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Home My WebLink About06 - Design Report - Bozeman Gateway - Sanitary SewerSANITARY SEWERDESIGN REPORTFORTHE BOZEMAN GATEWAYBOZEMAN, MONTANAPrepared By:Engineers:Date:File:Morrison-Maierle, Inc.901 Technology BoulevardP.O. Box 1113Bozeman, Montana 59771-1113Kevin D. Jacobsen, P.E.Justin C. Perry, E.I.May 17,20063638.003/027/0310THE BOZEMAN GATEWAY SANITARY SEWERDESIGN REPORTPage 1 THE BOZEMAN GATEWAY SANITARY SEWER DESIGN REPORTTABLE OF CONTENTS1.0 Introduction ................................................................................................. Page 52.0 Pre-Analysis-Proposed Sanitary Sewer System ......................................... Page 52.1 Predicted Average Daily Sewage Generation............................................. Page 62.2 Peak Flows ................................................................................................. Page 73.0 Capacity Analysis-Proposed Sanitary Sewer System................................. Page 84.0 Capacity Analysis-Existing Sanitary Sewer System.................................... Page 84.1 Capacity Analysis-Existing Sanitary Sewer System-West Side.................. Page 94.2 Capacity Analysis-Existing Sanitary Sewer System-East Side................ Page 104.3 Capacity Analysis-Existing Sanitary Sewer System-East Side................ Page 11After Flow Monitoring4.4 Capacity Analysis-Existing Sanitary Sewer System-Combined...............Page 125.0 Wastewater Treatment................................................................. .Page 136.0 Conclusion ................................................................................................ Page 13LIST OF TABLESTable 1 Drainage Basin Summary .................................................. Page 6Table V-2 Business and Manufacturing Flow Rates................................ Page 6Table 2 Average Daily Flows ......................................................... Page 7Table 3 Peak Hour Flows ............................................................. Page 7Table 4 Total Daily Flow at Waste Water Treatment Plant. .................. Page 12THE BOZEMAN GATEWAY SANITARY SEWERDESIGN REPORTPage 2 LIST OF EXHIBITSExhibit A The Bozeman Gateway-Proposed Sanitary Sewer LayoutExhibit B The Bozeman Gateway-Proposed Sanitary Sewer Drainage BasinsExhibit C Existing City of Bozeman Sanitary Sewer MapABcDEFGHAPPENDIXThe Bozeman Gateway Proposed Sanitary Sewer Flows-West Drainage BasinThe Bozeman Gateway Proposed Sanitary Sewer Flows-East Drainage BasinThe Bozeman Gateway Existing Sanitary Sewer Capacity Analysis-West Drainage BasinThe Bozeman Gateway Existing Sanitary Sewer Capacity Analysis-West Drainage Basin-Area to be DevelopedThe Bozeman Gateway Existing Sanitary Sewer Capacity Analysis -East Drainage BasinThe Bozeman Gateway Existing Sanitary Capacity Analysis -East Drainage Basin-After Flow MonitoringThe Bozeman Gateway Existing Sanitary Capacity Analysis -Combined Drainage BasinsCity of Bozeman Flow Monitoring DataCity of Bozeman Waste Water Treatment Plant Flow DataTHE BOZEMAN GATEWAY SANITARY SEWERDESIGN REPORTPage 3 LIST OF REFERENCESWastewater Facility PlanBozeman, Montana -August 1998MSE-HKM EngineeringCity of Bozeman, Design Standards and Specifications PolicyMarch 2004THE BOZEMAN GATEWAY SANITARY SEWERDESIGN REPORTPage 4 SANITARY SEWER DESIGN REPORTFOR THE BOZEMAN GATEWAYThis section is a response to the requirements of the City of Bozeman UnifiedDevelopment Ordinance Section 18.78.060.J. relative to Sewage Collection and Disposal.1.0 IntroductionThe purpose of the following discussion is to provide a basis for design and reviewof the Bozeman Gateway sewer collection system. This report includes adescription of the proposed wastewater system and analyzes the effects of thedevelopment on the existing wastewater facilities downstream.Mitchell Development Group L.L.C. is proposing a 72.2 acre commercialdevelopment located directly south of Huffine Lane and between Fowler Avenueand the Huffine Lane/College Street intersection.The City of Bozeman sewer system will be extended into the project area at FowlerAvenue and at College Street. The connection to the existing system will be atFowler Avenue south of Huffine Lane. This connection will serve roughly the westtwo-thirds of the subdivision. The remainder of the subdivision will be served by aconnection to existing Manhole J0602 located just south of the HuffineLane/College Street intersection.The proposed collection system and connection points are illustrated on Exhibit A,"The Bozeman Gateway-Proposed Sanitary Sewer Layout."The procedures and parameters outlined in the City of Bozeman Design Standardsand Specifications Policy, March 2004 will be used to design the sewerinfrastructure for the proposed development.2.0 Pre-Analysis-Proposed Sewer SystemThe basis for this analysis is provided byfoundational data regarding variables suchas flow rates to be generated by the development, the capacity of the existing pipingdownstream, the existing flow in the downstream piping, and the grade of theexisting piping to provide service to the project area.The next few sections explain the method for determining and or calculating thedata required to evaluate the proposed sewer system for The Bozeman Gateway.THE BOZEMAN GATEWAY SANITARY SEWERDESIGN REPORTPage 5 2.1 Predicted Average Daily Sewage GenerationThe site is divided into two areas for the purpose of analyzing the flows generatedby the development. The two drainage basins are shown on the attached Exhibit B,"The Bozeman Gateway-Proposed Sanitary Sewer Drainage Basins." Below is asummary of the drainage basins:Table 1 Drainage Basin SummaryDrainage BasinArea (acres)West SideEast Side50.621.6Total72.2The City of Bozeman's design standards require that non-residential areas bedesigned to accommodate the average daily flows as shown in Table V-2 of theCOB Design Standards (also shown below). Both the west and the east sidedrainage basins are zoned B-2. See Exhibit B, "The Bozeman Gateway-ProposedSanitary Sewer Drainage Basins" for drainage basin boundaries.Table V-2 Business and Manufacturing Flow Rates(from COB Design Standards and Specifications Policy, March 2004)Zone ClassificationB-2Flow(qal/ac/dav)3495Equivalent Population(people/ac)48.54In addition to the above base flows, an infiltration flow rate of 150 gallons per acreper day was used for all flow calculations. Also included into the base flowcalculation for the west side is 160 residential units with an average of 2.5 peopleper unit and 200 gallons per day per person, which will flow into segment 2W (SeeExhibit A, for segment locations).THE BOZEMAN GATEWAY SANITARY SEWERDESIGN REPORTPage 6 The following table summarizes the average daily flow predicted for the project:Table 2 Average Daily FlowsDrainage Basin _Total Average Daily Flow fgpd)West SideEast Side264,39578,768Total343,163In summary, the total average flow from the project is estimated at approximately343,163 gallons per day. Of this flow 332,333 gallons is wastewater and 10,830gallons is infiltration. This results in an average daily flow of 238 gallons per minute.For calculations please see Appendix A and B, "The Bozeman Gateway ProposedSanitary Sewer Flows."2.2 Peak FlowsIn estimating peak hour flows for the project, the standard peaking formula adoptedby the city is utilized. The formula utilized is as follows:PF= 18+^P4+^PWhere P = population in thousandsIn accordance with the methodology presented in the Wastewater Facility Plan thepeaking factor is applied only to the sewage flow and not to the flow attributable toinfiltration.Based on the predicted equivalent populations, the peak flows for each of thebasins are summarized below. For calculations please see Appendix A and B, "TheBozeman Gateway Proposed Sanitary Sewer Flows."Table 3 Peak Hour FlowsDrainaqe BasinPeakina Factor Peak Flow (qpm)West SideEast Side3.463.79635207Total842THE BOZEMAN GATEWAY SANITARY SEWERDESIGN REPORTPage? The peak flows for each of the basins will be directed towards the existing sewercollection systems at Fowler Avenue and College Street.3.0 Capacity Analysis-Proposed Sewer SystemThe sewer main to be installed with the development will be eight inches and issized to flow at no more than 75-percent of full capacity at peak hour conditions, perCity of Bozeman Standards. Pipe slopes varying from 0.4% - 1.0% were used toanalyze the sewer segment sizing.The new twenty-one inch sewer main in Fowler Avenue from Garfield Street to MHJ0516 (as depicted on the Wastewater Facility Plan) was constructed in the springof 2005. This included boring under Huffine Lane and installing approximately 450feet oftwenty-one inch sewer main north of the developments property boundary.In order to connect the twenty-one inch main to the eight inch main at MH J0516 anew manhole was installed just upstream with a 21" invert-in and an 8" invert-out.After analyzing flows downstream of this manhole it was determined that there arefour sections of pipe that may reach capacity based on the SANSYS model,therefore additional flow monitoring/upgrades shall occur at that time. Please