons per acre for the larger R4 and R-0 lots gives a total population of832 persons.FLANDERS CREEK SUBDMSiONBLOCK # DESCRIPTION # UNITS # People1 2.7198acre3 33.182 14 lots 14 35.563 14 lots 14 35.564 32 lots 32 81.285 6.8889 acres 84.046 40 lots 40 101.60Total # People = 371.23ROSA SUBDIVISIONBLOCK#1234567DESCRIPTION # UNITS # People19 lots18 lots17 lots46 lots2.7024 acres3.6481 acres4 lots19271846848.2668.5845.72116.8432.9744.5120.32 nnnn[]nfln0891.0331 acres9 lots4 lots0.5710acre3214Total # PeopleTOTAL FOR BOTH SUBDIVISIONS12.6053.3410.166.97460.27831.50The overall annual average daily demand of 200 gallons per day(gpd) per person is suggested forall future development. The demand estimate includes:1.) Fire flows, flat rate accounts, leakage, under registering meters and otherunaccounted water usage such as street cleaning, hydrant and sewer flushing.(Water Facility Plan, page 1 8)2.) Base flow water.3.) Increases in summer usage including lawn and garden irrigation, non-commercialcar washing, cleaning sidewalks, and other miscellaneous metered uses.[j11DuuuuuuUtilizing the 200 gpd per person the predicted average daily water demand for bothFlanders Creek & Rosa Subdivisions is 166,400 gpd (115.56 gpm).Hydrant flow and pressure data was collected by the City ofBozeman Water Departmenton IVTarch 23, 2005. Pressures were measured at Hydrant #1 129, and the northern mosthydrant on Laurel Parkway in Laurel Glen Subdivision. Static pressure was measured as80 psi at hydrant #1 129 and 90 psi at Laurel Parkway. Pitot pressure was measured as 55& 60 psi respectively at the same hydrants. The residual pressure was measured as 75 psiat both hydrants, while an adjacent hydrant was flowing. nnnfl[IIIn0WATER DISTMBUTION SYSTEM SIZING1. INPUT DATAMinimum Fire Hydrant Flow =1500 gpmResidual Pressure Required = 20 psi for Fire Flow1. Average Day Demand2. Maximum Day Demand3. Maximum Hour DemandTotal Average Day DemandTotal Maximum Day DemandTotal Peak Hour Demand(Peaking Factor =1)(Peaking Factor = 2.5)(Peaking Factor =3.0)= 115.56 gpmx 1.0= 115.56 gpmx 2.5= 115.56 gpmx 3.0115.56 gpm: 288.89 gpm346.67 gpmAvailable PressureHydrant #1129 at the intersection ofCottonwood Road:Static = 80 psiPitot = 55 psiResidual = 75 psiI.uuuuHYDRAULIC ANALYSISA water distribution model using Watercad Version 6.5 has been provided to verify the adequacyof the system to meet minimum fire flow requirements and provide sen/ice.In order to model the system each junction node of the water distribution system was assessed ademand based on its service area. The table shown below quantifies the demands for the twosubdivisions that were placed at the junction nodes for Average Day, JVtaximum Day and PeakHour. The peaking factor for each case is 1, 2.5 and 3.0 respectively. nnnfIn[1nIuuuuuur^^FLANDERS CREEK & ROSA SUBDIVISIONS WATER SYSTEMJUNCTION NODEAVG. DAY GPMMAX. DAY GPMPEAK HOUR GPM232.175.426.50295.7514.3717.24354.6111.5313.83384.2310.5812.69394.6111.5313.83411.413.534.23470.972.432.925212.7031.7538.105315.1737.9345.51545.6414.1016.92554.3410.8413.01565.4813.6916.43573.127.799.355810.9427.3532.825912.7031.7538.106011.6529.1234.94612.476.187.41622.476.187.41632.476.187.41642.476.187.41651.593.974.76TOTAL116.96292.4350.82The flow and pressure data collected by the City ofBozeman Water Department was used tomodel the connection to the existing system as a pump. A pump curve was generated from the datacollected, creating a relationship between head and flow. Calculations for the pump curve areincluded in the Appendix. The pump is attached to a reservoir in the model, which act as a sourceof water. The elevation of the reservoir is fixed at the elevation of the pump, which is alsoequivalent to the elevation of the tie in point. The reservoir does not create any head on thesystem, the head is generated entirely by the pumps. The input data and the pump curves areincluded in the Appendix. nnnnnnnnIIflDISTMBUTION MAINThe proposed water mains will provide capacity with regards to the Peak Hour Demands. Theflows and pressures within the system for the Peak Hour Demands were generated from theWatercad program and can be found in the Appendix.The capacity of the system to meet fire flow requirements was tested by running a steady state fireflow analysis for all junctions at fire hydrant locations. The model shows that all hydrant junctionssatisfy minimum fire flow constraints (pressure>20psi & flow rate > 1500 gpm), and there is stilladequate pressure within the system to provide service to the lots. The model shows that for theworst case scenario (the hydrant at the northwest comer of the intersection of Rosa Way &Sherwood Way) 3,621 gallons per minute is available while maintaining 20 psi in the rest of thesystem. The results of the analysis at peak hourly flow are given in the Appendix.SEWER SYSTEMII11uuuuuuSummary:Flanders Creek and Rosa Subdivisions will require connection to the City ofBozeman's existingsewage collection system. The sewer mains will be routed to Oak Street, where the main willtravel west, to the existing Lift Station installed with Laurel Glen Subdivision Phase I. Service toeach of the lots will be provided with 4-inch services extended 8 feet beyond the property line.Sewage will be conveyed to and treated at the City ofBozeman's Wastewater Treatment Plantlocated at Moss Bridge and Springhill Road.There are several sections of downstream sewer main which are identified in the City ofBozemanWastewater Facility Plan as being close to or over capacity at full buildout of the drainage area.A design report addressing the down stream conditions, and capacity of the existing lifit station, hasbeen submitted to and approved by the City Engineering Department. nnftnn[1f:[InnI.,u[Juuu[IuuDesign RequirementsThe capacity of the 8-inch main to serve all phases of the subdivision is checked as follows:The peaking factor for the design area is determined by figuring the equivalent population andinserting the population into the Harmon Formula. As calculated previously, the population of thetwo subdivisions at full build out will be 832 persons.Hannon Fonnula: Peaking Factor = (18 + -/P)/(4 + lAp) P = Population in thousandsPeaking Factor = (18 + T/~0.832)/(4 + Vo.832)Peaking Factor = 3.85Assumed infiltration rate = 150-gallons/acre/day = 150(79.755acres) = 11,963.25 gal/dayThe peak flow rate is calculated by multiplying the City's design generation rate of 72 gallons percapita per day by the population, multiplying by the peaking factor, and adding the infiltration rate.Peak Flow Rate= 72 gpcpd (832 persons)(3.85) + 11,963.25 = 242,595 gpd168.47 gpm0.3754 cfsThe capacity of an 8-inch main at minimum slope is checked using Manning's Equation:Qfau=(1.486/0.013)AR2/3Sl/2For the 8_ inch main:Maiming's n =0.013 for PVC PipeMinimum Slope = 0.004 ft/ftA= (3.14/4)d2= (3.14/4)(8/12)2= 0.34907 ft2P = 2(3.14)r = 2(3.14)(4/12) = 2.0944 ftR=A/P = 0.34907/2.0944 = 0.16667 ftR2/3= 0.30105 ftS = 0.004 ft/ftSl/2 = 0.0632 ft/ftQ^ii = (1.486/0.013)(0.34907)(0.3Q105)(0.0632) = 0.7592 cfsQ/Qfuii = 0.3754/0.7592 = 0.494 or 49.4%The 8-inch sewer main proposed to service this subdivision will be more than adequate to carrythe design flows at full build out with minimum slope. nnr:nnnrf!n nSTREETS, CURB AND GUTTER, SIDEWALKSAccess to Flanders Creek & Rosa Subdivisions will be provided from Durston & CottonwoodRoads at the entrances to Rosa Way, Parkview Avenue, Glenwood Drive, Joni Street, AnnieStreet, & Shenvood Way. One-halfofOak Street and Cottonwood Road will be constructed to aprincipal arterial standard with these subdivisions. All local streets will be constmcted to City ofBozeman standards within a 60' public right-of-way. The south half of Oak Street & the west halfofCottonwood Road will be constmcted as principal arterial streets, with half of the street width6« ^^c^-being 32' from back of curb to back of curb. 8.0' wide boulevards and a 5' wid^! sidewalks will beconstmcted on one side of the