referto Section 4.1 below for a detailed explanation.All sewer mains within the development shall be eight inches in diameter. Forsewer sizing and percent of full capacities please refer to Appendix A and B, "TheBozeman Gateway Proposed Sanitary Sewer Flows."4.0 Capacity Analysis-Existing Sewer SystemA capacity analysis was performed in order to determine the effects of the proposeddevelopment's sewer loading on existing downstream sewer mains. Utilizingestimated flow information from the SANSYS computer sewer modeling programprovided by Bob Murray, Project Engineer for the City of Bozeman, and actual flowmonitoring data collected and provided by the City of Bozeman, we forecast thedevelopment's sewer flows downstream through the collection system.The two drainage basins flow to the north and connect at MH 950 (J0311). AtMH 950 the flow heads north to MH 956 (J0101) and then east on Baxter(extended) to MH 10106 in Nori:h 19 Avenue. From there the flow heads northdown North 19th Avenue to the Wastewater Treatment Plant.THE BOZEMAN GATEWAY SANITARY SEWERDESIGN REPORTPage8 For purposes of this analysis, we will look at flows in three sections of existing sewerpiping. The three sections are summarized below, as well as shown on Exhibit C,"Existing City of Bozeman Sanitary Sewer Map."The first section (West Side) includes the flow from the west side of the BozemanGateway to MH 946 (J0307) on the future Oak Street extension. The connectionpoint to existing system is at MH J0516 on Fowler Avenue and continuesdownstream through turning manholes J0517, K0526, K0436, and J0301 to MH946 (J0307) on the future Oak Street extension. This section was analyzed usingestimated flow information from the City of Bozeman SANSYS computer modelingprogram. The capacities between MM J0301 and MH 946 (J0307) were notanalyzed since the existing eighteen inch lines are well below full capacity (per BobMurray, Project Engineer for the City of Bozeman).The second section (East Side) includes the flow from the east side of the BozemanGateway to MH 950 (J0311) on Oak Street. The connection point to the existingsystem is at MH J0602 just south of College Street and continues downstreamthrough turning manholes J0603, J0604, J0501, J0503, J0506, J0509, J0510,J0414, J0402, J0405, J0406, J0410, J0324, J0345, J0310 to MH 950 (J0311)on the future Oak Street. This section was analyzed using both the SANSYS modeland flow monitoring data collected by the City of Bozeman. Section 4.3 covers thisanalysis in detail. The capacities between MH J0410 and MH 950 (J0311)werenot analyzed since the existing fifteen and twenty inch lines along Hunters Way andthe future Oak Street extension were installed as depicted on the WastewaterFacility Plan (per Bob Murray, Project Engineer for the City of Bozeman).The third section (Combined) includes the flow from Mhl 946 (J0307) on the futureOak Street extension to MH 10106 on Baxter Avenue. The flow travels throughturning manholes 950 (J0311) and 956 (J0101) before reaching MH 10106 onBaxter Avenue. The analysis ends here due to adequate capacity beyond this point(per Bob Murray, Project Engineer for the City of Bozeman).4.1 Capacity Analysis-Existing Sewer System-West SideThe effluent from the west side of the development flows to MH J0516 in FowlerAvenue. At this manhole the flows from the Rocky Mountain Credit Union andMoose Creek Manor Antiques tie in. The flows from these two developments cameafter the SANSYS model was run, so we included them in the capacity analysis.The City of Bozeman Wastewater Facility Plan identifies the future West Side 21"sewer main to be extended up Fowler Avenue and eventually to serve this projectarea. The applicant has installed a portion of this sewer main including the crossingTHE BOZEMAN GATEWAY SANITARY SEWERDESIGN REPORTPage 9 ofHuffine Lane as part of the development of the property. Until this sewer main isextended North on Fowler Avenue, the flow will utilize existing sewer pipe capacitiesthrough Valley Commons and down Yellowstone Avenue.Appendix C, "The Bozeman Gateway Existing Sanitary Sewer Capacity Analysis-West Drainage Basin," shows the SANSYS model capacities of the existing mainsthroughout this section with the Bozeman Gateway and the above two propertiesincluded in the analysis. As shown in Appendix C, the SANSYS model capacity ofthe existing sewer main is exceeded at the following locations:1. MHJ0517toMHK05232. MH K0523 to MH K05243. MH K0524 to MH K05254. MH K0525 to MH K0526These four sections of sewer main run east to west through the Valley CommonsSubdivision and are laid at a 0.40% slope. Please refer to Appendix D, "TheBozeman Gateway Existing Sanitary Sewer Capacity Analysis-West DrainageBasin-Area to be Developed," for the maximum capacities the mains canaccommodate based on the SANSYS model. Based on the results of this analysis,we are recommending that 65% of the west basin be built-out and at that point oneof three options be exercised, as shown below:1. If the twenty-one inch West Side sewer main has been installed inFowler Avenue north to Durston Road the flow will have beenredirected down Fowler as opposed to through Valley Commons,thus alleviating the capacity issue. The sewer mains in FolwerAvenue should be increased to 21 inches prior to the build up ofthe west side of Bozeman Gateway Subdivision, if not:2. Conduct flow monitoring to determine allowable capacity.3. Upgrade four sections of eight inch sewer main through ValleyCommons to accommodate the additional flow.4.2 Capacity Analysis-Existing Sewer System-East SideThe effluent from the east side of the development flows to MH J0602 just south ofCollege Street. Between MH J0602 and MH J0603 the Bozeman Daily Chronicle'sflow ties in. AtMH J0604, the flows from the Kagy Crossroads Subdivision areincluded in the capacity analysis. The flow from these developments came after theSANSYS model was run, so they are added separately to the capacity analysis.Appendix E, "The Bozeman Gateway Existing Sanitary Sewer Capacity Analysis-THE BOZEMAN GATEWAY SANITARY SEWERDESIGN REPORTPage 10 East Drainage Basin," shows the SANSYS model capacities of the existing mainsthroughout this section with the Bozeman Gateway and the above propertiesincluded in the analysis. As shown in Appendix E, the SANSYS Model capacity ofthe existing sewer main is exceeded at the following locations:5. MHJ0414toMHJ04026. MH J0405 to MH J04067. MH J0408 to MH J04098. MHJ0409toMHJ0410It is generally accepted that wastewater flows estimated by the SANSYS model areconservative and in many cases the actual flow in the pipes are considerably lessthan the estimated flows. The City of Bozeman accepts flow monitoring as a meansto assess the actual existing flow in the pipes for analyzing the system. The Citymonitored the flow between MM J0409and MH J0410 during the week of July 30,2004 to provide an actual representation of the flow in this area. Based on flowmonitoring results provided by the City of Bozeman, the capacity analysis was re-evaluated. See Section 4.3 below.4.3 Capacity Analysis-Existing Sewer System-East Side-After Flow MonitoringThe City of Bozeman performed flow monitoring at MH J0454 on Hunters Way,which is located between MHJ0409 and MH J0410. This data is included inAppendix H.The City of Bozeman also provided flow data at the Waste Water Treatment Plantfor the week of flow monitoring as well as the maximum flow the plant recorded in2004. This data is included in Appendix I.The maximum daily flow recorded at the Wastewater Treatment Plant during theweek of July 30,2004 was 5.641 MGD. The maximum daily flow for 2004 recordedat the Wastewater Treatment Plant was 8.007 MGD. This flow occurred during anddirectly following a fairly major storm event. The difference indicates a 42%increase in daily flow for rainfall dependent infiltration/inflow (RDI). The CityWastewater Facility Plan does confirm that RDI is significant in the City of BozemanWastewater Collection System. The plan states that average daily flows increase to8.0 MGD from 5.7 - 6.8 MGD during rainfall events in the summer. However, theplan also indicates that infiltration rates are not consistent in all areas of the City.Table 4.5.5.2 in the Wastewater Facility Plan identifies that approximately 85% ofthe RDI can be attributed to problem areas in older areas of the City where many ofthe sewer pipes are vitrified clay tile that were installed in the early 1900's. Basedon monitoring results presented in the Wastewater Facility Plan, it can be estimatedTHE BOZEMAN GATEWAY SANITARY SEWERDESIGN REPORTPage 11 that only 15% of total RDI can be attributed to areas that were not monitored.Conservatively estimating that the portion of the existing system draining the EastSide Basin of the Bozeman Gateway represents 25% of the area not monitored weattribute that percentage of the remaining RDI to the system at Manhole J0104((8,007,000 mgd - 5,641,000 mgd) x 0.15 x 0.25 = 88.750 gpd). This equates toapproximately 300 gpd/acre for RDI or a 28% increase in the wastewater flow.The maximum flow monitored during the week of July 30, 2004 was 0.5cfs. To thisthe RDI is added based on the percent increase (28%) in flow for the week ofmonitoring versus the maximum flow week at the treatment plant. See Table 4below for total daily flows at the treatment plant.Table 4 Total Daily Flow at Waste Water Treatment PlantMax DayTotal Daily Flow (mqd)For YearFor Monitoring Week8.0075.641Appendix F, "The Bozeman Gateway Existing Sanitary Capacity Analysis - EastDrainage Basin-After Flow Monitoring," shows the capacities of the existingmains throughout this section after updating the SANSYS model based on the flowmonitoring data. As shown in Appendix F, the capacity of the existing sewer mainis not exceeded.4.4 Capacity Analysis-Existing Sewer System-CombinedThe combined analysis begins at Mhl 946 (J0307) on the future Oak Streetextension and flows east until it connects to MH 950 (J0311), where it combinesflows from the east drainage basin. As stated above the flows then continue northto MH 956 (J0101) on Baxter Avenue, then east to MH 10106 on Baxter Avenue.Throughout this stretch there is a considerable amount of flow that has been addedsince the 1998 SANSYS model was completed. Below is a list of additionalproperties that has been platted or guaranteed flow since the original model. Thislist is not all-inclusive but rather lists the major subdivisions and/or large pieces ofproperty.Laurel Glen Subdivision Phase 1Valley West PUDHarvest Creek Subdivision Phases 1-7Harvest Creek Subdivision OverflowRose Park SubdivisionTHE BOZEMAN GATEWAY SANITARY SEWERDESIGN REPORTPage 12 Castlebar ApartmentsDurston Meadows SubdivisionLane Properi:yAnnie Subdivision Phase 3AAppendix G, "The Bozeman Gateway Existing Sanitary Sewer Capacity Analysis-Combined Basins," shows the capacities of the existing mains throughout thissection with the Bozeman Gateway and the above property included in the analysis.The SANSYS model capacity of the existing sewer throughout this section is notexceeded, and since the flow monitoring results upstream indicated lower flows thanthe SANSYS model, an updated capacity analysis was not necessary.5.0 Wastewater TreatmentThe wastewater from The Bozeman Gateway will be conveyed to the City ofBozeman's Wastewater Treatment Plant located near the intersection ofSpringhillRoad and Moss Bridge Road. The wastewater treatment plant has adequatecapacity for the proposed development as outlined in the City's Wastewater FacilityPlan.6.0 ConclusionThe sewage collection system for The Bozeman Gateway in conjunction withexisting City of Bozeman facilities will provide for the collection and treatment ofwastewater in accordance with state and local requirements.H:\3S38\002-E:NG\DOCS\DESIGN-RPTS\SEWEFi'FORPUD-CURRENTISWR-OZNRPT-FI..OWMONITORIN(3.DOCTHE BOZEMAN GATEWAY SANITARY SEWERDESIGN REPORTPage 13 fe]as5W1^^•^^^^^^^>--!4Wf^^0^,CONNECTION POINTF?COLLEGE STREETz./..-=:=?sc\3^CONNECTION POINTs"~sS"yrr-ife'*"-"^;7-64,762SqF•E;;,,-\^ci¥= H--J0602">»j+a'^,541 Sift | iiwLOT 1713,542 S<;Ft--J\TE;Iraf^^~^^*-CtTtC43 M.279 Sff^ssr"=3C3 IZ0.742 SqFtl3 ,C=3 CJ.,,,-,,,,»JTC)T(26,946s=i•^-^I!cnl4E5.28i SqFt^LOT 1812.4QS SqFtLOTsr45.488 56SgFa:,.,,,,o"I^SqF't3W==9o.s.43,478 SqFts,p^ C^.3 C::^:3l3jr%-?6,042 SgFtc:...,:^^,;:^ CZZ..:::::3!F'1I C=-3 C=3I.OT 34S,87IS,F1I\\te'.J. ^\\^C=3 a-—-'r"\3 C=3 C(^3 CS3 C,^02a&'"n____f~\"'i]aFTi i-'»^."~lr"~" I " .±£TS3'57Nrt.-^••^^\^dAvll-l^>»0rMV-»»Jl f-L^,">"-J46,13.5 Sfl^1^ J-oT4SL. 0?^G62 SqFt,f3 C=3s;^y,es-'ieuI^rwn^<tiffi^»3VJff-^\Li)T24^I.THS SqR_0:S.7_ | \|23.697 SqFtQT25^5 SoFt74110,CK^^--c"8a?i^1LOT 99,205.?•o??-1SqF^,,-^^pJ[.LOIl'221^1+.434 SqFs''19.3rL25,6SqFNlM:TION?^,tNT ^/,/fsO^.^f^/Jf}/,jSlfi|»if"^l^i.n07.154~7[T 22.7»!s<iFtI^ISF''III . 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Box 1230Bozeman, Montana 59771-1230(406) 582-2380 phone(406) 582-2363 faxLETTER OF TRANSMITTALTO:_f^rr'^ /H^iffr4ATTENTION: 6~r^ ^r^-H-Di^RE: /Project Name: Di')r&^^^.. f~v-^^^[,/ /^Date: 61s) I t~fWE ARE ^enclosing _ sending under separate cover4r^ ^^(-L^IH/,- ^//hFOR YOURVIA:reviewrecords _ approval _ usedismbution _ please return corrected printsnext day _ 2-dayregular mailfax _ hand carrycourierREMARKS:ec:^_.,/ ffiby:.n11 /^M^ d// ' jNT:;l-$e^rf^-SQ.•o-<r<rDETENTION..P0 ?.....•D00-5-5.—IADRiufcyIWMAIN MAL1=aG?W1APL:::s3J0449:::8""-5>-••^u--IB:=ii?Ed!^04544a8"<2A^s-'^eTB•J045..r-u'.>-W.O—4--:bo^4274<n[ac^2B^1s7A<iiiU,J041.2)tsoV)3A-ISB6;:;3--'"sVSz>-7.38c•S2 -^6A<;-t^4A ^^:-:-:-:-:-:-:^:-:-:-^w^ziidA.,w^ UJ^vs448•94BIA05&A^!^"PUBL 1Cc.o.m;£8"'7');&A .'J0453ss4BIPARKIB/os^yA;5B4Ai•t»s^ku2A426AJM<SB^T)-2B%•^ .683A•^4rT)3A7A9^576-22K3^7B3812Au<F-4-4-^^»IBAI(£)4APARKIB6©10 .:6;9Ml'b-\».54B340»J(b•%IAtx^''Sii^SE,^-6-••^_s>WtOARbOl!j*E5ST..^.-y^-!;LLAR^OJ0447.<-^-' ICRE.ENWAY.Ij^jQz.ais•ttoJ0455J0452^Cl<n•:~s^r;<^:^J^;2378^ .^11B"1^6-®1.®"31f@,yy\l•^:::Yf\:'^nl05-.w•iy7/^(^-^^-zB"7^-33°^5^•:'r2•g^v6-^s6a7•s:E)u€i8J(3^2'^3&3AJ0446;'T<y11 '4<-1.13"<?.J-^-^^'opu-a.!f3@•<J04A«Q-'J"tilz5^^4ca^414^JQ4<l.u->^ssp^"<3/:i6oW'50^-7^ISc.o.J0456c.o.JO4d *-^ *^2<••?124'^ 73±\ I .^-JLU87D11Q:/J0406"-10<^>-y&463-JOLU400::::::y^::::-:-:::^:^;:;::?:?<::I 6 /M14rr\rJ0462^PARc^ i yi—67^in42i::::::::y15_..13 ....lie^in^:•:•:•:^1grL.u.J04012Bmn,:6T907-'Ii.-'i'i^iu-w^! :<16^Mc^ ^^10•@1l£C .5-;pil8V) :•J0466wA04>;11a8 a—.0^0-^2'1ttlUisNAtf-]MM.>-r<ii;ant^3;<'z.imJf.ISA]0^6:•:•:•:\^.20100-•:•:•:•i ^a—=t9Bi.22OT^15zec..-\;;B»/-IB$uu16 a3032'3^1-°\te22^9u.'IAgIAr ."3Ds:1?z^? fe-C^J10464J0459aiWthdtrtD42H^"It-1 JR4Q4I 24ICr \ »T181-7L.m7D'8-C7D2S£''f-^in I^^^§0[H^-in€,;;I"'—>:-•^<^,I-^r00rslco•^00r\l"^CTi~-~.co<00mn^}-0N 03CO 0r\Ir\j•^t-00^incoco0s<00mr^•00fN fNn cnr<Jcor^.•^t-00r^03•^00(N0n•^r^000 J0454Velocity ReportUnits: Velocity/Totals:DateMaxMinAvgTotal Week 1 Summary Max Min AvgTotal07/01/0407/02/0407/03/0407/04/0407/05/0407/06/0407/07/04Week 2 SummaryMaxMinAvgTotal07/08/0407/09/0407/10/0407/11/0407/12/0407/13/0407/14/04Week 3 SummaryMaxMinAvgTotal07/15/0407/16/0407/17/0407/18/0407/19/0407/20/0407/21/04Week 4 SummaryMaxMinAvgTotal07/22/0407/23/0407/24/0407/25/0407/26/0407/27/0407/28/0407/29/0407/30/0407/31/04Week 5 Summary1.681.591.5B0.990.931.011.45^1.351.39Max1.68Min0.93Avg1.39Total nUnits: Velocity/Totals:DateMaxMinAvgJ 0454Velocity ReportTotal Week 1 SummaryMax Min AvgTotal08/01/0408/02/0408/03/0408/04/0408/05/0408/06/0408/07/041.611.621.691.651.601.520.961.161.101.111.210.791.36•1.411.441.421.421.361.69 0.79 1.41Week 2 SummaryMax MinAvgTotal08/08/0408/09/0408/10/0408/11/0408/12/0408/13/0408/14/04Week 3 Summary Max Min AvgTotal08/15/0408/16/0408/17/0408/18/0408/19/0408/20/0408/21/04Week 4 Summary Max Min AvgTotal08/22/0408/23/0408/24/0408/25/0408/26/0408/27/0408/28/0408/29/0408/30/0408/31/04Week 5 Summary Max IVIin AvgTotal TV)uL—C13EE=3win^c(UDl>^^-=30T. 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TDcnf\ODD853•^T cn -q-S S ¥= 5 R Sn D 0 D5 S i"co -c-5s s2 §^iigiiibi01S S m R!d o os{£>g s s•q- CM nS K S0 T-mn000ss s sg ^ s'0 0 0'ss s sg = s'1~- -<3- CNE ° ° °? sg sng £ 5S S S Ri °ddCM•^r IN ros s ^^ 5 S S0 0 0sCMT^ n riCD0 -^II 111E S m Ss ° ° °f^-¥s s ,"T c\ n•^-0 '->,lli^l nAPPENDK I n8/12^004 2:51 ;23PMite7/30/20047/31/20048/1/20048/2^0048/3/20048/4/20048/5/20048/6/2004AverageTotalMinimumMaximumInf FlowMGD001 FlowMGD5.1795.0914.3295.4785.6415..5105.4045.5664.7394.8494.7515.1985.3495.1685.0585.2025.3505.03942.79840.3144.9294.7395.6415.349FlowBozeman WWTP7/30/2004 TO 8/6/2004Page 1002 FlowMGD0.0000.00D0.0000.0000.0000.0000.00DD.0000.0000.0000.0000.000 Stratton - Fwd: Hign IMF flow for '04Paqe 1From; James NicketsonTo: Greg StrattonDate: • 8/23/2004 8:20:46 AMSubject: Fwd: High INF flow for'04>» "Herb Bartle" <HBartle@BOZEMAN.NET> 8/17/2004 8:03:52 AM >»James, this is the highest flow into the plant for 2004 with the flows for two days before and two after asper your request.6/86/9"6/106/116/125.380 MGD5.206 MGD8.007 MGD7.554 MGD6.694 MGDHerb BartleChief Lab Tech.Bozeman WWTP )Geology-Soils-Slopes-RoadsSummaryForBOZEMAN GATEWAY SUBDIVISIONBOZEMAN, MONTANAPrepared By: Morrison-Maierle, Inc.901 Technology BoulevardP.O. Box 1113Bozeman, Montana 59771-1113Engineers:Date:File:James A. Ullman, P.E.Justin Perry E.l.May 25, 20063638.003/041/03101 Geology - Soils - Slopes - RoadsThis section is a response to the requirements of the City of Bozeman Unified DevelopmentOrdinance Section 18.78.060 relative to Geology - Soils - Slopes.Geology Hazards / Unusual FeaturesAlluvial deposits derived from the mountains south of Bozeman underlie the Bozeman GatewaySubdivision. The geology does not offer geologic hazards or other unusual features that limit thesuitability of the land for the proposed uses. The project area generally slopes from south tonorth at approximately 1.25 percent. The site is essentially flat from east to west with mildvariations adjacent to streams that mn from the south to the north. Ground water issues areaddressed in the section titled Groundwater.The site located in Seismic Zone 3, is a seismically active region. The risk of earthquakedamage, however, is no greater than in the remainder of the Gallatin Valley. This risk will beminimized by adherence to appropriate building standards.SoilsAccording to NRCS information, two soil types exist on the site. The map boundaries anddistribution of soil types within the boundary