street. Pedestrian ramps will be constmct^d at all intersectionsk)^i^ '^^.o^ C?providing handicap access to the sidewalks.PAVEMENT DESIGNPUBLIC RIGHT-OF-WAY SOIL CONDITIONSI i[J[JuuuuuSoil conditions are based on test bores performed by SK Geotechnical on June 7, 2004 for the twosubdivisions. The subsurface conditions encountered in the bore holes show that in general thereis 1-2 feet of a topsail layer exist on site. This topsail is described as a "Dark Brown OrganicClay with sand and roots, low plasticity, and was moist to wet." A "Moist Light grayish brownLean Clay with sand, & medium plasticity", exists as the intenitediate silt layer underlaying thetopsail layer. Sandy gravel materials underlay the intermediate silt layer at depths of 2 to 4 feet.Samples were obtained of both the topsail and silt layer materials and proctors and CaliforniaBearing Ratio's (CBR) for Laurel Glen Subdivision adjacent to the site. The CBR of the topsaillayer was tested to be 2.92 at 0.1 inches of penetration. The CBR of the intennediate silt layerwas tested to be 2.95. These values will be used since the soil materials are the same. Exceptwhere it is extremely impractical, the organic topsail layer should be stripped to its entire depthand filled in with acceptable subgrade material from the intermediate silt layer. However, if thetopsail layer is found to be so deep that it will be very costly and time consuming to remove theentire depth, at a minimum the organic material should be stripped from the topsoil layer prior tothe placement of the asphalt section. nnnnnnnnI!nnIj[J[JuuuuuuSTREET DESIGNCriteria for design: City ofBozeman Design Standards and Specifications Policy, March 2004:use AASHTO guide for design of pavement stmctures and refer to Asphalt Institute Manual SeriesNo. 1 (MS-1) Minimum 20 year performance period traffic volume.According to the Traffic Impact Study prepared for the subdivision by Marvin & Associates it isexpected to generate approximately 3,620 vehicle brips per day at full build out of the twosubdivisions. This value will be used for the design of all interior subdivision roads. Thisassumption will give us conservative numbers when calculating the equivalent 18-kip single axleloading(ESAL) for all roads to be constructed in the interior of the subdivision. The road sectiondesign will be for Annie Street, we will perform a separate design for Cottonwood Road & OakStreet, using 11,000 VPD.INTERIOR ROADSAnnie Street contains two driving lanes so we must divide the number of trips per day in half tocalculate the ESAL value for each lane. Average yearly traffic for each lane of Annie Streetequates to 660,650 vehicles per year(3,620 vpd/2 x 365 days = 660,650 vehicles per year).The following assumptions were made while calculating the Total ESAL:1. 5% of the AYT will consist of heavy trucks.2. Growth Rate = 4% over 20 years (Table 4 in Appendix)3. 2000 lb axle load for cars, and 10,000 Ib axle load for tmcks.4. 2 axles per vehicle nnnnnnTnIj[Ju[JuuuuunTraffic Estimate for Annie StreetVehicle TypeVehiclesper yearGrowth Factor(4%, 20years)Design Vehicles(20 years)ESAL FactorDesignESALPassenger Car627,62029.7818,690,5250.0003*2=0.000611,2152 axle/6 tiretruck33,03529.78983,7850.118*2=0.236232,175Total ESAL243,387The calculated estimate of the equivalent 18,000 Ib Single Axle Load (ESAL)= 243,387. We willuse 243,500 for this design of all interior subdivision roads within the two subdivisions.According to the California Bearing Ratio (CBR) Test, the CBR for the topsail material is 2.9.CBR can be related to MR by the following:(Highway Engineering Handbook, McGraw Hill, 1996)Subgrade Resilient:MR = 1,500 CBR (Shell Oil Co.) This value used by Asphalt Institute.MR = 5,409 CBR0'711 (United States Amiy Waterway Experiment Station)M:R = 2,550 CBR0'64 (Transport & Research Laboratory, England)V/ith CBR = 2.9MR = 1,500 CBR - 1,500 (2.9) = 4350 psiMR = 5,409 CBR0'711 = 5,409 (2.9)0'711 = 11531 psiMR = 2,550 CBR0-64 = 2,550 (2.9)0'64 = 5040 psiUse most conservative value = 4,350_i)si USING THE AASHTO METHOD OF FLEXIBLE PAVEMENT DESIGNnnnnfl[IDDIIu[IuuuJj1. Subgrade Resilient Modulus MR ==4,350 psi2. Design serviceability loss:Estimate Initial Serviceability = 4.2Tenninal Serviceability =2.5 (high volume roads)Design Serviceability Loss = 4.2 - 2.5 = 1.73. ESAL (18,000 lb)= 243,5004.5.Level of reliability: 90 estimated (conservative) (See Table 2 on Page 1 of Appendix B)Overall standard deviation: 0.49 (Underlined on Page 1, Appendix C) (Based onAASHTO Road Tests-flexible Pavement)Pavement Structural Number:Layer Coefficients: a, = 0.42 (Asphalt) (Fig. 3.18, Appendix B)az = 0.13 (Base Course - 1 l/2" minus) (Fig. 3.19, Appendix B)83 = 0.12 (Sub-base Course - 6" minus) (Fig. 3.20, Appendix B)Drainage Coefficients:6. Design Equation:mz = 1.00 (good drainage 5-25%) (Table 3.25, Appendix B)ffl3 = 1.00 (good drainage > 25%) (Table 3.25, Appendix B)% of time base & sub-base will approach saturationSN = aiDi + a^m^ + a3D3m3Assume D, = 3"D; =6" -Solve for DsSolving for the equation shown on Figure 3.17 gives us SN = 3.463.46 = 0.42(3) + 0.13(6)(1.0) + 0.12D3(1.0)3.46-2.04+0.12D3D. =14.13" nr"nn[]n[I[Iuuuuuuur-,OAK STREET & COTTONWOOD ROADOak Street & Cottonwood Road contains two driving lanes so we must divide the number of tripsper day in half to calculate the ESAL value for each lane. Average yearly traffic for each lane ofOak Street equates to 2,007,500 vehicles per year(l 1,000 vpd/2 x 365 days = 2,007,500 vehiclesper year).The following assumptions were made while calculating the Total ESAL:1. 5% of the AYT will consist of heavy trucks.2. Grov/th Rate = 4% over 20 years (Table 4 in Appendix)3. 2000 lb axle load for cars, and 10,000 Ib axle load for trucks.4. 2 axles per vehicleTraffic Estimate for Oak Street & Cottonwood RoadVehicle TypeVehiclesper yearGrowth Factor(4%, 20years)Design Vehicles(20 years)ESAL FactorDesignESALPassenger Car1,907,12529.7856,794,1850.0003*2=0.000634,0772 axle/6 tiretruck100,37529.782,989,1700.118*2=0.236705,4455Total ESAL739,522The calculated estimate of the equivalent 18,000 Ib Single Axle Load (ESAL)= 739,522. We willuse 750.000 for this design of Oak Street & Cottonwood Road.According to the California Bearing Ratio (CBR) Test, the CBR for the topsail material is 2.9.CBR can be related to MR by the following:(Highway Engineering Handbook, McGraw Hill, 1996) nnnnnnnn[I1uuuuuuuuSubgrade Resilient:MR = 1,500 CBR (Shell Oil Co.) This value used by Asphalt Institute.MR = 5,409 CBR0711 (United States Army Waterway Experiment Station)MR = 2,550 CBR0-64 (Transport & Research Laboratory, England)With CBR = 2.9MR = 1,500 CBR = 1,500 (2.9) = 4350 psiMR = 5,409 CBR0'711 = 5,409 (2.9)0-711 =11531 psiMR = 2,550 CBR0-64 = 2,550 (2.9)0-64 = 5040 psiUse most conservative value = 4,350 psiUSING THE AASHTO METHOD OF FLEXBLE PAVEMENT DESIGN7. Subgrade Resilient Modulus MR = 4,350 psi8. Design serviceability loss:Estimate Initial Seryiceability = 4.2Terminal Serviceability =2.5 (high volume roads)Design Serviceability Loss = 4.2 - 2.5 =1.79. ESAL(18,000 lb)= 750,00010. Level of reliability: 90 estimated (conservative) (See Table 2 in the Appendix)Overall standard deviation: 0.49 (Underlined in the Appendix) (Based on AASHTORoad Tests-flexible Pavement)11. Pavement Structural Number:Layer Coefficients: B) = 0.42 (Asphalt) (Fig. 3.18, Appendix B)BZ = 0.13 (Base Course - 1 l/2" minus) (Fig. 3.19, Appendix)a3 = 0.12 (Sub-base Course - 6" minus) (Fig. 3.20, Appendix)Drainage Coefficients:m; = 1.00 (good drainage 5-25%) (Table 3.25, Appendix) nnnnnn12. Design Equation:nm3 = 1.00 (good drainage > 25%) (Table 3.25, Appendix)% of time base & sub-base will approach saturationSN = aiDi + a^D^m^ + a3D3m3Assume D) = 3"Dz = 6" - Solve for D^Solving for the equation shown on Figure 3.17 gives us SN =4.144.14 = 0.42(3) + 0.13(6)(1.0) + 0.12D3(1.0)4.14 =2.04+0.12D3D, =16.9"nIIIu[juuuuuuAn asphalt section of 3" and a base course section of 6" shall be used on all roads. A streetsubbase section of 15" (1.25') for interior roads and 18" (1.50') for Oak Street and CottonwoodRoad should be more than adequate. However, due to difficulty of construction of Laurel GlenSubdivision to the West, geogrid structural reinforcement might be utilized for some areas ofconstruction depending on site conditions. In addition, due to the presence of fine grained soils anapproved separation fabric may be installed between the subgrade soils and subbase materials insome areas. The separation fabric will prevent contamination ofsubbase materials duringconstmction.G:\05\05189\0ffice\design report.wpd nnnnnnIIn0nAPPENDIX[I[I[Iuuuuuu nnnnnfl[I[I0nWATER DISTRIBUTIONMODELINGIIu[]uuu[j[Ju rII1!'J}(ITJA=} A0rQ1^1t)-•Ie^Ecn,fT^^tfC<>a5=ra^osI t IHiffijA[3-3 0i£yji01~>rv2--:0r"^Sts^<lcMSEE?S:«aESEa!E2@BSre@B!BSa'^a'ISS^^bgf^^«. _T<'^"~ ' EgA^1FIff^d! !I I II II I II CM^^I I II II I II I I1 II I I"-'0I I I83I Igg2-3g°I I II I_tt^r . -r—130E—1ss.