of the development are displayed on the BozemanGateway Subdivision Soils Map included in this section. This exhibit is derived from the NRCSGallatin County Soil Survey JVtap. Detailed NRCS data is provided at the end of this section.Soils underlying the Bozeman Gateway Subdivision are similar to those found throughoutBozeman. They are typically dark colored loams underlain by gravel. Limitations todevelopment are primarily depth to groundwater, bearing capacity, frost heave potential, shrink-swell potential and flooding. The limitations posed by these soils are well known in theBozeman area. Engineering and coimnon constmction practices have proven that the limitationscan be overcome successfully without extreme or undo expense. Area street and utilityconstruction demonstrate that ground water issues are very manageable.Cuts and FillsOwing to the flat terrain, cuts and fills in excess of three feet are limited to areas where over-excavation is called for in road, drainage and sanitary sewer construction, or to improve thenatural drainage of the site. To minimize erosion, the constmction contract shall provide forseeding of slopes in the cut and fill areas. Material for site grading will generally be obtained onsite and all disturbed areas will be seeded. M:ulching or placement of erosion control mats willbe used as necessary.Methods of erosion control and revegetation shall be in conformance to the Montana Departmentof Environmental Quality (MDEQ) Montana Sediment and Erosion Control Manual. AnMPDES Stormwater Erosion Control Plan using Best Management Practices (BMP's) will beprepared for all constmction activities for review and approval by the MDEQ. Typical Best2 Management Practices for disturbed areas typically include: ground cover and topsailreplacement, mulching, hydromulch seeding and hand seeding native grass species, sedimenttrapping fabric fences, protection of culvert outlets, and temporary straw bale swale protection.The construction contract will include erosion control measures to address erosion duringconstmction. Included as pay items in the contract will be financial incentives for the contractorto comply with the Stormwater Master Plan. Payment to the contractor will be contingent on thecompletion of the measures prior to the contractor starting other work on the project that willdisturb soil.RoadsThe designed section of the internal road system within the Bozeman Gateway Subdivision wasbased upon the attached NTL Geotechnical Investigative Report for the area. See section 3.2Alternate 3, which recommends a section of 3" asphalt, 6" base, and 9" subbase. The section forthe Bozeman Gateway internal roads will have a section of 3" grade "B" asphaltic concrete, 6"of 1-1/2" minus type "A" crushed base course, and 18" of 6" minus pit-run. 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IJ!!rS Itfi w5 ^fcloj :/II Ivj;•>-1ft 0u^p^~t'\s i^ 00fcl.A^\-»-!Nu1^000PQ1§rt^z§0/-'egi)IsIJ-Ex^11^tC/3<fel0-Qr^-fcin!tsgill!sIIss§11§1m^?sg|8|uN11in| '.: 'sy^< 0Xil< 0s^l\Mii,!)tW1 "'v^v*\c?co&3sIC<3:^1—1^0^ls.^10510SH&1^i.0..--^b^r''s^w^ilSQ:y^1uF^-r-51^^ICD1^5ssr sliIll3<g5il^i-Ify-^^1.^iw<K*IIIa:••I,1^^1^^3V.0awmo?1"^r>lIi0s*tacff:i;%M*-)-iSQ:^'S?fl*»'UJ^--J>-,w^St^^°ui S ,-T;•"sss",.<^§sA.»XrtS...^^I^•'•«•«»Ft11°^0^^i.SO-"•^m0»^^5^K^-^oi£owP w^Z 0 OT^ < 0? s ^tIL.uaass—i -Sr 5S!*xit;t '•^-^v.. -^^-^^""'^^Q^^LS l'—^Vf^,,.>7^s'"^-^•^^'-^ ^ ^-i,-' s '- • --^^^ I / ^••^.03^5s>• .t -^ZSi'3AVH37MOJV^vs•y;mQ'^ S]r-—cMli^>——<<-sKLin^t-i!Fg/\tM;K»:^WWf^&WW»WI"0 744nnSoil Survey0Engineering Index Froperties--ContinuedClassificationFragmentsMap Symboland Soil NameI Depth I USDA Texture IPercentage PassingSieve Number—IIIII>103-10 IUnifiedAASHTOI Inches I Inches I 4I_I_1^1040200ILiquidl Pla5-(Limit IticityI IndexII".II454E; (cont.)Catgulch---'•—I 0-5I Very cobblyI ] coarse sandyI I loamI 5-15 I Very gravellyI I sandy clayI I loam, veryI I gravelly sandy!I I loam, very Igravelly II I coarse sandy Iloam I15-19 IWeathered II bedrockI 19-23 lUnweathered II I bedrock IISMIIGMIIIA-1IA-1IIIBreeton--------457A:Turner-'III.II•-1I0-24 I Coarse sandy ISMI loam I24-40 [Gravelly coarselML, SM, GMI sandy loam, II sandy loam, II loam I40-60 IGravelly coarselSMI sandy loam, II sandy loam, Iloamy coarse I[ sand IIA-1, A-2-4IA-4, A-2-4IIIII0-6 I Loam ICL-ML6-12 IClay loam, ICL, GC,I silty clsy Ii loam, gravelly!I loam12-26 ILoam, clay ICL, GC,I loam, gravelly!scscII loamI 26-60 I Very gravellyIIIIA-4IA-6IIA-6IIIGP, GM, GP-GMIA-1458C:Danvers-'j I loamy sand,I I very gravellyI I sand,I I extremelyI I gravelly sandI 0-4 ISilty clay loamlCLI 4-16 ISilty clay, ICL, CHj I clay loam, )I I 5ilty clay II 1 loam II 16-42 [Clay Loam, claylCLI 42-60 I Gravelly clay I EC, GC-6M,I I loam, gravelly] SC, SC-SM,I I sandy loam, I CL, CL-ML[ gravelly loam IPetPetIIl-5 120-30 160-70 150-60 125-40 115-251111111110 110-25 145-60 135-55 120-45 110-2011111IuQuagle-'0-6 ISilt loam6-9 ISilt loam9-60 ISilt loamICL-MLI CL-MLI ML, CL-MLIIIIIIII II IIA-6 IIA-6, A-7 IIII IIA-6, A-7 IIA-2, A-4, A-611. II IIA-4IA-4IA-4IIIIIIIIIII00IIIIIIIIIIA-1, A-2-4 I 0 I000I185-100175-1.00[35-65 115-351111160-95 155-90 135-80 115-65111111111111160-90 155-S5 130-60 110-3511111111IIIII0 I 0-10 180-100175-100165-95 150-750 I 0-10 165-100[60-100155-90 135-701111111111111110 I 0-10 165-100160-100155-95 140-7511111I I I I I110-30 125-60 115-50 110-35 I 0-150IIIIIIIII0 I 0-5 195-100190-100180-100n5-950 I 0-5 195-100190-100n5-100165-900000I 0 190-100185-100[75-95 160-900-5 160-85 150-75 130-70 120-6011111I II I i11111I I I I0 I 100 I 100 195-100175-8510 I 100 I 100 195-100180-900I 100 195-100190-95 180-90I I IIPet20-251 NP-5I20-251 NP-5III —II20-251 NP-5I25-30[ NF-520-251 NF-5II25-301 5-1030-401 10-2030-401 10-150-141 —II30-401 10-1535-551 15-30III30-451 10-2525-351 5-1525-301 5-1025-301 5-1020-301 NP-10 758Soil SurveyEngineering Index Proper ties--ContinuedMap Symboland Soil NameDepthI".ClassificationUSDA Texture IFragments |IPercentage PassingSieve Number--UnifiedAASHTOI >10 I 3-10 II Inches I Inches I 4I _J II1040200I II IILiquidl Plas-ILimit IticityI I Index510B:Meadowcreek--511A:Fairway——-512B:Enbar-Nythar—'512D:Enbar--PetPetICL-ML I A-4ISC-SM, CL-ML |A-40-11 ILoam11-25 ILoam, sandyI loam, silt jI loam25-60 IVery gravelly |GP, GP-GMI sand, Iextremely II gravelly sand,|I very gravelly [I loamy sand [I II I0-15 ISilt loam ICL-ML15-46 ISilt loam, ICL-ML, CLI loam, silly II clay loam I46-60 ISand, gravelly IGP-GM, SM,I loamy 5and, I SP, SP-SMI very gravelly ]I sand I0-22 ILoam ICL-ML22-49 ILoam, sandy [CL-ML, MLI loam I49-60 I Very gravelly |GM, GP-GMI sandy loam, |] very gravelly |I loamy sand, II extremely I! gravelly sandylI loam II0-8 I Loam ICL-ML8-33 ISilty clay ICL-ML, CL,I loam, gravellyl GM-GC, SCI loam, siltf loam33-60 ICobbly siltyI clay loam,loam, sandyloamIIIICL-ML, Cl,I SC-SM, GCIIIBowery----------I0-22 I Loam ICL-ML22-29 ILoam, clay loamlCL-ML29-50 I Loam, sandy ICL-ML, MLI loam I50-60 I Very gravelly |GM, GP-GMI sandy loam, |I very gravelly I( loamy sand, II extremely II gravelly sandylI.loam II I0-22 ILoam ICL-ML]A-1IIIIIA-4IA-4, A-6IIIA-2, A-lIA-4IA-4IA-2, A-lIIIA-4IA-4, A-6IIA-4, A-6IIIIA-4IA-4IA-4IIA-2, A-l22-60 ILoam, clay loamlCL-ML,I ICLIA-.1IA-4,A-6IIIIIIIIIIIIIIII00II 0II000000000000000IIII0 195-100190-100170-95 150-750 135-100190-100170-90 140-751111I I I ' I0-10 125-45 115-35 110-25 I 0-10IIIIIIIIIIIII00I 100 I 100 190-100n0-90I 100 I 100 185-100160-901111I I I0-10 140-100130-100120-60 1 0-15111111111111111111110 180-100175-100160-85 150-750 180-100175-100160-85 [50-7511110-10 125-60 115-50 110-40 1 5-301111I Pet II 20-301 5-10I 20-301 5-10IIII20-301 5-1025-101 5-15III0 195-100190-100175-90 155-700-10 160-100155-100150-100135-90I I I I111111110-20 170-100165-1001 60-1001110-90I I IIll111111111111180-100175-100160-85 i50-75180-100175-100165-90 155-80180-100175-100160-85 150-75•o000-10 125-60 115-50 110-40 1 5-30I00180-100175-100165-95 150-75180-1.00175-100165-95 150-75II20-30] 5-1020-301 NP-10I15-251 NP-5I25-301 5-1025-351 5-1525-351 5-1520-301 5-1020-301 5-1020-301 NP-10I15-251 NP-525-301 5-1025-351 5-15 766nnSoil SurveyFiEngineering Index Propertie3--ContinuedMap Symboland Soil NameI IDepth I USDA Texture IClassificationUnifiedAASHTOFragments II_^ II >10 I 3-10 II Inches I Inches IPercentage PassingSieve Number--4I1040ILiquidl Plas-ILimit Iticity200 I I IndexJI541A: (cont.)Bonebasin—-542A:Blossberg-'0544A:Bigsandy——SLickspots.547E:Hoppers-—--Adel-1"O-ll ILoam11-21 [StratifiedI silty clayI loam to sandyI loam21-60 I Very cobblyI loamy coarseI sand, veryI gravellycoarse sand,I extremelyI cobbly loamy! sand0-15 ILoam15-24 I Gravelly loam,I clay loam,I sandy clayI loam24-60 I Very cobblyI sand, veryICL-M1ICL, CL-ML,I SC, SC-SMIISM, SP-SM,I GM, GF-GMIII CL-MLICL-ML, CL,I SM-SC, SCISM, SP-SM,I GM, GM-GP0-33-nI gravelly loamylI coarse sand, I1 extremely II gravelly loamy II coarse sand II II IISilty clay LoamlCLICL-ML, CLICL-ML, CLIISilty clayloam, clayloam, siltI loam17-60 ISilt loam,I silty clayI loamIII0-8 I Loam ICL-ML8-26 ISandy clay ICL, SCI loam, gravellylclay loam i26-33 IWeathered II bedrock I33-43 lUnweatheredI bedrock II I0-14 ILoam ICL-ML14-60 ILoam, clay ICL, CL-ML,I