=sEC^("^gSSS-?y-,gw^[,-asni "''^^"^uqI-I-\'Q"^i2™^<?c-^^•JLse'szs?",tO.CO.lOO.,,10,£O.ION]->e:e\^^\ J^i->" \CD?s[L. -I- ,-<-—. —IB^igDRAINAGE PLANSCALE; r-200'^)'rScale In Feet200 0_20060 0 60Scale In Meters,?047"~iSh»»tI of IlypiliraES11^@1l^ffiiIS^IffitK0 V15/06sss,si3^Qp^^5!§!^ zQs~<s{Drawmg Salt; 4/15/OSD1 nnnrnr-lilit;1-J] .w_"J^620 ^2_Jc?^^JI"Nll-T~\wJ,m^:i7i3] I-as"<sBLOCK \-Bs. r-—.........-&S...4——p-56s3S^^•7?£t=^^Oi6w§-i^ -1--s-SS-SS:^liii'"-E^'' '7' ^..-£^s;^'i'!llico I Ufe=:=:S£=::sSs€.r3<<(Si^r^. oQt/.-<3~"'~ti\y=:•^Bp!i^^=-^Jy^^=u[2£:^--=—^=S3—^i=='f.n i707^^[=3^~-1^^-P^7B-p_g5__asP-771!1 \ill! /si^°;V.-S-i^i^u&a Wui;t{C=Is^rusln00^-i^E-3w==iS—!°Sillmi3^igTffil^3^^<i<°!U10^1?07?!r^i^1&»sri!!??I!BV!l?^l0'°'Nte;•^~s?s?ss§111?at-—sa-sm^ST®li117%cm(DUPLEXES)3 ^UPLEXES]? illml.^^i._...-g.SS@^57p3B==^S^55^^^-01 0Ct^mII ^'[^=—;»>fe=S^BEm~-n:p=75^1&™=cn u15!1 I S—.ra~lSlcP-EiMLf^Niifcl^s"^4.L^ -HI!0c^y^cu'^i<-r-m•Qtl^lil^s--^-U|-s^Tli—4-^i'ss—i—(111 ;d UI ^A CT illlglc-—^11AJI m——-ti-JJ TBI S•ri"sfe. <<'^-^mgiJ®my.(S1t3::^[jlI ] i ! IIi /^'•f"^ @<f! i^i I 20' 'WIDE PUBLIC !ACCeSS»—,^s-?_ —>-— rp-^-^-Tr — —0}ifi!IS^-i ill_^^1~s.d,)00b CDs^/-----li70-Vy^4^ISST\ill.till[^^^ti iL2625.85 !111/I"^III-"^cL-1/^ill•Tlipi.)\^-^-L--^i1-.7LU.7iS9s%€^iyAijf=6Bsfs'Hs-mr^:f^t^rw^ysss?{svik^'s2S^n^f^-SS"P-90^P =2-1sBmL=h1^:t^.JB<w:!ev' 'w—Asveicvuseai^rcfcr»n"1-=,"\T^hsl'S0)Jp<01-S<S-IS^p°^\\.Ill,?iSl'lrssS^i§£•y\x»g?!.%=1' ^4!733Mi\b£Gi !1~<0-"s&\c?08mi11! &3°giaUtsr! !81Btro\ \ \ilfl0^lic/l2'Tut,I'im! :llllffil!llis"\! ISB0rocre^/•»<,3pp-01 C,P=63z—p=64;;p..69-°ss:r——=P.=7•W-b —SsJUbh^^^ ^7OlUfK:—£"" ^/,ISSfeA^MtTwzn Ld^^s_Av^cwe ~00AI IIA!>'?"w118 till^-sIll IIt-p-"<»^-i^M^uc^ IMS^i'Olcinii^01a>Cl iiis0rocoi^ I i00uS3!15!=>:1M ?- W —'—.—.—-.i—M-sffi^l0m\0i! co--•- ri~\\10EIE ^ig<-4.I INo~j'IreCTilroros1:1II I!!ro<~+-0!)Ul50^us;-?'p-|iV.JN^@P^87i3/6P-88VEi-3P.-92.P-67P-68P-B^—ci^;P—)0Cottonwooc^- Kodd-r-•Tr ^^ """s^fcr•TT i.1t-«4,sr°°:;3», K(>tI-a[ ! S^A-A-AAAs;IC^!'^=^"~267V3W'^~="SWff^€~VGTTWmVff^'sne^S-tt2yf' R/W)n:STQ4=149&:>i;—CflT-tfW.0d-i^s^l0^Z! .i;..J nnnnnn[In[InnCOMPUTATION TABLEFlowing Capacities ofWater-Free Flows Indicated in Gallons per MinuteCoefficient 1.0 - Inlet Edge Smooth/Round(^ICoefficient .88 - iniet Edge Square/SharpCoefficient .77 - Inlet Edge Square/RaisedCoefficient 1.1 - for Open End Pipe* All Results Rounded to Nearest 5 GPM1IIIIuuuuuuuP!TQT GAUGE_PSIJ-1/2"2"2-1/2"3"3-1/2",4"4-1/2"5"168029603116041360515206164071760819209200010212011222012232013242014_6"60980851380105167012519601352190150236016025351752765180288019030502003195210334022034852301101501852202402602803103203403553703904051702402903403804104404805005305555806056302453454204905455906356907207658008358709103304705706657458058609409801040109011351185123543551574087096010501140122012901360142014901550161055077594011001220134014401540164017301800189019602040 nnnnnnIIIInnnuuuuu2520152600162680172760182840192920203000223160243280263440283560303680 .3238003439203640403841604042404243604444404645604846405047605248405449205650005851203625235374524038602503975255409026542052704320285455029547203104950320512533052953405470355564036558153755990380610539562754006390410656542066804306850435696544570804507200460737041543044045546548050552555057059051062564566568070071073074076077578580082065067069071073075079082086089092095098010101040106010901110114011601190121012SO!Z€?1250;128093596599510201050108011401180124012801325137014101455150015251570160016401670171517401770180018451275131513501390143014701550160516851745180518SO192019802040207521352175223522752330237024102500251016651720177018301870192020202110219022802350243025102580265027202780285029202980304031003160322032802105218022352310236524302550266027702880298030803170326033503440352036103690377038603940401040804160JOSEPH G. POLLARD CO, INC.200 ATLANTIC AVENUE • NEW HYDE PARK, NY 11 040-TEL: 800-437-1146 FAX: 516-746-0852WWW.Pollardwater. Corn nnr •[:[!r11I]0nPump Curve Calculations:Pump #1Static Pressure (Ps) =Pitot Pressure (Pp)=Residual Pressure (Pr) =Qf=8055751240Q=Qf*((Ps-P)/(Ps-Pr))',(0.54)iPressure80706050403020100Flow0.001802.932621.403263.053811.454299.544744.385156.215541.74Head184.62161.54138.46115.3892.3169.2346.1523.080.00uuuuuuuu nnnnnnnfLJu[IuuuuILjL0.00.00nPump Head CurvePMP-2 (Relative Speed Factor = 1.00)200.0T180.0+160.0+140.0+120.0+•aroV 100.0+d)I80.0+60.0+40.0+20.0-r1000.02000.03000.0Discharge(gpm)4000.05000.06000.0Title: Flanders Mill & Rosa Subdivisions Project Engineer: Brian Bolleng:\c&h\05\05189\watercad.wcd C & H Engineering & Surveying Inc WaterCAD v6.5 [6.5120]04/14/05 10:23:01 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 nnnScenario: BaseFire Flow AnalysisJunction ReportnLabelElevation(ft)ZoneTypeBase Flow(gpm)PatternDemand(Calculated(gpm)CalculatedHydraulic Grad'(ft)Pressure(PSi)J-1J-2J-3J-4J-5J-6J-7J-8J-9J-10J-11J-12J-13J-14J-15J-16J-17J-18J-19J-20J-21J-22J-23J-24J-25J-26J-27J-28J-29J-30J-32J-33J-34J-35J-36J-37J-38J-39J-40J-41J-42J-43J-44J-45J-46J-47J-48J-49J-50J-51J-52J-534,748.004,748.004,741.004,734.504,730.754,730.504,724.504,724.504,720.754,716.004,715.754,714.254,714.004,713.754,713.004,713.504,716.504,717.004,719.004,718.504,721.004,721.504,722.504,723.754,723.754,723.504,723.504,720.504,720.504,729.504,729.504,729.504,736.004,741.754,741.754,738.004,738.504,738.504,738.754,739.004,727.004,727.504,727.504,729.504,723.004,738.504,742.504,745.004,739.504,738.504,727.504,727.25ZoneZoneZoneZoneZoneZoneZoneZoneZoneZoneZoneZoneZoneZoneZoneZoneZoneZoneZoneZoneZoneZoneZoneZoneZoneZoneZoneZoneZoneZoneZoneZoneZoneZoneZoneZoneZoneZoneZoneZoneZoneZoneZoneZoneZoneZoneZoneZoneZoneZoneZoneZoneDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemand0.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.006.500.000.000.000.000.0017.240.000.000.000.0013.830.000.0012.6913.830.004.230.0010.000.00o.oolo.ool2.921o.oolo.ool0.00 I0.00138.10145.51FixedFixedFixedFixedFixedFixedFixedFixedFixedFixedFixedFixedFixedFixedFixedFixedFixedFixedFixedFixedFixedFixedFixedFixedFixedFixedFixedFixedFixedFixedFixedFixedFixedFixedFixedFixedFixedFixedFixedFixedFixedFixedFixedFixedFixedFixedFixedFixedFixedFixedFixedFixed0.