loam, gravellyl SC-SMI loam II II PetIA-4IA-2,IIA-1III[A-lIIIIIIA-6IA-4,A-6IIA-4, A-6IA-4[A-2-6, A-6IIIA-4IA-4, A-6IIIIIIPetIIPetA-4, A-61IIIIIIIIII000IA-4 I 0IA-6, A-4, A-2] 0000000III0 195-100190-100[75-95 155-75 I 25-301 5-100 195-100190-100160-90 130-70 I 25-351 5-15I I II I II II I I I111111110-45 125-60 120-55 [10-40 I 5-15 1 20-251 NP-5111111IIII1111110-10 190-100185-100no-95 150-75 1 25-3010-15 170-100165-100150-95 130-60 I 25-351I II I5-105-15III130-45 125-75 120-70 110-50 1 5-20 1 20-251 NF-5IIIIIIIIIIIIIIIIII000100100 [95-100185-95135-100[95-100185-100170-9030-351 10-1525-351 5-15II I II I I11111135-100195-100185-100170-90 I 25-351 5-15IIIIII0-10 195-100190-100[75-95 155-150-15 180-95 170-90 160-85 125-7025-301 5-1030-351 10-15IIIIIII001111111111110-5 185-100180-100n0-95 150-75 1 25-30125-3510-10 170-100160-100155-95 140-SO11115-105-15II0 Gallatin County Area, Montana— .11861Physical Properties of the Soils--ContinuedMap Symboland Soil NameDepthClayMoist I Permeability(Available| Shrink- |0rganic|Bulk I I Hater I Swell IMatterDensity I ICapacity I Potential I IErosion FactorsI IK I Kf I TJ II II Wind I WindlErodi-IErodi-IbilitylbilityGroup I Index454D: (cont.)Catgulch—'454E:Bielenberg-Catgulch-—-1^ I Pet I g/cc I In/hourI I II I I0-5 I 12-2011.30-1.501 2.00-6.005-15 I 10-2211.40-1.601 0.60-2.0015-19 I — I — I —13-23 ] — I — I —I-IBreeton---------457A:Turner—458C:Danvers-Quagle'458D:Danvers-----Quagle--461D:Sawicki461G:Tiban---'Adel—0-99-2929-4343-5858-620-55-1515-1919-230-2424-4040-600-66-1212-2626-600-44-1616-4242-600-66-99-600-44-1616-4242-600-66-93-600-55-2323-3131-600-1212-2525-600-1414-2222-6020-2711.50-1.601 0.60-2.0020-3511.50-1.601 0.60-2.0012-2011.50-1.601 2.00-6.00I I II 12-2011.30-1.501 2.00-6.0010-2211.40-1.601 0.60-2.00I I8-1811.25-1.451 2.00-6.008-1811.30-1.501 2.00-6.005-1511.40-1.601 2.00-6.00In/in II II II 0.06-0.09ILowI 0.05-0.09ILowI 0.15-0.19ILow10.12-0.16|Low[0.06-0.09ILowI II 0.06-0.09|Low10.05-0.09ILowI10.11-0.131LOW10.10-0.14ILow10.09-0.11ILow •IPetII15-2711,25-3511.18-3511.0-5 11.II27-3511.35-50]l.27-45[l.10-3511.I18-2511.18-2511.10-18 I 1.I10-1.30130-1.50135-1.50135-1.501II15-1.35130-1.50[30-1.50145-1.651I10-1.30115-1.35120-1.401I0.60-2.000.60-2.000.60-2.006.00-20.000.20-0.600.06-0.200.06-0.200.20-0.600.60-2.000.60-2.000.60-2.00I 0.15-0.19ILow10.12-O.lBIModerate10.12-0.18IModerate|0.01-0.06|LowII II 0.16-0.20IModerateI 0.13-0.16IHighI 0.13-0.16IHigh10.11-0.14ILowI I10.18-0.201LOW10.16-0.191LOWI 0.16-0.19ILowI I12.0-4.0111.0-2.0 II — I12.0-4.01I 1.0-3.0 I10.5-1.01I — II —I12.0-4.0111.0-2.01I — II —I5.0-10 I14.0-8.0110.5-1.01I II I12.0-4.0110.5-2.0110.0-0.5110.0-0.51I II I12.0-4.0111.0-2.01I 0.5-1.0 I10.0-0.5]I11.0-3.0111.0-2.0110.0-1.0 II I0.10 I 0.2410.101 0.321I II I0.201 0.32 I0.201 0.2810.151 0.320.101 0.2410.101 0.32127-3511.15-1.35135-5011.30-1.5027-45 I 1.30-1.50110-3511.45-1.651I18-2511.10-1.30118-2511.15-1.35110-1SI 1.20-1.40]I II12-2011.15-1.35120-30 I 1.35-1.5510-20]1.60-1.75110-2011.60-1.751II18-2711.10-1.30118-3511.20-1.40118-3511.30-1.50I20-2711.15-1.35118-2711.20-1.40118-3011.30-1.50I I0.20-0.600.06-0.200.06-0.200.20-0.6010.16-0.201Moderate 12.0-4.0]|0.13-0.16|High 11.0-2.01|0.13-0.16|High 10.5-1.0110.11-0.14ILow 10.0-0.510.60-2.00 10.18-0.201LOW0.60-2.00 |0.16-0.19|Low0.60-2.00 |0.16-0.19ILowII I0.60-2.00 |0.08-0.11ILow0.20-0.60 10.07-O.lOILow2.00-20.00 |0.03-0.05|Low2.00-20.00 10.03-0.05ILow0.60-2.00 I 0.12-0.15ILow0.60-2.00 |0.ll-0.131Low0.60-2.00 ]0.09-0.10ILow0.60-2.000.60-2.000.60-2.00I 0.16-0.20ILow0.16-0.20[Low|0.12-0.161LowI 1.0-3.0 I11.0-2.0110.0-1.0112.0-4.0111.0-3.0110.0-1.01I 0.0-1.01I II I13.0-5.0111.0-3.01I 0.5-1.01I I4.0-S.OI1.0-5.0110.0-2.010.320.3210.370.171I0.3710.37 I0.37 III0.32 I0.3210.3710.4310.3710.3710.3710.101 0.370.101 0.3210.051 0.2010.05] 0.201I II0.151 0.2810.201 0.370.101 0.3^I0.281 0.2810.371 0.3710.2SI 0.281I I310.151 0.151 50.24] 0.240.201 0.20150.371 0.371 30.241 0.3710.241 0.3710.051 0.2010.321 0.320.321 0.3210.371 0.3710.171 0.431I I0.371 0.371 50.371 0.3710.371 0.37555553 I 865 I 56I3 I 863 I 86II6 I 46IIII7 I 3SIIII4L I 86I7 I 384L I 86I8 II6 I 466 I 48 866nnSoil SurveyrPhysical Properties of the Soils--Continued1Map Symboland Soil NameIDepth I ClayII.MoistBulkDensityI Permeability lAvaila-bleI WaterICapacityIIIShrink- I OrganicSwell I MatterI Potential[I IErosion Factors I Wind I WindIErodi-lErodi-I I IbilitylbilityKKf507A: (cont.)Boneba5in--'508A:Fairway----'Threeriv----Rivra-509B:Enbar510B:Meadowcreek-511A:Fairway-'512B:Enbar--Nythai512D:Enbar-'Bowery----------Nythar—513A:Meadowcreek-'Bonebasin-—^ I Pet0-1111-2121-600-1515-4646-600-55-2525-600-71-600-2222-4949-600-1111-2525-600-2222-2929-5050-600-2222-600-88-3333-600-1111-2525-600-1111-2121-60IIII0-1515-4646-60II15-2-; 1118-35110-1011.II27-351113-3011.0-1011.I27-3511,18-3511.0-1011.I5-1511.0-5 11.II18-2711,18-27]l.5-1S11.18-2511ie-25110-5 11.II15-2711.18-3011,0-1011,0-2222-4949-600-88-3333-60IIIIIIITGroup I IndexIn/hourI In/inI18-2711.18-2711.5-1811.I18-2711.18-3511.18-3511.II18-2711.18-3011.18-27-11.5-1811I18-2711.18-3511.18-27]l.18-3511.18-3511.18-271118-2511.0-5 11,I15-2711,18-3511,0-1011.PetI10-1.30125-1.45150-1.701II20-1.40120-1.40120-1.501I15-1.35125-1.45150-1.701I30-1.50155-1.751I15-1.35135-1.55150-1.701II20-1.40120-1.40120-1.5010.60-2.000.60-2.00 .6.00-20.000.20-0.600.60-2.006.00-20.000.20-0.600.20-0.606.00-20.002.00-6.00>20.0010.1B-0.221LOW[0.17-0.201ModerateI 0.04-0.06 ILowI II II 0.12-0.15IModerate|0.16-0.20|LowI 0.03-0.04ILowII 0. n-O.ZOILow10.14-O.ieiLow|0.02-0.05|Low0.60-2.000.60-2.002.00-6.00I II 0.09-0.11ILow10.02-0.031LOWI III 0.16-0.201LOW10.14-0.18ILowI0.04-0.051LOW14.0-8.0112.0-4.011.0-2.01I12.0-5.0111.0-2.0110.5-1.01I I12.0-4.0111.0-3.0[10.0-1.01I10.5-2.0[[0.5-1.01II3.0-5.0110.5-1.010.60-2.00 I 0.18-0.201LOW0.60-2.00 10.13-0.151LOW>20.00 10.02-0.031LOWI I20-1.40120-1.40120-1.50115-1.35135-1.55150-1.701I15-1.35120-1.40130-1.501I 0.18-0.22ILow10.16-0.201LOW0.60-2.000.60-2.006.00-20.00 I 0.03-0.04ILowII I0.60-2.00 I 0.16-0.20|Low0.60-2.00 I 0.14-0.18ILow2.00-6.00 1.0. 04-0. 05 I Low15-1.35130-1.50135-1.. 55 I50-1.701I10-1.2520-1.401I15-1.35120-1.40130-1.50110-1.30140-1.50160-1.70110-1.30125-1.45150-1.7010.60-2.00 10.16-0.20|Low0.60-2.00 10.15-0.191Moderate0.60-2.00 10.13-0.171ModerateII0.60-2.00 I 0.16-0.20[Low0.60-2.00 I 0.14-0.16|Low0.60-2.00 10.14-O.lSILow2.00-6.00 |0.04-0.05|Low0.60-2.00 |0.20-0.23[Low0.60-2.00 10.15-0.19ILowI I0.60-2.00 I 0.16-0.201LOW0.60-2.00 10.15-0.191Moderate0.60-2.00 10.13-0.171ModerateI I.I III0.60-2.00 I 0.1S-0.20ILow 12.0-5.010.60-2.00 10.16-O.lBILow 11.0-2.01>20.00 |0.02-0.03|Low 10.5-1.01I III0.60-2.00 I 0.18-0.22ILow 14.0-8.010.60-2.00 10.17-0.201Moderate 12.0-4.016.00-20.00 I 0.04-0.06ILow 11.0-2.01I I III0.281 0.280.281 0.2810.051 0.17I0.281 0.2810.371 0.370.101 0.201I0.2BI 0.28[0.321 0.3210.051 0.201I I0.101 0.2010.021 0.17I II12.0-5.011.0-3.0[!0.0-0.51I II I12.0-5.0111.0-2.0110.5-1.01I0.371 0.3710.371 0.370.051 0.201I II0.281 0.280.371 0.3710.101 0.20 I13.0-5.0110.5-1.01I — II I12.0-5.0111.0-3.0110.0-1.01II13.0-5.0 I11.0-3.0110.5-1.01I — I[14.0-8.0111.0-2.01I I12.0-5.01I 1.0-3.0110.0-1.01I I34350.281 0.2BI 40.37] 0.37]0.051 0.201340.321 0.321 50.371 0.3710.371 0.37 III I0.321 0.321 30.371 0.3710.051 0.201IIIIIIIIIIII I0.37 I 0.37 I 4 I0.371 0.37]0.051 0.201 II . I0.321 0.321 5 I0.371 0.371 I0.371 0.37|I I0.371 0.371 40.371 0.37[ I0.371 0.370.051 0.201 [0.281 0.281 50.371 0.371 IIII0.281 0.28I 3 10.231 0.2810.051 0.17] ]I I I64L7354L666664L6III 48I86II38II86I6 I 48I56I86III 4848I48IIII 484886III 48 Gallatin County Area, Montana—rart II869Physical Properties of the Soils--ConfcinuedI Erosion FactorsMap Symboland Soil NameDepth I ClayMoistBulkDensityPermeability I Available II WaterShrink- lOrganiclSwell IMatter IICapacity I Potential II KKfTIIWind ] WindlErodi-lErodi-IbilitylbilityGroup I Index528A: (cont.)Lamoose----537A:Lamoose--538A:Tetonview-539A:Tetonview----'540A:Tetonview---Newtman--------541A:Lamoose-Rivra-Bonebasin-------542A:Blossberg'544A:Bigsandy--'Slickspots.547E:Hoppers----Ado 1-IS. I Pet0-99-2127-600-93-2727-600-8S-3434-600-88-3434-600-88-3434-600-99-1515-2424-60I0-93-2727-600-77-600-1111-2121-600-1515-2424-600-33-1717-600-88-2626-3333-430-1414-60IIIn/hourIn/in18-2711.10-1.20] 0.60-2.00 10.17-0.21ILow18-2711.15-1.301 0.60-2.00 10.15-0.18ILow0-1011.60-1.751 6.00-20.00 10.02-0.03ILowII IIII II18-2711.10-1.201 0.60-2.00 10.17-0.21ILow1S-2711.15-1.30| 0.60-2.00 I0.15-0.18ILow0-1011.60-1.751 6.00-20.00 10.02-0.03ILow20-2711.10-1.30118-35 I 1.30-1.40 118-35]1.30-1.4010.60-2.000.20-0.600.20-0.6020-2711.10-1.301 0.60-2.0018-3511.30-1.401 0.20-0.6018-3511.30-1.401 0.20-0.60I II I20-2711.10-1.301 0.60-2.0018-3511.30-1.401 0.20-0.6018-3511.30-1.401 0.20-0.60I I10.05-0.101 —0.60-2.000.20-0.6020-3511.10-1.30125-3511.25-1.45118-3011.35-1.551 0.60-2.00I18-27[1.10-1.201 0.60-2.0018-2711.15-1.301 0.60-2.000-1011.60-1.75i 6.00-20.00I I2.00-6.005-1511.30-1.5010-5 11.55-1.751I I15-27 I 1.10-1. 30118-3511.25-1.4510-1011.50-1.701>20.000.60-2.000.60-2.006.00-20.00I0.1B-0.20|LowI 0.16-0.18IModerate10.14-0.18ILowI 0.18-0.20ILow10.16-0.ISIModerate10.14-0.181LOUI II II 0.18-0.20ILow10.16-0.18IModerateI 0.14-0.18]Low10.15-0.19IModerate10.14-0.18IModerate10.09-0.12ILowI II I10.17-0.21ILow10.15-0.18[Low10.02-0.031LOW10.09-O.lllLow10.02-0.03ILow10.13-0.22ILow10.17-0.20IModerate10.04-0.06ILowPetI 4.0-6.0 I12.0-4.0110.0-0.51III 4.0-6.0]12.0-4.0110.0-0.5II II II 2.0-5.0 112.0-5.01I 0.5-1.0II II I12.0-5.0112.0-5.0]10.5-1.01I0.281 0.281 30.32 I 0.32 I0.051 0.201I I0.28] 0.2810.321 0.32]0.05] 0.2010.3210.3210.241II0.32]0.3210.2410. 32 I0.3210.431II0.3210.3210.43112.0-5.0112.0-5.0I10.5-1.01I II 20-30 I16.0-3.0]11.0-4.0110.5-2.01I II14.0-6.0112.0-4.0110.0-0.510.2SI 0.2SI0.321 0.3210.051 0.201I10.5-2.0110.5-1.01I4.0-8.0112.0-4.0111.0-2.010.281 0.2810.281 0.2S0.051 0.17IIII20-2711.17-1.271 0.60-2.00 10.17-0.20ILow20-3511.11-1.311 0.20-2.00 10.15-0.181Moderate0-1011.50-1.701 6.00-20.00 ]0.02-0.03ILowI I27-3511.15-1.351 0.20-0.6018-3511.20-1.40| 0.20-0.6018-3511.30-1.501 0.60-2.0010.09-0.121Moderate10.09-0.12IModerate10.09-0.12[Moderate14.0-6.0112.0-4.0110.0-0.51I II II 1.0-3.0110.5-1.0110.0-0.51I0.32 I 0.37 I0.201 0.320.051 0.1710. 32 I 0. 32 I0.371 0.3710.371 0.37I IIIIIII18-2711.20-1.301 0.60-2.00 10.15-0.19ILow12.0-4.01 0.321 0.32125-3511.40-1.601 0.20-0.60II10.14-0..181Moderate 11.0-3.01 0.17] 0.321I — I I — I — I — II — I I — I — I — II I III15-2711.15-1.35116-3011.20-1.4010.60-2.000.60-2.0010.16-O.ZOILow10.16-0.201LOWI 4.0-S.01 0.28111.0-4.01 0.1710.3710.32 I3550.321 0.321 50.321 0.3210.241 0.431II — I 40.281 0.2BI0.371 0.3710.151 0.3730.101 0.201 50.02] 0.171335354L4L4L4L4L4L3664L66B6S6S6868686864848B64848 478nnSoil SurveyrBuilding Site Development--ContinuedIMap Symbol I Shallow I Dwellings I Dwellings I Smallana Soil Name I Excavations I Without I With I CommercialI I Basements | Basements I BuildingsI Local RoadsI and StreetsIILawns andLandscapingu457A:Turner458C:Danvers'Quagle—458D:Danvers----I II IfSevere: iModerate: iModerate:] cutbanks cave [ shrink-swell I wetnessI I[Moderate:shrink-swellIIII Moderate:shrink-swell,frost actionII Moderate:I large stones,I droughtyQuagle-461D:Sawicki'461G:Tiban-'Adel--463B:Beanlake—-—-466E;Wi n dh am-------470D:Absarook-•-1 Moderate:I too clayeyII-ISlightIII•-IModerate:I too clayey/I slopeI•-IModerate:I slopeIII•-I Severe:I cutbanks cave,I slopeII Severe:I 5hrink-swellIIISlightIIII Severe:[ shrink-swellIISevere: ISevere:I shrink-swell I shrink-swellI III Slight IModerate:I slopeII[Severe: ISevere:shrink-swell I shrink-swell,slopeSevere: [SlightI shrink-swell/ II low strength I(Moderate:I slopeSevere;slopeSevere:slopeI.1 Severe:slopeI Moderate:I wetnessIIi Severe:! slopeI Severe:depth to rockI Severe;I 5lopeII Severe:I slopeII[Slight] Severe:I slopeII[Moderate:slope^depth to rock-I Moderate:] slopeII Severe:I slopeSevere:slopeI Severe:slope[Moderate:I wetnessI Severe:slopeTolbert-473E:Tiban--—-Castner-478G:Tiban-ISevere: ISevere:depth to rock I depth to rockI Severe:I depth to rockIII Severe:I depth to rockI Severe:slopeI Severe:I slopeIII[Severe:I slopeII Severe:I slopeISlightIIII Severe:I slopeISevere:I slopeIIModerate:I frost actionIII Severe:I shrink-swell,I low strengthII Moderate:slope,frost actionI Severe:1 slopeIIII Severe:I slopeISevere:I slope[SlightI Moderate:f slope]IIModerate:I slope[Severe:slopeI Severe:I slopeI[Severe:I slopeIIModerate: IModerate:I frost action I large stonesI ISevere:I slopeI Severe:I slopeSevere:slopeI Severe:I slopeIIII Severe:I slopeISevere: I Severe:depth to rock,I slope,slope I depth to rockI Severe:depth to rock,slopeI Severe:I SlORQrI depth to rockIII Severe:] slopeIISevere:slope,depth to rockI Moderate; I Moderate:I depth to rock, j slope^I slopQr I depth to rockI frost action II Severe; (Severe;depth to rock I depth to rockISevere:I slopeI Severe:I slopeI Severe: [Severe:I depth to rock,I slope,slope I depth to rockSevere:slopeI Severe:slopeSevere:I slopeISevere:I slopeI Severe:! slopeII Severe:I slopeI 482Soil SurveyBuilding Site Development--ContinuedMap Symboland Soil NameIIShallowExcavationsIDwellingsWithoutBasementsIIIDwellingsWithBasementsI SmallI CommercialI BuildingsLocal RoadsI and StreetsILawns andLandscaping503A: (cont.)Rivra-------504A:MeadowcreekII Severe:I Severe:cutbanks cave ( floodingIII505A:Fairway-'Rivra-506A:Saypo—--'507A:Soapcreek--Bonebasin---'ISevere: IModerate:I cutbanks cave,| wetnessI wetnessI I[ ISevere: I Severe:] cutbanks cave,I floodingwetness III Severe: [Severe:I cutbanks cave ] floodingIII Severe:wetness[Moderate:I wetness,I shrink'-swell[Severe:I wetnessIII] Severe:I cutbanks cave,I wetnessI Severe:I flooding,I shrink-swellIII Severe:flooding,wetnessI Severe:] floodingISevere:I wetnessI Severe:I flooding,I wetnessII Severe:floodingI Severe:I wetnessII Severe:I flooding,I wetness,( shrink-swellIISevere:I flooding,I wetnessI Severe:I floodingIIII Moderate:I wetnessI Severe:I floodingIII Severe:I floodingIModerate:I wetness,I shrink-swell[Severe:! flooding/I shrink-sweliIII Severe:I flooding,1 wetnessII[Moderate:I flooding,i large stonesIIISevere:I frost actionI Severe:frost actionIII Moderate:flooding,large stonesi Severe:frost actionI Severe:I droughtyII SlightI]Moderate:excess saltI Severe:I droughtyIIIIModerate:excess.saltIIIISevere: [Severe:I shrink-swell^ \ too clayey1 low strength, II frost action IIISevere: ISevere:I wetness, I wetnessI frost action I50SA:Fairway----Threeriv-'Rivra----'509B:Enbai510B:Meadowcreek----511A;Fairway------512B:EnbaiI II Severe: • I Severe:I cutbanks cave,I floodingwetnessI I(Severe: ISevere:I cutbaaks cave,| flooding,I wetness I wetness[Severe: ISevere:I cutbank's cave | floodingIISevere: ISevere:I cutbank's cave, | floodingI wetness II II IISevere: IModerate:cutbanks cave,| wetnessi wetness [III Severe: I Moderate:I cutbanks cave,| wetnessI wetness II II ISevere: ISevere:cutbanks cave,| floodingI wetnessI Severe;I flooding,] wetnessISevere:f flooding^wetnessIII Severe:I floodingISevere:flooding,I wetnessIII Severe:I wetnessISevere:wetnessI Severe:I flooding,I wetnessII Severe:I floodingII(Severe:I flooding,I wetnessIIt Severe:I floodingIII Severe:floodingIModerate:wetnessI.Moderate:wetnessSevere:floodingIISevere:I frost actionI Moderate:I excess salt! Severe:wetnessIISevere:droughty[Severe:I wetness,I flooding,I frost actionIIModerate:I flooding/I large stones |I II II Severe: I SlightI frost action II IISevere: ISiightI frost action IISevere: ISlightfrost action[Severe: ISlightfrost action I Gallatin County Area, Mot. ,a — Partn485nBuilding Site Development--ContinuedMap Symboland Soil NameII ShallowExcavationsDwellings | DwellingsWithout I WithBasements I BasementsII SmallCommercialBuildingsILocal Roads | Lawns andand Streets |. Landscaping528A:Greyclif.E-—'Lamoose-537A:Lamoose'I Severe:cutbanks cave/I wetnessII Severe:I cutbanks cave^I wetnessIII Moderate:I wetness,I shrink-swellII Severe:wetnessII Severe:cutbanks cave,I wetnessISevere:I wetnessII Severe:I wetnessIII Severe:I wetness!Severe:wetnessI[Moderate:I wetness,I shrink-swellII Severe:I wetnessIIII Severe:I wetnessII Severe: I Severe:I frost action I exces5 sodiumIIISevere: IModerate:I frost action I wetnessI II III Severe: I Moderate:frost action I wetness538A:Tetonview------539A:Tetonview-540A:Tetonview-'Newtman-541A:Lamoose-Severe:I wetnessIIISevere:I wetnessI Severe:wetnessI Severe:wetnessIISevere:wetness[Severe:1 wetnessII; Severe:1 wetnessI Severe:I flooding,1 wetnessII Severe;I cutbanks cave,I wetnessIRivra---------[Severe:I Severe:I flooding,I wetnessII Severe:cutbanks cave I floodingI IBonebasin------ | Severe: I Severe:[ cutbanks cave,| flooding,I wetness I wetnessI542A:Blossberg—I ISevere: I Severe:cutbanks cave,I wetnesswetness III Severe:wetnessI Severe:I wetnessII] Severe:wetnessI Severe:flooding/wetnessI Severe:[ flooding,I wetnessII Severe:I floodingIISevere:i flooding,I wetnessI Severe:I wetness[Severe:wetnessI Severe:I wetnessI Severe:I wetnessII Severe:I flooding,! wetnessII Severe:flooding,I wetnessII Severe:I floodingI Severe:flooding,I wetnessIII Severe:] wetnessISevere:frost actionIISevere:frost actionII Moderate:wetness[Moderate:i wetnessSevere: I Moderate:I frost action I wetnessI Severe:wetness,I frost actionISevere:I wetness^excess humusISevere: IModerate:] frost action I wetnessII Moderate;I flooding,I large stonesII Severe:I wetness,frost actionII Severe:droughtyISevere:I wetnessISevere: IModerate: .I frost action I large stones,I I wetness0544A:Bigsandy-----Slickspots.547E:Hoppers---Adel—-II Severe:I wetnessIIII Severe:] wetnessIII Severe: I Severe:depth to rock,I slopeslope I[Severe:I slopeII Severe:I slopeI II Severe: I Severe:t wetness I wetnessII Severe: I Severe:I depth to rockr| slopeI slope II Severe:I slopeI Severe:slopeI Severe: [Moderate:I frost action I excess salt,I I wetness,I droughtyI IIIISevere:I slopeIII Severe;I slopeIII Severe:slopeI Severe:I slope 972Soil SurveyWater Features--ContinuedII IMap Symbol |Hydro-]And |logic |Soil Name GroupIFloodingHigh Water Table and PondingIFrequency | Duration | MonthsII WaterTableKindofIMonthsPondingDurationDepth [Water TableMaximumPondingDepth453B:Amsterdam-Quag Ie453C:Amsterdam-Quagle4S3D:Amsterdam-Brodyk-454D:Bielenberg-Catgulch-454E:Bielenberg-Catgulch-Breeton-457A:Turner-458C:DanversQuagle-4S8D:Danvers---------Quag Ie161D:Sawicki461G:Tiban'Adel463B:Beanlake-466E:Windh.am·470D:Absarook-Tolbert'BBBBBBBDBDBBcBcBBBBBBBDINoneNoneNoneNoneNoneNoneNoneNoneNoneNoneNoneNoneNoneNoneNoneNoneNoneNoneNoneNoneNoneNoneNoneIII —II —I II — I —III — I —II ^II >6 .0>6.0>6.0>6.0>6.0>6.0>6.0>6.0>6.0>6.0>6.04.0-8.0>6.0>6.0>6.0>6.0>6.0>6.0>6.04.0-8.0>6.0>6.0>6.0ApparentIMay-AugII —ApparentApr-AugFt Gallatin County Area, Monv .