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.006.500.000.000.000.000.0017.240.000.000.000.0013.830.000.0012.6913.830.004.230.000.000.000.000.002.920.0010.00 I0.00 I0.00138.10145.514,931.494,931.494,931.414,931.274,931.244,931.244,931.234,931.234,931.224,931.224,931.224,931.224,931.214,931.214,931.214,931.214,931.214,931.214,931.214,931.214,931.214,931.214,931.214,931.214,931.214,931.214,931.214,931.214,931.214,931.224,931.234,931.2314,931.2714,931.314,931.314,931.3014,931.2914,931.2814,931.2814,931.2714,931.2214,931.2214,931.2214,931.2214,931.214,931.2914,931.3014,931.3314,931.314.931.29[4,931.214,931.2179.3979.3982.3885.1386.7486.8589.4489.4491.0693.1293.2293.8793.9894.0994.4194.1992.8992.6891.8192.0390.9590.7390.3089.7689.7689.8789.8791.1691.1687.2787.2887.2884.4882.0182.0183.6383.4183.4083.3083.1988.3688.1488.1487.2790.0883.4181.6980.6282.9983.4188,1488.24Title: Flanders Mill & Rosa Subdivisionsg:\c&h\05\05189\watercad.wcd04/14/05 10:20:10 A^4 © Haestad Methods, Inc.C & H Engineering & Surveying Inc37 Brookside Road Waterbury, CT 06708 USAProject Engineer: Brian BollenWaterCADv6.5[6.5120]+1-203-755-1666 Page 1 of 2 nnScenario: BaseFire Flow AnalysisJunction ReportnrLabelElevation(ft)ZoneTypeBase Flow(9Pm)PatternDemand I Calculated(Calculated)|Hydraulic Grade](gpm) I (ft)Pressure(psi)Ifl[I[InJ-54J-55J-56J-57J-58J-59J-60J-61J-62J-63J-64J-65J-664,728.004,722.254,718.504,715.004,726.504,732.254,739.504,732.504,738.504,737.004,733.254,721.754,721.75ZoneZoneZoneZoneZoneZoneZoneZoneZoneZoneZoneZoneZoneDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemandDemand16.9213.0116.439.3532.8238.1034.947.417.417.417.414.760.00FixedFixedFixedFixedFixedFixedFixedFixedFixedFixedFixedFixedFixed16.9213.0116.439.3532.8238.1034.947.417.417.417.414.760.004,931.234,931.214,931.214,931.214,931.214,931.234,931.294,931.254,931.294,931.284,931.254,931.214,931.3887.9390.4192.0393.5488.5786.0982.9885.9983.4184.0685.6790.6290.70u[I[Juuuu[jLTitle: Flanders Mill & Rosa Subdivisionsg:\c&h\05\05-l 89\watercad.wcd04/14/05 10:20:10 AM © Haestad Methods, Inc.C & H Engineering & Surveying Inc37 Brookside Road Waterbury, CT 06708 USAProject Engineer: Brian BollenWaterCAD v6.5 [6.5120]+1 -203-755-1666 Page 2 of 2 nnnScenario: BaseFire Flow AnalysisPipe ReportnLabelLength(ft)Diameter(in)MaterialHazen-WilliamscCheckValve?MinorLossCoefficienContraStatusDischarge(gpm)ppstream Structur$)ownstream StructuiHydraulic Grade | Hydraulic Grade(ft) I (ft)PressurePipeHeadless(ft)p-1P-2P-3P-6P-8P-9P-10p-11P-12P-13P-14P-15P-16P-18P-20P-21P-22P-23P-24P-25P-26P-27P-28P-29P-31P-32P-35P-36P-37P-41P-42P-43P-44P-45P-46P-47P-49P-50P-51P-52P-54P-55P-56P-57P-58P-59P-60P-61P-63P-64P-6542.0012.00399.0026.0041.00359.00277.0041.00315.00311.0030.00558.0051.0038.0029.00336.00300.0030.00189.00291.0029.00278.0029.00320.0041.00307.00278.0029.00320.00302.0029.00258.00225.00342.00129.001101.001176.00129.001291.00129.00)41.001240.001226.001525.001613.001223.001189.00141.00[318.001318.001322.00112.01Ductile Iror12.0]Ductile Iror12.01Ductilelror12.01Ductile Iror12.01Ductilelror12.01Ductilelror12.01Ductile Iror12.01Ductile Iror10.01Ductile Iror10.01Ductile Iror10.01Ductile Iror10.01 Ductile Iror8.01 Ductile Iror8.01Ductile Iror8.01 Ductile Iror8.01 Ductile Iror8.01Ductile Iror8.01 Ductile Iror8.01Ductile Iror8.01Ductile Iror8.01Ductile Iror8.01Ductile Iror8.01Ductile Iror8.01Ductile Iror8.01 Ductile lror|8.01Ductile lror|8.01Ductile lror|8.01Ductile lror|8.01 Ductile Irorl8.0 i Ductile Iron8.01Ductile irorl8.0| Ductile Irorl8.01Ducfile Irorl8.01 Ductile Irorl8.01 Ductile Irorl8.01 Ductile Irorf8.01 Ductile Irorl8.01 Ductile lror|8.0)Ductile lror|8.01 Ductile lror|8.01Ductilelrorl8.01 Ductile Iror|8.01Ductile lror|8.01 Ductile lror|8.01Ductile Irorl8.01 Ductile Irorl8.01 Ductile Irorl8.01 Ductile Irorl8.01 Ductile Irorl8.01Ductile Irorl8.01 Ductile Irorl130.0130.0130.0130.0130.0130.0130.0130.0130.0130.0130.0130.0130.0130.0130.0130.0130.0130.0130.0130.0130.0130.0130.0130.0130.0130.0130.0130.0130.0130.0130.0130.0130.0130.0130.0130.01130.01130.01130.01130.01130.01130.0t130.01130.0]130.01130.01130.01130.0]130.01130.01130.01falsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalse0.000.350.500.390.500.390.391.280.390.000.740.741.671.670.891.670.001.670.740.350.890.390.390.780.000.890.740.891.2810.3910.3910.0010.0010.59|0.00[0.0010.74)0.74|0.0010.39|0.74|o.ool0.74|o.oolo.ool0.7410.39|0.74|1.14|0.89|0.39|OpenOpenOpenOpenOpenOpenOpenOpenOpenOpenOpenOpenOpenOpenOpenOpenOpenOpenOpenOpenOpenOpenOpenOpenOpenOpenOpenOpenOpenOpenOpenOpenOpenOpenOpenOpenOpenOpenOpenOpenOpenOpenOpenOpenOpenOpenOpenOpenOpenOpenOpen350.82249.26249.2692.4475.5237.5437.5437.5437.5437.5418.6018.6018.606.69-18.94-18.942.562.562.56-6.14-6.14-19.13-19.13-37.9812.241-5.001-38.031-38.031-33.501-108.50130.82130.82148.1135.4214.2314.23)25.67)25.67)-4.951-4.95)-2.201-46.41-41.751-41.751-101.56159.8117.291-7.58144.5016.40|12.4314,931.514,931.494,931.494,931.244,931.234,931.234,931.224,931.2;4,931.224,931.224,931.214,931.214,931.214,931.214,931.214,931.214,931.214,931.214,931.214,931.214,931.214,931.214,931.214,931.214,931.214,931.214,931.2214,931.2314,931.2314,931.314,931.314,931.314,931.30)4,931.2914,931.28]4,931.2814,931.2214,931.2214,931.2214,931.2214,931.214,931.2814,931.2914,931.3014,931.3314,931.3314,931.314,931.2914,931.2314,931.214,931.214,931.494,931.494,931.414,931.244,931.234,931.224,931.224,931.224,931.224,931.214,931.214,931.214,931.214,931.214,931.214,931.214,931.214,931.214,931.214,931.214,931.214,931.214,931.214,931.23|4,931.214,931.214,931.2314,931.2314,931.2414,931.414,931.314,931.3014,931.2914,931.28]4,931.28)4,931.2714,931.22)4,931.2214,931.2214,931.2214,931.214.931.29[4,931.3014,931.33]4,931.4914,931.314,931.3014,931.2914,931.214,931.214,931.210.020.000.080.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.010.000.000.010.000.010.090.000.010.010.010.000.000.000.000.000.000.000.010.010.030.160.020.000.000.020.000.00Title: Flanders Mill & Rosa Subdivisionsg:\c&h\05\05189\watercad.wcd04/14/05 10:20:36 AM © Haestad Methods, Inc.C & H Engineering & Surveying Inc37 Brookside Road Waterbury, CT 06708 USAProject Engineer: Brian BollenWaterCAD v6.5 [6.5120]+1-203-755-1666 Page 1 of 4 nnnScenario: BaseFire Flow AnalysisPipe Report0rLabelLength(ft)Diameter(in)MaterialHazen-WilliamscCheckValve?MinorLossCoefficientControlStatusDischarge Rpstream Structur^)ownstream Structure Pressure(gpm) | Hydraulic Grade | Hydraulic Grade | Pipe(ft) I (ft) [Headloss(ft)P-66P-67P-68P-69P-70P-71P-72P-73P-74P-75P-76P-77P-78P-79P-80P-81P-82P-83P-84P-86P-87P-88P-89P-90P-91P-92P-93322.00285.00285.00134.00134.00254.00287.00124.00186.00321.00280.00400.00400.00222.00263.00243.00243.00195.00195.00230.00209.00209.00162.00162.0030.00200.0019.008.012.012.08.08.08.08.08.08.08.08.08.08.08.08.08.08.08.08.012.012.012.08.08.08.08.048.0Ductile IrorlDuctile IrorlDuctile IrorlDuctile IrorlDuctile lror|Ductile IrorlDuctile lror|Ductile IrorlDuctile IrorlDuctile IrorlDuctile IrorlDuctile Iror]Ductile IrorlDuctile IrorlDuctile IrorlDuctile IrorlDuctile Iror)Ductile Iror]Ductile IrorlDuctile IrorlDuctile IrorlDuctile IrorlDuctile IrorlDuctile IrorlDuctile IrorlDuctile IrorlDuctile Irorl130.0130.0130.0130.0130.0130.0130.0130.0130.0130.0130.0130.0130.0130.0130.0130.0130.0130.0130.0130.0130.0130.0130.0130.0130.0130.0130.0falsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalsefalse0.740.000.390.891.140.390.390.000.000.740.000.390.390.000.740.390.390.000.740.390.000.390.000.000.500.390.00OpenOpenOpenOpenOpenOpenOpenOpenOpenOpenOpenOpenOpenOpenOpenOpenOpenOpenOpenOpenOpenOpenOpenOpenOpenOpenOpen-33.0892.4475.5225.2512.246.69-9.7418.609.2530.62-2.2063.7725.67-7.58-42.52-49.03-56.44-56.44-63.85133.35133.35125.944.19-0.57140.76140.76350.824,931.214,931.244,931.234,931.214,931.214,931.214,931.214,931.214,931.214,931.224,931.214,931.284,931.234,931.294,931.294,931.234,931.254,931.274,931.294,931.284,931.274,931.254,931.214,931.214,931.414,931.384,748.004,931.224,931.234,931.234,931.214,931.214,931.214,931.214,931.214,931.214,931.214,931.214,931.234,931.224,931.294,931.314,931.254,931.274,931.294,931.314,931.274,931.254,931.244,931.214,931.214,931.384,931.284,748.0010.010.010.010.000.000.000.000.000.000.010.000.050.010.000.010.020.020.020.020.020.010.010.000.000.020.100.00uuLIuuu[ ILTitle: Flanders Mill & Rosa Subdivisionsg:\c&h\05\05189\watercad.wcd04/14/05 10:20:36 AM © Haestad Methods, Inc.C & H Engineering & Surveying Inc37 Brookside Road Waterbury, CT 06708 USAProject Engineer: Brian BollenWaterCADv6.5[6.5120]+1-203-755-1666 Page 2 of 4 nnnnnn0Scenario: BaseFire Flow AnalysisFire Flow ReportnLabelZoneFire FlowIterationsFire FlowBalanced?SatisfiesFire FlowConstraintsNeededFire Flow(9pm)AvailableFireFlow(9pm)TotalFlowNeeded(gpm)TotalFlowAvailable(9pm)ResidualPressure(psi)Calculated IMinimum ZonResidual I PressurePressure [ (psi)(psi)CalculatedMinimumZonePressure(psi)J-1J-2J-3J-4J-5J-6-J-7J-8•J-9fJ-1'QJ-11J-12,J-13J-14:J-15^yJ-17^yJ-19:3-20J-21J-22J-23J-24-J-25J-26J-27J-28J-29J-30J-32J-33J-34J-35J-36J-37J-38J-39rj-46J-41J-42•J-43;J-44J-45'J-46J-47J-48J-49J-50^3-51ZoneZoneZoneZoneZoneZoneZoneZoneZoneZoneZoneZoneZoneZoneZoneZoneZoneZoneZoneZoneZoneZoneZoneZoneZoneZoneZoneZoneZoneZoneZoneZoneZoneZoneZoneZoneZoneZoneZoneZoneZoneZoneZoneZoneZoneZoneZoneZoneZoneZone131515151415141015161416161614161516141516161415151513141313161515151616141415111415161615|15|14|14|15|15|truetruetruetruetruetruetruetruetruetruetruetruetruetruetruetruetruetruetruetruetruetruetruetruetruetruetruetruetruetruetruetruetruetruetruetruetruetruetruetruetruetruetruetruetruetruetruetruetruetruetruetruetruetruetruetruetruetruetruetruetruetruetruetruetruetruetruetruetruetruetruetruetruetruetruetruetruetruetruetruetruetruetruetruetruetruetruetruetruetruetruetruetruetruetruetruetruetruetruetrue1,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.0011,500.0011,500.0011,500.0011,500.0011,500.00]1,500.0011,500.0011,500.00]1,500.0011,500.0011,500.0011,500.0011,500.00]4,357.184,332.824,239.44'3,905.82.3,937.873,931.463,937.133,931.64:3,906.193,926.243,917.36^,881.383,884.86;3,861:.053,731.323/699.193,754.21°3,685;463,871.223,808.783,621.0(Y3,633.273,757.693,791.563,864.083,838.813,884.033,668.333,665.773,762.453,822.783,902.893,649.483,916.813,874.423,866.183,652.953,717.413.631.5313,372.0713,628.0513,717.59|3,760.3513,734.89|3,701.4813,721.6213,510.13]3,745.9713,800.3513,666:69111,500.0011,500.0011,500.0011,500.0011,500.00(1,500.0011,500.0011,500.0011,500.0011,500.0011,500.0011,500.00[1,500.0011,500.0011,500.0011.500.0011,500.0011,500.0011,500.0011,500.0011,500.0011,500.0011,506.5011,500.0011,500.0011,500.0011,500.0011,500.0011,517.2411,500.0011,500.0011,500.00i1,500.001,513.831,500.001,500.001,512.691,513.831,500.001,504.231,500.001,500.0011,500.0011,500.0011,500.0011,502.9211,500.0011,500.0011,500.0011,500.0014,357.184,332.824,239.443,905.823,937.873,931.463,937.133,931.643,906.193,926.243,917.363,881.383,884.863,861.053,731.323,699.193,754.213,685.463,871.223,808.783,621.003,633.273,764.193,791.563,864.083,838.813,884.033,668.333,683.013,762.453,822.7813,902.8913,649.4813,930.6413,874.4213,866.18]3,665.64]3,731.2413,631.5313,376.3013,628.0513,717.5913,760.3513,734.8913.701.48[3,724.5413,510.1313,745.9713,800.3513,666.69120.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.00120.00120.00120.00120.00120.00120.00120.00120.0020.0020.0020.0020.0020.0020.0020.0020.0020.0420.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.2220.1120.0020.0020.0020.0020.0020.0020.00120.00120.00120.00120.00120.0020.0020,0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.00120.00120.00120.00120.00120.00120.00i20.00t20.00120.00[20.00120.00120.00[20.00120.00120.00)20.0020.5820.0220.2620.0220.3020.1620.3821.3020.0020.4822.4420.2521.1121.7522.1620.8723.6120.6222.7222.2021.8420.5322.9520.3722.0020.3520.S921.0120.5623.0920.3624.5920.5021.9220.9226.0920.0020.0027.7125.1322.3120.6721.6222.3420.4528.5423.1321.3122.62Title: Flanders Mill & Rosa Subdivisionsg:\c&h\05\05189\watercad.wcd04/14/05 10:19:57 AM © Haestad Methods, Inc.C & H Engineering & Surveying Inc37 Brookside Road Waterbury, CT 06708 USAProject Engineer: Brian BollenWaterCAD v6.5 [6.5120]+1-203-755-1666 Page 1 of 4 nnn11nScenario: BaseFire Flow AnalysisFire Flow Report0LabelZoneFire FlowIterationsFire FlowBalanced?SatisfiesFire FlowIConstraints?'NeededFire Flow(9pm)AvailableFireFlow(gpm)TotalFlowNeeded(gpm)TotalFlowAvailable(9pm)ResidualPressure(psi)Calculated ^4inimum ZonelResidual I PressurePressure | (psi)(psi)CalculatedMinimumZonePressure(psi)rJ-52J-53J-54J-55J-56J-57J-58J-59J-60J-61J-62J-63J-64J-65J-66;ZoneZoneZoneZoneZoneZoneZoneZoneZoneZoneZoneZoneZoneZoneZone161614151313151313151511141516truetruetruetruetruetruetruetruetruetruetruetruetruetruetruetruetruetruetruetruetruetruetruetruetruetruetruetruetruetrue1,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.003,656.523,619.353,920.293,711.363,643.803,687.743,588.683,547.123,598.393,703.673,700.753,887.703,911.503,787.904,194.491,538.101,545.511,516.921,513.011,516.431,509.351,532.821,538.101,534.941,507.411,507.411,507.411,507.411,504.761,500.003,694.633,664.863,937.213,724.373,660.233,697,093,621.503,585.223,633.333,711.083,708.163,895.113,918.913,792.664,194.4920.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0025.6420.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0028.6727.1920.8923.0225.7923.1827.6929.1325.2623.5923.6321.6420.5223.8020.00u[juuuuLiuTitle: Flanders Mill & Rosa Subdivisionsg:\c&h\05\05189\watercad.wcd04/14/05 10:19:57 AM © Haestad Methods, Inc.C & H Engineering & Surveying Inc37 Brookside Road Waterbury, CT 06708 USAProject Engineer: Brian BollenWaterCAD v6.5 [6.5120]+1-203-755-1666 Page 2 of 4 nnnr'Scenario: BaseFire Flow AnalysisPump ReportLabel|Elevation| Contrail(ft) I Status IIntakePumpGrade(ft)pischargepischargelPump | (gpm)Grade(ft)PumpHead(ft)CalculatedWaterPower(Hp)PMP-2|4,748.00|On |t,748.0014,931.51 | 350.821183.5116.25nnI][I[Iuuuuuuu(ILTitle: Flanders Mill & Rosa Subdivisionsg:\c&h\05\05189\watercad.wcd06/27/05 01:07:57 PM © Haestad Methods, Inc.Project Engineer: Brian BollenC & H Engineering & Surveying WaterCAD v6.5 [6.5120]37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 nnnnnnn[IflPAVEMENT DESIGNu[Iuuuuuuuu !__ E: G E: N Dr •;3T-1 INDICATES APPROX.A TEST HOLE LOCATiONROSA AND FLANDERS _ CREEK SUBDlVtSiONS ^s^7/16/04 _^^,i:E 1/<COii._0(I FB. 5/E'' AT FEMCE COf~ "iginssping and Surveying !nc,)5 Edelweiss Drive • Bozeman, Montana 59718Phone [40S] 537--! 115 • Fsx (406] 587-9768_-^wz:".r-.i'^J/ST-9sST———————— _\J.Uns^5-r LI3nSROAOSV.'ORDS3;r_nr-^}.*[1.n»LOT 1-j [rJJ ! Ir^-r^-^^-^-^rfJ-^xi^r-^-——-——^^~-n i r^—--^j-lLOT 1 \£\.^^^Ji!H--R<j _ _S^R^O^^^b(—_—I i-Lor'-I [ 1'^fl8s.^ I^TOT^^7^ gn^jL07'2i!^To^$T^.N^-<"»=Jj s d-_5iL!.U-i.isLl!LOT3{l\)'i^i ^^S^PCT<!'»if '~][^T;lfr^-f!&t^^^i^r ! i&51gs inhL-^; r^^f_ JI^af----^^Tf--J ! I 1-07 6r^^-^--S=?-T:=:^~,HliJicIi"L_NANNIE STREETST-7ST12CTTRAC.O.S.2^l^Nr"r>.l&l=====,^U4-----~ir ~£" ---ciLOT 3 MINOR 3UBSjV\!Siq0o. 20i ^5g|ys'<?«8(U .•"tI-<TLU'^LUfiH4/.1Q/'s.<?^o -^ rl~--sz-ninII.?—.ia"\Tt!Kc&&na~^IScale In FeetQ^Q^rrrlAOQ-1190;)00^RNScale In Meterss?0^aft^(.W!-/^10®ST•i3S-«EaC/K*i-^ite-T/TKl-•»>Lsft-£S?cw^s«S-<s>-tv5E^SE COR."7wo.w•HffWVT[NBS-55'30"W]'^t n f~iir~\t-n • infn/S'/r'honninpdrc; r.nnW/M BRONKEN ,V.EI..<OR!AL PARKSheet 1 of 1^03537.5fTH) nn[:nnnn[1[I11[juLIuuu(L4041 W'iippfjCTWiil Dnve, Bldg, 3, P.O. Box 16123?>/!issou]a, Montana. 59S08-6123Phone: (405)721-3391, Fax; (406)721-6233sIIg§1§1IIilIIziLOG OF BORINGPROJECT: 047153CONTRACT DRILLINGFIandsrs Creek &. Rosa SubdivisionBozeinan, MontanaDRILLED BY: C-LarseiiElev.BORING:ST-1LOCATION:METHOD: 3 1/4" HSA, MantialDATE: 6/7/04ISCALE; 1"=2'Depth0.0SynibolDescription of MaterialsBPF i^7LC]pRsmarks['I1,1-13.0-j"ORGANIC CLAY wrthSAITO anaroois, lowOL 11^1 PI3stlcity, da^ brown, moi.st to wet, medium,(Topsoil and Root Zone)CLLEA..NT CLAY -with S.WD, medium pla.sticity, lighty.'a;"sh brown, moist to \veT, rather soft. (Alluvium)' FCXMCL.Y GKADED~GI?AV'ELwffl'SAND,fine^'TO coarse-srained, soms Silt, dark olivs brownwatsrbearing, desss to veiy dense, (All'uviuni)2-GP~1-i^i10.552T_iE^O OF BORINGWater dowri 3' with 4' ofhollow-stem auger in -ihegro'uj-id whi1ie driUing.V/ater do-An 3':/2' with 9' of hollow-stem auger m thsground,Wst c.ave-in de.ptl-i at 3' imiTiediately after v-/itl-idrawalof auger.Boring then backfilled.II!iJ^a^IC47153All open triangle in thev^'ater level (WL)coliiron indicates medepth -4 whicligi-oundwater was firstI obsen'ed whileI drilling. Groimdv/ateri Isvs'ls flucttiate. Plsase.isferto the disciissionin our -report,S7-1 pege 1 of ! • nnr;nnnnI]fl11[]uDuuuILGeotecLnic-dl^r-"^s^^4041 WlCTpoorwill Dr^e, Bldg, B, P.O. Box 16123I\.iissou;a, Montana 59808-6123Phone: (406)721-3391, Fax: (405)721-6233LOG OF BORINGPROIE.CT: 047153CONTRACT DRILLINGP'landers Creek & Pvosa Subdi'v-isionBozei-nsn, MontanaBORING;ST-2D'RILLEDBV: C. LarsenEle.v. ] DepthJ_,,ao.!sl?iilIIWi^1•zl21slI§1LOCATION:IvETHOD: 3 l/4"HSA,MaiualDATB: 6/7/04SCALE: 1"=2'S\'niboliDescription of MaterialsBPF :7vZ.0,81]OLBi-%!w|,la-s.lGP ^jto-^ORGA-NIC CLAY v.ifh SAND .and loots, lowplasticity, dark DIOV.TI, moist to wet, soft. (TopsoLI.and Root Zone)SANDY LE.AN CLAY, medium plasticity, lightgrayish brov>Ti, wet to waterbearing, soft.(Aliuviuui)TOC^YGRADET)-3RA^'ELwi%'SAND,?ine^to coarse-grained, some Silt, dark oiive bron'n,waterbearing, dense, (Alluvkmi)qpRemarks25.5,s-1-i1~1"ENDOFBOSJNGWater do'A'n IVi' with 4' ofhollow-sfeni auesr in the.ground while drillrag.Wsf cave-in depth at 2' iniLTiediately after withdrawalof auger.Boring then baclcfilled,iIiiI(I\I.Thin-walled tubesample from ] t/2' lo2^'.'I047153ST-2 cege ] o'f ] nnr;nnn11II11[j11LuuLuSl€G'sotechiucal4041 TOiippoonvill Drive, Bldg, B, P.O. Box 16123Missoula, Montma 59808-6123Phone: (405) 721-3391, Fax: (4Q6) 721-6233LOG OF BORINGPROJECT: 047153CONTRACT DRILLINGFlanders Creek & Rosa Subdivj.siosBozsman, Montana.BORING:ST-3T.OCATION:DRILLED BY: C. Larsea^iETHOD: 3 1/4" HSA, ManualDATE^ 6/7/04Elev.IIa: Iit£1aIwlsl I51IIIDsp&0.0SymbolDescription of MaterialsBPP |Vv7.|SCALE: Y=2'q'?Remarks.1.55.5_OLI"ORGANtC'CLAY with SAND aad N0^0^plasticity, dark brown, moist to wst, soft, (Topsoiland Root Zone)C.L3.5^ SANDY LEAK CLAYTmedium plasti.ci^ light^^ gra^dsh brown, wet to waterbearing, soft.^ eluvium)sfy/Ae^Fo6M/?G?^j5EI)~GSAV-ELwiii^A5©',fine^f:f\ TO co'arse-gramed, dark olive brown, water'bearing,f°y\ dense. (AUuviuin)Gp hil^I IJEND OF BORUNG^i Water down 1 Vi with 4' ofhollow-stem auger in thej ground ^vhi5e drilling.Wet cwe-in depth at 2' immsdistel;'' aflsr withdrawalofaugsr.Boriiig then backnlled,JiIIi I]-L-047153ST-3 p£ge ) of 1 nnnnn[InnflflLIu[1uuLI(LuS!€Geotecl'iTnca-l•iL-en. fiW-i^^^-i-T-^^^^;^;,.:4041 Whippoomll Drive, Bldg, B> P.O. Box 16123Missoula, Montana 59808-6123Phone: [406)721-3391, Fa-K: (406)721-6233LOG OF BORINGPROIE.CT: 047153CONTR-4.CT DRILLINGFlanders Cresk & Rosa SubdivisionBozemaa, MontanaBORING;ST-4LOCATION:DRILLED BY: C.LarsenMETHOD: 3 1/4" HSA, ManualElev. i Depth0,0i§i®1IIIg[s]slaS);mbol[,.3^1DATE; 5/7/04SC.ME: 1"=2'Description of MaterialsBPF |WL; I; j ORGANIC CLAY with SAND and roct^ low -Tj'j plasticity, dark brc.wn, moist, medium, (Topsoil and y: 1; I Root Zone)q?P-emarksT!i;"SAl'.TDY LEAN'CLAY, medium plasticitvTlighTgra}''ish bro^Ti, moist to wet, sofl:. (Alluvi'am)4.0J 5.3CL83Ti?T POORlY GRADED~®AVELwithS.AND, ?iiTe~GPBlT^\-^to coarse.-gramed, some Silty' Clay, daA brown,waterbearing, dsnse. (Alluvmm)351-1E^-rD'OF BOR^4GWat.sr dow 4' with 4' ofhcllow-stem auger in tliegro'aiid.Wafer not observed to dry cave-m depth of IVsimmsd'i3te]y after withdrawal of auger.Boriag then bad-iillsd.iII j-JIIsiIi!047153ST-4 page J o:f 1 nr:nnnnnnn1]uuuuuIuu<^041 V>Thip?ooTO2ll Drive, Bldg. B, P.O. Box 16123Mssoula, Montana 59808-6123Phone; (406)721-3391, Fax; (406)721-6233LOG OF BORINGPR.OJECT: 047153CONTRACT DRII.LINGFlanders Cresk &. Rosa SubdivisionBoze-rrjaa, Montar.aDRILLED BY: C. LareenElev.Is8I&3isI•3\IDepTh_Q^SymbolTBORING;ST-5LOCATION:METHOD: 3 1/4" HSA, ManualDATfi: 6/7/04SCy-£: 1"=2'Description of MaterialsBPFjWLiqp j-}OL'.<!liilORQAHTC CLAY with SAND and roots, low'plastidty, dark bro-viTi, noist to wet, rather soft.(Topsail md R-oot Zone)P.emarks^J-13.5^ SANDY LEA:N CLAY, medium plasticity, some[^|| roots, dark brov.Ti; moist to wet, soft. (Alkmzun)5.552^?OCMy GR.^^~GRAVELwfaSAND,5n'£^^y to coarse-gramed,^ some Silty Clay, dark olivei*.s?i brovt.'n, waterbearing, deiiss. (AUuvi'jm)CPKlte-<s=]TEND OF BORINGi Water down 3'^! %-ith 4' of hoilow-stem augsr in thegr&uad while drilli&g.Wet cavs-in depth at 2' immedisteiy aftsr witbdrav/a!of auger.I;Boring thai back&llsd.! [i_JJIt Ij i3?Ii!()_.Lr_sI([I![J04715357-5 pegs ! ci' nnnnn11I]fl[I[Ju[IuuLI[LJSyWRitWSP'wR.-i T;i,SiH,^i^4041 Vt^ippoorwill Drive, Bldg. B, P.O. Box 16123Missoula, Montana 59808-6123Phone: (406) 721-3391, Fax; (406) 721-6233LOG OF BORINGPROJECT: 047153CONTRACT DRILLINGHanders Creek & Rosa Subdi\risionBoze.man, MontanaD'Rl'LLEDBY; C. LarsenIslETHOD: 3 1/4" HSA, M'anuaiBOPJNG:ST-6LOCATION;DATE; 6/7/04Elev. | Depthi 0.01iII51IIIIiIIu^[SlIIS\TOboliDescription of'MaterialsBPFI SCALB; 1"=2'WL[ qj>ReiriarksIi];{. [ ORGANIC^Aywith SAND^ and roms, ^plasticity, dark 'bro^vn, moist to wgt, sort, (Topsailand P.o of Zone)^SANDY LK4N CLAY, medram'DlastTcity. traceroots, light grayish bro\\Ti, waterbeanng, soft.|^ (Alluvium)'-IJOL1.2-1HNN4,0]T5,5_a-^P'5QMLYGR.^ED~GRA^Erw%^AND,fme-GP!»,~-'l.&^.-l-ito coarse-grained, some Silt aark olive 'bro'w.Ti;y/aterbeariiig, very deiise. (Alluvium)1/1TV,'2Ii52I-END~OFBOR3N(TWater down 1 %' with 2' ofhoitow-gtsm auger in. theground while drillmg.Water do'i.v'n 3' v,dt'h 4' ofhollow-stsni auger in theground.We'i cave-m dsprh at iW in-anediately after•wirh.disrwal ofaugsr.Boring th.en backfilled.I1Thiii-walled tubesample, from 2' to 3'.IIi}I]Ii--—IT i^047153ST-6 page i of I nnnnn[111nnu[ILuLIuuS!€Geotecl-.nical4041 V^ippoora'ill Drive, Bldg. 3, P.O. Box 16123Missoula, Montana 59SOS-6123Phone: (406)721-3391, Fax: (406)721-6233LOG OF BORINGPROIE.CT: 047153CONTRACT DRILLINGFlaiiders Creek & Rosa SubdivisionBozeman, MontajiaDRILLED BY: C, LaisenBORING;ST-7iLOCATION:METHOD: 3 1/4" HSA, ManualElev.IB|IliIIIIiDepthSymbol0.01OL^1.CII4.0RGP I-!_«•5.5r*-i.-I^DATE: 6/7/04Description of MaterialsBPFWLORGA^HC CLAY wnh SAND and roois, lowplasticity, darkbro-A'n, moist, rather soft, (Topsoiland Root Zone)SAl^DY LE-AX CLAY, n-iedium plasticity, someroots, dark broviTi, moist to wet, soft. (Atll'uvjiun)-light grayish bro\vn below 3'.FOORL.Y GRADEI)-GRAV-ELwife'SAND,fin'e-TO coarse-grained some Si}ry Clay, darkbrow7n,waterbearing, medium, dense. (AUwium)END OF BORING"'Water dc-TVTt 31/3' with 4' ofhollow-stem auger hi thegroimd while diilling.Water not obsen-red to dry cave-in depth of 1 Wimmsdiately after With.draT/al of auger-Boruis then bacldilled,15iSCALE: }~=2'qPRemarks2!iI!]047153ST-7 page 1 of 1 nnnnn11[]uuu[IrLJuLLJssIfe;sw|IiGeotechnica.14041 ^Vhippoorwill Dn-ve, Bldg. B, P.O. Box 16123Missoula, Monta.na 5.9808-6123Phone: (406)721-3391, Fax: (406)721-6233LOG OF BORINGP'R.OJECT: 047153CONTR-^CT DRII.LINGFlanders Creek & Rosa SubdivisionBozeiTiaii, MontanaIIDRILL.BD BY: C, LarssnElev.BORLNG:ST-8LOCATION:METHOD: 3 1/4" HSA, ManualDATE: 6/7/04SC,,\LE; 1"=2'Depth0.0S^'Tn.bo1IDescription of MaterialsBPF\VLqpP.emarks1OL0.9CL i3.5I -Sfs-GP -^|.?!»-!5.5&J-\1-1J_!ORGANIC" CLAYwto SA Tand^oots7Iow"plssticity, dark brown, moist to wet, soft. (TopsoilI and Root Zone)^^ LEAN CLAY with S.AND, medium plasaciy, some^^ roots; dark bro-vv'Ti, moist to wet, soft. (Ailuvium)2..-2ITW^poo-ffi?5™a-offi-SL-asffl®,-^to coarse-grained, dark olive brown, waterbearing,dense. (ATmvium)2Thia-walled tu'besample fi'om 2'A' to3'A':"ENBOFBOISNG"i Water do%-n 2~-/i v.dth 4' ofhollov/-stern augsr in thegroundWater dov,.Ti SVi' mn-nediately after v/ithdrawal ofEUigsr.Boring thsn backfillsd.i43IiIIJ047! 53ST-8 page ! of 1 nn- finnnnnflII[juLIuu[j!LSB€Geotechnical4041 •V,?hippoorwill Dnve, Bldg. B, P.O. Box 16123Missoula, Montana 59S08-612.3Phone: (406)721-3391, Fax: (406)721-6233LOG OF BORINGPROJECT: 047153CONTRACT DRILLINGFlanders Creek & Rosa Subdivision.Bozeniaii, MontanaDMLL.EDBY: C. LarsenBORING:ST-9LOCATION:METHOD: 3 1/4" HSA, ManualElev.is3IIIIIIII!Depth0.0DATE: 6/8/04SymbolDescription of MaterialsBPFr2.0_OL |j!ali"ORGAVICTCLAYwIthSANB and roots; lowI' | plssticiry, dark brown, nioist, rather soft. (Topsaila'nd Pvoot Zone)WLSCfi^E: 1"=2'qPRemarksIj 1.1i-j4.0_LCLNB^SAl-^D'Y LEA.N CLAY, medium pfasucity, trace"'•), roots, light bro-wn, moist to wet, rather soft.WA (Aliuviurn)I-H.iGP f^l5.5iTOOPl.Y GE-AjjElfGRAVELwiTh'SAND, fins^TO coarse-grained, dark bro^'n, walerbsarmg, dense.(Alluvium)sI-.!ENDOFBORJNG7Water d&Ti'Ti 4' whh 4' ofhollow-gfem auger in faeground while drilling^Water aot obssn'ed to dr>r cave-in depth of 3'immediately after withdrawal of auger.Boring then backfilled.