—Part II0975nWater Features--ContinuedMap SymbolAndSoil Name505A:Fairway'Rivra'506A:Saypo507A:SoapcreekBonebasin-508A:Fairway-Threeriv'Rivra'50SB:Enbar-510B:Meadowcreek'511A:Fairway-512B:Enbar-Nythar512D:Bnbar-Bowery-Nythar-513A:Meadowcreek-Bonebasin-514A:Soapcreek-515A:SaypoTetonview-u516A:Binna-I Hydro-logicGroupFloodingHigh Water Table and PondingFrequencyDurationMonthsWaterTableDepthKindofWater TableMonthsPonding.DurationMaximumPondingDepthIIRareRareNoneRareRareRareOccasionalRareRareNoneNoneccccDcDcBccBDBBDcDcC I NoneD I NoneB | NoneIRareIRareIRareNoneRareI RareRareNoneBriefBriefBriefBriefBriefBriefBriefBriefBriefBriefBriefBriefBriefBriefJan-JunJan-JunJan-JunJan-JunJan-JunApr-JunJan-JunJan-JulJan-JunJan-JunJan-JunJan-JunJan-JunJan-JunF^2.0-3.53.0-6.02.0-3.52.0-3.50.0-1.02.0-3.50.0-1.03.0-6.02.0-3.52.0-3.52.0-3.52.0-3.5•O.0-1.02.0-3.5>6.00.0-1.02.0-3.50.0-1.02.0-3.52.0-3.51.0-2.03.5-5.0ApparentApparentApparentApparentApparentApparentApparentApparentApparentApparentApparentApparentApparentApparentApparentApparentApparenfcApparentApparentApparentApparentApr-JunApr-JulMar-JulApr-JunJan-DecApr-JunApr-JunApr-JulApr-JulApr-JunApr-JunApr-JulApr-JunIApr-JulIApr-JunApr-AugJan-DecApr-JunMar-JulApr-AugApr-JulFt Gallatin County Area, Montana- ;t977Water Features--ContinuedMap Symbol |HydroAnd |logicSoil Name [GroupFloodingHigh Water Table and PondingFrequencyDurationMonthsWater ] KindTable | ofDepth |Water Table]MonthsPonding | MaximumDuration | PondingI Depth537A:Lamoose538A:Tetonview-S39A:Tetonview540A:Tefconview-Newtman-541A:LamooseRivra'Bonebasin'542A:Blossberg-544A:Bigsandy-Slickspots.547E:HoppersAdel.Tolbert.550E:BridgerRedlodge556A:Threeriv-Bonebasin-557A:Newtman-55BC:Newt-man'Amsterdam-559A:ThreerivDDDDDDcDcDcBDBonebasin-I-III•I B•I 0ID.1 DDDBDDNoneNoneNoneNoneRareRareRareRareNoneNoneNoneNoneNoneNoneNoneRareRareNoneNoneNoneRareRareBriefBriefBriefBriefBriefBriefBriefBriefJan - JunJan-JunFt1.0-2.0 | Apparent1.0-2.0 | Apparent1.0-2.01.0-2.00.0-1.01.0-2.0Jan-Jun 3.0-6.0Jan-JunJan-JunJan-Jun0.0-1.01.0-2.01.0-2.0>6.0>6.0>6.0>6.01.0-2.00.0-1.00.0-1.0ApparentApparentApparentApparentApparentApparentApparentApparentApparentApparent0.0-1.0 I ApparentI0.0-1.0 ] Apparent] >6..0 | —IIJan-Jun | 0.0-1.0 | ApparentIJan-Jun 0.0-1.0 ApparentIApparent | Apr-NovApr-JulApr-AugApr-AugApr-AugApr-AugApr-JulApr-JulJan-DecApr-JulApr-NovApr-JunJan-DecApr-AugApr-AugApr-JunJan-DecFt nnn( ,Nfr'^ENGINEERINGGEOSCIENCEw1~~~~:u rr- t;'?i' .I.*-...'•"t.•i.•I•<,'••&''(. n)nGEOTECHNICAL INVESTIGATION REPORTPROJECTMSU FOUNDATION/HIGHWAY 191 PROPERTYBbzeman^'MontanaPROJECT NUMBER 02-388\CLIENTMORRISON MAIERLE, INC.Bozeman, MontanaPREPARED BYNTL ENGINEERING & GEOSCIENCE, INC.Great Falls, MontanaJanuary 16, 2003 nnEngineering SummaryThe MSU Foundation Property, located near the west limits of Bozeman, includesapproximately 70 acres of land for subdivision and business park development. Project planningis currently underway, and preliminary layout includes subdivisioii/development of roads as wellas extension of Fowler Lane to service this area. NTL Engineering and Geoscience has beenrequested to perform a geotechnical investigation and develop recommendations for design andconstruction of the flexible pavements for the project.In general, subsurface materials consist of lean clay overlying clayey to poorly graded gravelwith sand. Pavement design was conducted using the subgrade soil strength obtained by laboratorytesting for this project and from correlation with data from other nearby sites. Pavement sectionswere analyzed using the 1993 AASHTO Guide for Design of Pavement Stmctures, and pavementsection alternates were developed per your design team's request.u nnTable of ContentsIntroductionPage1Field and Laboratory InvestigationSite Conditions1.2Engineering Analysis ..........................................................4Pavement Section Recommendations ........................................... ..5Conclusion .................................................................10Limitations .................................................................11AppendixGeotechnical Engineering Report Information SheetExplanations of Field Investigation and Laboratory TestingSite PlanLogs of BoringPlatesu nMSU Foundatioii/Highway 191 PropertyNTL Engineering <fe Geoscience, Inc.0IntroductionThe following report, conducted in accordance with our contract dated November 5, 2002,summarizes the geotechnical investigation and analysis for the design and consti^iction flexiblepavements for the MSU Foundation/Highway 191 Property project in Bozeman, Montana. Theproperty is located on the west end ofBozeman where current land use is primarily agricultural.The purpose of this geotechnical investigation was to obtain sufficient subsurface data toperform an engineering analysis and provide recoimnendations for flexible pavement design andgeneral earthwork related to pavement construction. These recommendations are presented in thefollowing report along with discussion of our investigation and engineering analysis. NTLEngineering has strived to conduct the analysis and recommendations consistent with the degree ofcare that is presently standard to the geotechnical engineering.Field and Laboratory InvestigationFollowing visual reconnaissance of surface conditions, 12 borings were drilled in a gridspacing in the fields south of US 191 between Fowler Lane and the intersection of Main and CollegeStreet. Borings were advanced to depths ranging between 5.8 to 11.5 feet. Approximate boringlocations shown on the attached site plan were staked by Morrison-Maierle, and elevations shownon the attached Logs of Boring were determined by Morrison-Maierie survey.The field investigation was performed under the direction of our engineer. Continuous logsof the subsurface conditions were recorded, Standard Penetration Testing (SPT) performed, and bulksamples collected during the drilling. Observations for groundwater or seepage zones were madeat the time of the investigation. A generalized description of field investigation methods is furtherprovided in the Appendix.Subsurface materials encountered during the field investigations are described on theattached Logs of Boring. The Logs present delineation of subsurface sfrata as could be determinedfrom auger cuttings and samples recovered during the field investigation. Stratification lines shownon the Logs represent the approximate boundaries between soil types. Differences in stratificationare likely to occur between boring locations, and the in-situ transition between materials may bevariable1 MSU Foundation/Highway 191 PropertyNTL Engineering & Geoscience, Inc.Soil samples recovered during the field investigation were transported to our laboratorywhere they were carefully logged and visually classified in accordance with ASTM methodsD2487/D2488 which are based on the Unified Soils Classification System. The laboratoryinvestigation consisted of physical and engineering property testing including:Natural ]VIoisture ContentAtterberg LimitsParticle Size DistributionMoisture-Density RelationshipCalifornia Bearing Ratio TestingTesting was conducted in general accordance with ASTM or other approved procedures. Furtherreference to specific testing procedures is presented in the Appendix. The laboratory test resultsare presented on the attached Logs and Plates. All soil samples obtained during the fieldinvestigation will be retained in our laboratory for 60 days after report publication. Samples willbe retained for an extended period only if notice is received prior to the 60-day limit.Site ConditionsSite GeologyBozeman lies in a wide valley between the Bridger and the Gallatin Ranges. The valley isin-filled by a thin veneer of recent alluvium underlain by valley fill sediments of the Renovaformation extending to significant depths. Surficial geology of the project area consists of recentalluvial deposition including a thin layer of lean/silty clay near the surface underlain byclayey/pooriy graded gravel and sand.Site SeismicityBozeman lies in the Intermountain Seismic Belt, and the 1 997 Uniform Building Code mapsthis area in Seismic Zone 3 which is characterized by potentially major groimd motion intensity.Mapping by the U.S. Geological Survey indicates bedrock accelerations of approximately 0.20g ashaving a 90 percent probability ofnon-exceedance in a given 50-year period for the Bozeman area.Surface ConditionsThe MSU Foundation Property Improvement limits extend from US 191 /Huffine Lane Southbetween Fowler Lane and the Intersection of Main and College Streets. Topography of the projectarea is gently rolling. The area is largely undeveloped and consists of wetland and agriculturalproperty.Subsurface ConditionsSubsurface materials generally consist of a thin veneer of lean clay overlying clayey gravelalluvium. The clay extends to