-1 !ifiI-i±L_t047153JST-9 page I of 1 nnnnnnn[]nuuuuuu(LAtTfi^T^f.K-i-.t.—4041 Wl-iippoorvi'ill Drive, Bldg. B, P.O. Box 16123I'Assoula, Montana 59808-6123Phone: [406)721-3391, Fax: (405)721-6233PROJE.CT: 047153. CONTRACT DMLLINGFlaiiders Creek &. Rosa SubdivisionBozeinan, MontanaLOG OF BORINGDRILLED BY: C. LarsenElev.§!Bl°!s!§!Is"IBORING:ST-10LOCATION:METHOD: 3 1/4" HSA, ManualDATE; 6/8/04Depth0.0S>7mbolIDescription oflvlatsrialsSQALE: 1"=2'BPFVv7LqpP.eir.ai-ks1.212.0_J5.5-^-^--iOLj;.. I. [ ORGANIC CLAY -wnh SAND and roots, darkj'I, I' 1 teowfi, moist, rath.sr soft. (Alluviuin)^|^ SANDY LEAN CLAY medium plasticity, fliik"Q 1^3 brc'v,'n, moist to wst, laths.r soft, (AUuvium)^|rPQORLYGRADED~GI^'ELwi&-SAND:?ine~'^ -to coaj-se-grained some Silty Clay, dark brov.'n,j^" '-.varerbe'armg, meaium dense to dense. (Alluvinm). I!'^GP^"^i-™ !s.ElAL3/324I..43)END CXFBOimW1 Water down 2 %' with 4' of hollo1»y-stem auger in theI groimd ^'hils drilling,-y!Ws't cave-ln depth at 2^' iinmsdiatsly after-withdrawal of auger.Boring Uien baclmlled.i ]IiiiIsIII]!I IC47153S7-1S) page I of] nnfinnf]nfln[]11uuLuu[iIje»Geotecl-mics-14041 Wliippoora'iUDrive,Bldg-3, P.O.BOX ] 6123Missoula, Montana 59808-6123PhQHe: (406)721-3391, Fax: (406) 721..6233LOG OF BOR!NGIPROJECT: 047153CONTR.4CT DRILLINGFlanders Creek & Rosa SubdivisionBozeman, Montana.DRILLED BY: C. LarsenIBOMNG:ST-11LOCATION:METR'OD; 3 1/4" HSA, MmiialDATE; 6/8/04Elev. i Depth_0,05j{s:iiII5|m!II^1Ih-S}TCbol :Description of MaterialsSCALE: 1!'=2IBPFWL,!q?Remarks1.0[I; i;; ORQAKEC CLAY with SAND and roots, lowOL [ii!'l1. Iplasddty, dark brown, moist, Taiher soft. (Topsail1; I and Root Zone)J-JJJj%^ SANDY LEAN CLAY, meaium plasticity, light^| grayish brov^n, moist, rsther stiff, i;Alluviumi^3.5i_|I.CLB'•1.GP a"ST POOSIV ^RADSf'SIOwLw&^^Rfin-"to coarse-grained, some Silt}'' Clay, dark broviiz; '.vetto waterbeaiing; m.ediiim dense. (Alluvium)-5.5_'s' *i|_— i^1I1^ENDOFBORINrG-WaTer down 4' wnh 4! ofhollow-stsm auger in thegrdund while drilling.'Water not observed to dry cave-in deptli of 2%'iiTB-iwdiately after v/ithdrawal of auger.Boriag then bac^lled.3;2is27_!]!Ii IIII)i i{S47153ST-1'! paeslc.fl nnflnnn[1[If][I[IuuLuuL[4041 Wliippoorwill Drive, Bldg, B, P.O. Box 16123Missouh, Montana 59808-6123Phone: (406)721-3391; Fax: (406)721-6233LOG OF BORINGIsi!i!Is!IPROJECT: 047153CONTRACT DPJLLINGFlanders Creek & Rosa SubdivisionBoze-iTian, MontaiiaDRILLED BY: C, LsrsenBORING:ST-12LOCATION:METHOD: 3 1/4" J-t.SA, ManiialDATE: 6/S/04SCALE-. 1"=2'Elev.5Depth,Q_0IS}1TlbolIDescription of Materials3PFi'rJ1.OL)i;! ORGANIC CLAY witli SAND and roots, low' j piasriciy, dark bro'v^n, mo'ist, rather soft. (Topsailand Root Zone)V>7Lq?Remarks-[I3.05.5^ SANDY LEAN CLA:Y, medium plasticity^lighT"^ gravish brow's, moist to wet, rathsr soft, (Alluvium)szzzzz-' FOOSLY GRADED'GRAVELwiA'SAND, fiiT^"^-l to coarse-grained, some Silty Clay, dark olivei*^-! bro'n"t, waterbearing, dense., (Alluvi'um)GP KisI »• I&1KIJ"EKDOFBORISTGWater aswn 3' with 4' ofhoUow-stsm augsr in tiieground whils drilling.V/ater not observed to dry cave-m dsptli of 2'irruTisdiateIy aftsr withdrawal of auger,Boriag then bacMIled,i!I-IIIIT !•I047153ST-12 psgeloJ"' nnnnnnn[1fluu[I11uuuuusTREssps6560555045403530252015105s'/DoiA71I0.100.20 0.30PENETRATION, in0.400.50Specimen IdentificationClassificationDD | MC%TP-21•-0- 1-"STLTrvVLCBR:2.92% @ 0.1" (Soaked)iSwelled: 2.42% (10# Surcharge)Tested at Dry Density=75.0 pcf, MC=35.2%Moisture Content of Top 1 " Layer=41,3 %PROJECT Allied EngineeringJOB NO.DATE98-14612/19/01Bt?^\S^T<£t*-CCSCCE^.^E.^CCALIFORNIA BEARING RATIO TESTNTL Engineering & GeoscienrGreat Falls.MT 59405Plate No. 3 nnnnnI!(I[IuuuuuuI!sTREssps65605550454035302520151050°'0I0.100.200.300.40D.50PENETRATION, inSpecimen IdentificationClassificationDD | MC%r.|_._TPr36,_.-3...0.........[...- - .-SiJty-CLAy CL-ML --.--.-—--CBR: 2.95% @ 0.1" (Soaked)Swelled: 1.07% (10# Surcharge)Tested at Dry Density=96.6 pcf, MC=20.5%Moisture Content of Top 1" Layer=30.2 %PROJECT Allied EngineeringJOB NO.DATE98-14612/19/01lfet^N:CALIFORNIA BEARING RATIO TESTNTL Engineering & GeoscienceGreat Fa-lls,MT 59405Plate No. 4 nnnnnn[I[InItuuuuuuuu•Pags J 3Lesson 1ASPHALT'TECHNOLOGY & CONSTPL/CTIGH2. Scisct from Table'3, a Truck Factor for sach vshicis type fourid in si£p J .3. Sslsct, from Tab's 4, a single Growth Factor for all vshiclss orssparats F'actorsfor &sch vshicls type, as appropriate.4. Multiply tns number of vshiclss of sach typs times the'Truck Facfor a rsd theGrowth Factor (or Factors) determ-iried in- stsps 2 and 3.5. Sum ths valLiss dstsrminsd in stsp 4 to obtain Design EAL.Fig. I is an example ofaworlcshsetshowingthe calculation QfDssign ofEA L for atwo-lans rural highwa}' following thiprocsdurs outlinsd hsrs.nTABLE 4GROWTH FACTORS1IDssign•P&riod,Years (n)Annual Growth Rats, perc&niNoGrowth2..^s578'i0(•I'.i!12345g733-1011121314-i5IS-171319•m253035•S'.02.0.3.04.05.0S.Q7.03.09,010,011.012.013.014.015.01 o.017.013.019,020.025.030.035.01.02.02.3.034.125.205.317.433.539.7510.3512.-1713.41U.5815.97•i7.2913.6420.0121.4122.8424.30-32.03^0.5743.991.02.043.124.255.42S.537.909.211 0..5312.0113.4315..03IS-SS-18.2a20.0221.3223.7025.65.-2-^57i:Is?fi~S-555.0873.551-02.053.15^-315-53s. so8.149.55n.0312.5314.2-i15.92•I7.7119.1521.5323.3325.3^28.1330.5433.05.47.7353.4490.321.02.033.13-4.375.645.35a.399.90ir4913.1314.97•? 5.3713.5321.0'i23.28.25.3723.2130.9T33.7536.7954.8679.03m.431.02.073.214.445.757.153.6o15.251.1.93-i.3.3215.7817.892Q.U22.5525.1327.3S-30.3434.0037.3341.0053.2534.43138.241.02.033.254.515.377.34. 3.9210.34^2A314.4915.55•i 3.9321.5024.2-i27.1530.323.3.7537.4541 ^^45.73,.7S.!i113.28172.321-02.103.314.645.117.729.49n.4413.5315.9413.5321.3324.5227.9731.7735.8540.5545.6051.1557.2.393.35154.19271.02(1-r) n - 1 ^-3?e' Fac-ior ~—~r — , where r = IQQ and is not ^ero.n Annua! Growth is 2=r -ov,"h Factorr Design Period.un^..-^..• :?--u==aiS^-..:311rm-^-1-^^'^':.si:-::::~a."•.8KB."11H9ra';•' .—.y^s^.^s^Sss:'^•TS^. -,.f^iiii4;-:==r;^-.='.'-\ ~ .V.'ssUNK'1. ••^1;'<sEF;:;i• --'^iSi1^;51•Sl'%s-- -^.•^:-:1)..:'^' ^'^s'sr#K-*APPENDICES A'101APPENDIX 76. AAxle Load Equi-'ra.!ency Factors for Flexible P^emems(singie a3:!.es and pi of 2.5)a.xle load(kips)pa-vemem str-uc-cural number (SN)123456246810121416182.02224262830323436384042444648500.00040.0030.0110.0320.0780.1680.3230.591l.00 .1.512.483.695.33 • •7.4910.313.9• 18.42.4.030.939.349.361.375.592.21120.00040.0040.0170.0470.1020.1980.358•0.5131.001.572.383.49-4.996.989.512.816.922.028.335.945.055.958.88.3,9102.0.0003,-D-^r0.0170.0510.118T3^'Q.3990.6451.001.492.173.094.315.907.910.513.717.722.628.535.644.054.065.7790.00020.0030.01.30.041-0.102.0.2.130.3880.5451.001.472,092.893.915.216.88.811.314.418.122.527.834..-041.4.50.1600.00020.002.0.0100.0340.0880.1890.3600.5231.001.512.183.034.095.397.08.911.213.917.221.12.5.631.037.2.44-5530.00020.002.0.0090..0310.0800.1760.3420.6061.001.552.303.274.485.987.810.012.515.019.023.027.733.139.346.555From Guia.e for -Design of Pc.ve'msnt and Struciii-res, Ta.ble D.4; copyrigiri © 19S3 by'She AEiericaa Associatioii of Sts.'ie Hi^hwa.y as.d Tra.nspor'sstio;]. Omcia.is, We.saington,D.C. Used by ?eimi>cision.•'.^'vy^i-...—.-:.B:.g—* ^^:•,.;y^;"%^^-yESriggs"ss@mlsM-SsM;ISBtt^u»' ssss-asnn[1r1f'ripi;/s? •'000•00 i•U03iij' 02;^'6, ;0;6:4''6' ;fr ''9. ,'J•„'?•I•s•^.-?u^'[Iuuuuuuui"I&•eIgI;&s.C-;g:^fe^K£.:g.g.iraEa.^-.^^y.-^^^^^^^ww^s^^^^eaS-gs-SE!^^>;^l.<£!a^^^^^^^;"-^^^;->^-^^^^1'^^PAVEMENT DESiGN AND REtiA'BiLiTATiONTABLE 3.7 Ax'ic Load Eqiiivaisncy Facio!'? fnr Fisxibi; P.ivsmii'iis, Sin.;];Ax'ss. and /; of 3.0tiII3.21Axis ioad.k'psPavsmsni xtruciura! number fSN)I23^56!2468iO)2!416i82022 •242628303234363840-42^44548 .500,00080.0040.0i40.035O.OS20. i 730.3320.594t.001.602.473.675.29.7.43; 0.2i 3.8iS.223. S30.638.84S.§50.674.79 i.2!i0.0.00090.0080.0300.070O.i320.23 f0.3880.5331.001.532.293.334.726.56g.9i 2.015.720.426.233.2i].651.663.477.394.0.00050.0060.0280.080O.ios0.2950.4580.6951.00r l,4.i1.952.693.654.886.58.4! 0.9 .i 4.0i7.722.227.534.04J.550.3oi.0.00030.0040.0i80.055O.i320.2600.4470.69.3i.00!.381.832.39-3.083.935.0D.2 '7.89.71 i.9i 4.5i 7.821.625. i3!.337.0.0002n.0020.0!20.0400. ! 0 !0.2i20.3910.65 I1.001.441.972.603.334.175.)637.69.1lj.0i 3.1! 5.5JS.42L625,430.0.00020.0020.0100.0340.0860.1 870.3580.(S22i.0.0!.5 I2.162.953.9i5.006.3 •7.79.3!I.O13.0-] 5.3l 7. S20.623.827.432.Scares.' Guide for D'sys fif Peviren' Sln'Ciia'es, A;7;sriran A.'ssocia'iior; of S 1;;^Hisbway 3r!S"T-ar'spa-;s';snO;:ficiBis. '"/ashin^Bn, 3.C.. S5?3. ".•i!h ps-r-iis'-iondssirsd and ths sinoun? &f !;o;8i variation or ?hs o'"£ra]I sisndard deviation. /.ASHTOrscommsnsis ibs following rsliabDiry based on ;he frnc;;onRi ciassification of ihe r^;id:Recommendedlevel or;-£!it)b'!it'i'.Funciionii! cia'sxificaiionUrbanR uraiiniers;a'i/f;-££il,'tijPrincina' nr;eri;!!sCoiieciorsLocai85-99.9_^}-9930-9^50-sn80-99.975-9575-9550-SOOyer'ali standard de\'i:a;iOi-!rR!ii£s recommended by AASHTO are 0.30 EG 0.40 forrigid psvsmenrs snd 0.40 ;o 0.50 for fiexibie pavemsi-irs. Tbe iower vn'ues are uxedwhen iraffic ~ iic;ions are more ;-?Jiab)c. Vak'es ds-ivec1 ' -ip-i ihe AA^HTQ R'^;!:!T£^? are 0.39 . ^.'ss'iu piivemgni; ;ind'0.-19.for nsx:ibie pave,, i;^ nnnnn11[I[Iu[Iuuuuuuu3.50^ s"nIIs w3^ 52 ^I i•L.1 <CHAPTER T.IRE^TABLE 3.2o Recommended ;;), Va'ucx fu;'Mndii'yina S;r;]c;i];-;iSLave;' Cosfficiinis of Ur!;;'c;U£(l Base r'nd Srboaxe M;!ies-i;i!s in Fie^inSePavenisnisPcrcsni ofrme pavcinsni ssruciiire ix exposedio moisiure iex'sls approaching s;rur;nionQuaiify ofdrainageLsss than.!%1-5%5-25%Coaler ;han25%ExcsiisniGoodFairPoorVery poori.40-;.35'i.35-1.251.25-).i5J,)5-i.05i.05-0.951.35-1.30-1.25-i.i5.!.i5-i.05l.05-0.800.95-0.751.30-1.20i.i5-!.001.00-0.800.80-0.500.75-0:40i.20LOO0.800.600.40Source: dll de for Desigii nj Pti\'c'iiiein Siiiirliir"s, Ami;-ic;in AxsociarionofSiaie Highv,'?)' and Transporiaiion OiTiciais, Wiishingion. D.C.. 1993, wiih'per-mission.0.3I1&;L12-0.4J.II0.30.2i.i0.-!!0.0!)j;I0•) 03.003203.0X'303.033-SCO. (XX)E'ss'ic'vloduius. :^;ib/in2i, o'Asphsil Concre^ fsi s3°:iFIGU3h 3, i 8 C'h;i;-; i';if l·^ii;1^;i!';^^ ';';'i!CU!!-;!i !;iyei'Ciit'!Tici':iii ';/ ) of J-'ii^c-;';':!;!cil ,!>.ph:!!i ^cintTefsh;'xcd o;i 'he rcxitien! i'niiduhi-.. ;/•'/•/;;;; (.;i;i';k' h;;' ;)c<isn ;>''i':!;Y;-!;c;^i ^iri]^l;iri'<. Aiiirrifiin A^^'rriiianaf Siii!c lli^ii\\'!iy alii! ~i~riiii';!>(ir:!i/ f)!li<~i'ii\. \\'<!s!i:ii!;!tai. /).('.. I'-i'-l.'. ^'iai nfriirx-\t^0.0.0.Is0.';-•o.cJrnAi500.0?3 nnn-nnfl1.f!I ?.IS1€n£?nr;E-^?s s.IIKrmJge18ssf •ssLEl.ss1^gsII-*cgmg?^eSSS®iL!ISs.thg.trE-^i-^&-i-^' '=-;£^//B'^u!.PAV£M;;NT"^.^c" /'\^) "^HA^iLI'; A ; I' ••'•..}I0.200,180.13o.u —IAOI0.^2d^u0.100.03'<5-----io~Tro3u3w'005050 -i-40 -su20'35'30.1-.Ir^701a)2,02.5Lr>so -j•50—ra>c:3.5.2xrow04.0~1!J?^0-d^--I"-—25 -^320r•30215 -^Q.OS —0.0^.02 -J0 ---Cii Sssie derivsd by sve'sging corfd3Tions obssinsd from jiiinois.;2' Sc3ie dsrivsd by svs'-sging c:3r;eio?'or's obTsinsd from C5t"or-;;s. ?-Jev^ Ms>-i;o. S-.'Q Wys-'i'-gf3i Scsie ds'ived by svsrsoing c3rre!B^o-is 3b^3;nsti fro-i TexssMi Scsie dsrivsd on NCH3? 3r3JOM.FIGURS 3.19 Variasion in grsnuiar bass laysr coefHcier;; (^ ) with Various bass strsngfh paramaters.{From Guide for Design of Pavs.rrieni S;ry:rurs3, Aimriccsn Associai'ion of 5'aie.Highway andTransponanon Offic'i'MS, Vr'nskinsson, Q.C., ! 993. v:i;h ftsrmlssion')?hs cause; £nd rate of pav&ment dsterior&tion, prediction of optima] tims for inierven-tion, and &va!u£tiQn of th s mos! econo^icsi rshabi'itation strstsgy.Pav&ment managemsnt can be applied ST the project 1SV&] or st the network ieveLAirhough boih levsls are very dspsndcn? upon one another, they .are seldom appiiedfor ibs same purpose. The n&twork isve] applies to ths whole system in a global sense.Network rsfsrs to sy3?emwid& averages and is ussd for syste?ri budgeting and psrfor-manes modsling. This chapter addresses on'y me projscr-levei aspects. Project-ieye]pavsmsnt msnsgemeni is considered io be jnors cor7)piica?sd..and more imponant thanpavement desigr "^VimtM management ^ appiied ihr.ougho'ir the life ot'a pavemeni,whereas pavsms;. ^esign is con-ip^tsd anc; forgonsn ODC; psvcrri£nr is inhi;!!iy inservice. . ' nnn[]n[I[1[Ifl[ •iluIIuuuuuL3.52CHAPTER THREE0.200.12'J2-7O.-i4 — —,103932070^"30 -150.2^.r\3-0G:a15u3050 -ju14v>0,10—g-.-320 ^!3u0r-•i2•:}4^O.GS-^10 -^•iQuw ^<J~10.C-3 —-J305 -<5 ~125JLHi Scsis dsr'veo from correSstiQns from Hi^g's.'2; Scsie dsrrvsd from eorrs;5tio"3 obtsinsl rr3—' f-'e As'phsit [n;T:'?!j*°, C.3H-o-n:?, Ns'-'/Mexico, arid Wyomir'g.?3! Sc=is derivsd r-o-r; ccirreis-ions- obts'risd frs-n Te/'ss.!4) S=a1e derived on NCHR? sroie:^.FIC?URK 3.20 V;in;iiio;i in 2i'anui;sr b;isc issyir co£ffic';ni (n,) wi;h vaHoL'x subbase xirengih para-nici^rs. '/•';•');» Culy; !or Ocsien nf Piivcn'icn! 5[ruc!uriK. AI'}"!'T:!'I AXV:(I''I'!II"II 'i!' Snii' H:^nwu\ cirid7~rii'iis/"ir:ii'i'iii OfTici'i/x. Wa^liiayi'iii. H.C.. /9°.< "•/;';/;?';'/;i/:M/^;iJ.3.8."1 Pavement DeteriorationPa\'emenl ue;e!-iorcKion or di^lress cai-i b£ classifie-d inio two basic caiegories for ailpnvemeni. iypes—^ti-uc;ur;'i and^i'uncsions)'. The mosi serious caieson' is nruciuraLSir'-ic;urai deierioration resuiis in Feduccd abiiity io carry ioad ;md a deci-s;;xed pave-i-i-sen! !i!£. Funciiona? deierion'sion cnn J£2d io and acce!ern;£ sirrcii'rai deseriorai'or!,hi!; ii is 011)3'. rehiied iQ i-ide qi-iiiiiiy and fricnona' chtimcier^iics. A shird and Jess;iccepiec! !)'pe of Di^-cmeni ci'" TJoralion i:; snvironmen.l;!] d£S£i-ior;ifiop ••vhich mosrp;i\-L;ineni engineers J;!mp \i.'ii jnciionnl ;;r!d sEnsciiirai delerinrLiiion. L .roni^enisicie!erior;i!if'n ;'fiecix o;'iiy ihe p[ivemen! i-!i;;ien;iis ni-id wiii generniiy exhib'i i^eif as.^ ;. !,.»,. ''..n,~- ;,iJ /•^;- •.'; rt'./') i lr'i ^ .'•i;A;.i;-^11 1 /^:*--•--^1&•302 n^-:' ' ":;nn.- -v)F.:^-.. -:^r^•¥1,1's'&.s'if:%:'1-.ifJ€wasre s: = £th layer coezTicieTi'l:2?; = iih layer thicliness, mm,ith layer drainaye coefficienti^Ll-,.!••tt.yI&K?B?,&:ffx:y "iW'-{^.D-:;!?'„-:! ~i •22,S.' The values of the reliability factors 7j^ and 5., depend on theJ2)0validity of the fcrarfic and'niateri&Is data used as input'to the eaiia-•^tio-i]., Valiies of Z^ proposed, for general use where a detailed. analysiss'of such data is not made. are givezi in. TaDle 22.1. Wh&re fche variaiice&fpT'or)osedfutTire trafcic is not to b^ corisidersd in derail, m& valueS., for flezible Davements is taken bs-cw^en 0.4 andof'00,5.T^3L5 22.1. Standard Norma! Dsvrats GyValues Correspondmg to Sshcted Levsls ofPleFiabtHty . : •.;. Ksliability R, % Standard norm.al dffd&te Z./Rc .;;;,:./:•"50&0'707580859091S29334-95'969738999S.9•9S.&9-0.000-0.253-0.524-0.674-0.841-1.037-L282-1.540-1.4(To-1.476-i.555-1.645-1.751-1.8S1--2.054-2.327-3,090-3.750-u•JSSS'STS'ESSSS*""?;SBS3SSS nnnr,nn[](If 'J[IIIuu!iuuuuEKr;.s??Fvs0)0U)?: .s?:tX' 5X.o-CT:,1.E:2Q0)^:'*;.N.:C'sfi-?N.E!J3.Iin^.-It<f'[•ct'CTi.;.^Q:!&;LT-q-.co.0';'-.'w'•'<->•1;.%:Q.'^;0'—0c\'0•-M0CT0mCO0~i0wE.NII0?bCB0?^J^i ,c^'s-0nI—<!3cwwto^pco:3>,02's'-i-COwcu.CTtfl£0(DcoaIc."!,-D)LO;N"wW;CTa>Qq. in o(^0 0-r 0^1 —• in,1!' ' i_i(-UI/Sdl>j) aj^ 'Silji-lpQLU ]U3![IS3J!jOS DSqpSOJ SAI'pSil^(00IxU1IIwI5° ^ S0 -= =tn •: ^11 '=. ~^cn Zcst005-? ? !11$=:COXLU0C\f_c•^) ^ ,£ .p = ^II!!i I° -^ ^ °co" 2 < o".^LI!^\f(SUOJHJO;) 3l/,A 'SUOijSOjfdds pSO] ^X? 3j5u;S}U9j5A!nb3 d!>j-gi. j-StG} pS]5K!!lS3r-^/0000LOi-0U-)0/I. '\r>jU3-&i1•^^?r.j^ 5 -"S'-^i)0OTOTcnL^^i.y's^g "^6^ 'J_\ ^ V0000CO 1'^. <T3 inI[l^y (%) a 'AjiiiqejieyI !u'ej^.1^?•? -= ^^•J^-r^I"Cs:T>.J-;r'-I iIIj II Ij1jiJi111 !IIIIIIjiI!i!I i :4-.^f Iq' y't.-f-^'f < s' r •& rre ef^.nnnnflnf]nSN=Reliability =Standard Deviation =ESAL=resilient modulus =design serviceability loss=Zr=3.456584514900.49243,50043501.7-1.282-6.31053E-05[J[Ju[Juuuuuuu rnnnnnnn.^S-<•£€•-" -^^rt^Wsc^--s^^SN= 4.139057101Reliability = 90Standard Deviation = 0.49ESAL = 750,000resilient modulus = 4350design serviceability loss= 1.7Zr = -1.282-0.000246521[Iuuuuuuuuuuu