maximum depths of approximately 2.5 feet below the surface and is2 MSU Foundation/Highway 191 PropertyNTL Engineering & Geoscience, Inc.nunderlain predominantly by clayey gravel for the remainder of the drilled depths. The majormaterial types encountered in our investigation are summarized in the following paragraphs:Lean Clay (with Sand/GraveI)Native lean clay materials with some sand and gravel were encountered in all of the boringsexcept Boring B-2 where it appears that the clay has been stripped and some fill may havebeen imported to provide a gravel road approach from US 191. In all other borings, thedepth of clay extended approximately 1.0 to 2.5 feet below grade. Consistency of the leanclay was generally firm to very stiff with Penetration Resistance values ranging from 6 to26 blows per foot. Moisture contents were generally in the range of 10 to 15 percent withsome localized areas where subgrade moisture content exceeded 25 percent. AtterbergLimits testing found Liquid Limit and Plasticity Index values of 42 and 23 percentrespectively for the clay. Testing from another near-by project of a lean clay with sandmaterial similar to the clay encountered in our investigation found a California Bearing Ratio(CBR) of 4.6 percent.Borings B-8 through B-l 1 contained a thin seam ofsilty clay between the surficial lean clayand underlying clayey gravel. The silty clay has similar properties as the clay and hastherefore been treated (for the purpose of pavement design) as part of the native lean claysubgrade.Clayey Gravel with SandBelow surficial lean clay materials, gravel soils with varying quantities of clay to sand-sizeparticles were encountered. The approximate relative elevation of the gravel surface rangedfrom 4838 feet near the northwest comer to 4855 feet near the southeast. Relative densityof the gravel was determined to be dense to very dense as indicated by SPT N-values of 44to more than 50 blows per foot. Moisture contents of 5 to 13 percent were commonly found.Moisture-density testing on a composite sample from Borings B-2 and B-12 found amaximum dry density of 1 17.7 pounds per cubic foot (pcf) at an optimum moisture contentof 13.5 percent for Standard Proctor (ASTM D698) effort. California Bearing Ratio (CBR)testing performed at approximately 95 percent of the maximum dry density found a CBR of3.5 percent. The relatively low CBR value is not uncommon for materials with clay contentsexceeding 20 percent and maximum dry densities less than 120 pcf.Some occurrences of poorly graded gravel with sand and poorly graded sand with gravelwere encountered as interbedded seams to zones in the gravel. Like the clayey gravel withsand, these materials were presumably deposited as shallow alluvium with varying quantitiesof fine grained material and are therefore, for the purpose of this pavement design report,expected to have similar properties as the clayey gravel. It is likely that the poorly gradedgravel would have increased bearing strength and would therefore have higher CBR valueand subsequent pavement support strength; however, the occurrence of this material is not3 MSU Foundation/Highway 191 PropertyNTL Engineering & Geoscieace, Inc.widely predictable and should not be considered the conti-olling subgrade for pavementdesign.Groundwater ConditionsGroundwater was encountered in all of the borings during drilling. The relative groundwaterelevation generally decreased from an elevation of 4855 feet near the southeast comer of thedevelopment to 4834 feet near the northwest comer. Based on groundwater elevations andsubsurface materials, it is likely that seasonal groundwater levels may establish near the base of thepavement section. Numerous factors contt'ibute to groundwater fluctuations and occurrence ofseepage, and evaluation of these factors requires special study that is beyond the scope of this report.Engineering AnalysisPavement DesignFlexible pavement design analysis has been conducted in accordance with proceduresoutlined in the 1993 AASHTO Guide for Design of Pavement Stmctures using a 20-year designperiod and a tenninal serviceability index of P,= 2.0. The correlation, Resilient Modulus(M[R)=1500*CBR (psi), was used in determination of Structural Numbers (SN) along with aReliability of 90 percent and Standard Deviation of 0.45. Pavement sections have been analyzedbased on total Equivalent Single Axle Loads (ESALs) as provided by the Morrison-Maierle for twodesign Cases:Case I Extension of Fowler LaneCase II Construction of Internal Subdivision Roads870,000 ESAL's90,OOOESAL'sThe design subgrade materials used in our analysis were selected as the near-surface leanclay and clayey gravel with sand. Based on CBR testing for this and other nearby projects, a rangeof CBR values of 3.5 to 4.6 percent is reasonable for these subgrade materials compacted to 95percent of Standard Proctor effort. Our analysis has, therefore, used a design CBR of 4 percent asrepresentative of the limiting lean clay with sand and clayey gravel subgrades. It is likely that thepoorly graded gravel encountered in some of our borings near Fowler Lane would have higher CBRvalues; however, the occurrence of this material is not widely predictable and should not beconsidered the controlling subgrade for pavement design. The following Structural Numberrequirements for pavements on the design subgrade material were detemiined as follows usingAASHTO design procedures for the aforementioned traffic cases:Design CaseCase ICase IIStructural Numb er3.512.494 rMSU Foundation/Highway 191 PropertyNTL Engineering & Geoscience, Inc.Based on these Structural Numbers, minimum requirements for pavement section layer thicknesses,and historical performance criteria given by Morrison-Maierle, we have prepared three alternatepavement sections for each design case.Pavement Section Recommendations1.0 Pavement MaterialsThe pavement sections have been designed assuming the use of conventional imported gravelbase and subbase course materials complying with the current Montana Public Works Specifications.Material structural coefficients were assigned to these materials based on those typically used bythe Montana Department of Transportation, and modulus values for base and subbase materials weredetermined by correlations to structural coefficients presented in the 1993 AASHTO PavementManual. Individual component thicknesses provided in subsequent items were calculated based ona layered analysis approach; therefore, minimum component thicknesses are calculated rather thanarbitrarily assigned. Calculated minimum value component thicknesses can be decreased usinghigher grade or treated base course materials which have increased strength and elastic modulusproperties.In recent conversations with your design team, we have been asked to also consider the useof a "local standard" asphalt concrete thicknesses for each of the design cases. These asphaltconcrete component thicknesses are less than the calculated minimum values; therefore, the use ofthese pavement section options is not recommended unless historical data from similar pavementsections with similar loading conditions indicate that the section will perform to your design criteria.Pavement section alternates are provided in the Pavement Options sections.1.1 Aggregate Base Course (MT Public Works Specification}Screen orSieve Size3/4-InchPercent Passing1-1/2-InchPercent Passing1-1/2"1"3/4" 1001/2"No. 4 40-70No. 10 25 - 55No. 200 2-10Mechanically Fractured Faces, oneor more on plus No. 4 aggregate,% minimum 50**Deviates from the MT. Public Works Specification.10095-10045-8025-6025-550-8*50*^5 MSU Foundation/Highway 191 PropertyNTL Engineering & Geoscience, Inc.In addition to the gradation presented above, aggregate base course quality should conformto the MT. Public Works Specification, Crushed Base Course, Section 02235, Subsection02.1.2 Aggregate Subbase Course (MT Public Works Specification)Screen orSieve Size4" Minus 3" MinusPercent Passing Percent Passing1-1/2" MinusPercent Passing4" 1003"1-1/2"No. 4 25-60No. 200 2-12Fractured Faces, one or more on theplus No. 4 aggregate, % minimum 3510025-602-123510025-602-1235In addition to the gradation presented above, aggregate base course quality shouldconformto the MT. Public Works Specification, Crushed Base Course, Section 02234, Part 2.1.3 Asphaltic Concrete Aggregate (MT Public Works Specification 02503)Asphalt Concrete Surfacing, Percent PassingScreen or Sieve Size Ty2^B_Gradine_ReQuirements3/4" 1001/2" 80-1003/8" 70 - 90No. 4 45 - 65No.10 32-45No. 40 15-25No. 200 4 - 10In addition to the grading requirements shown, the aggregate quality should conform to theapplicable portions of the MT. Public Works Specifications, Section 02232, Aggregates forSurfacing and Asphalt Plant Mixes and the requirements ofMT. Public Works Specification02503, Hot Plant Mix Asphalt Concrete.6 )MSU Foundation/Highway 191 PropertyNTL Engineering & Geoscience, Inc.(1.4 Asphalt Concrete Mix DesignsAsphalt concrete mix designs should be provided by the contractor, or materials supplier,and should meet the following requirements, consistent with the MT. Public WorksSpecification Section 02503, Hot Plant Mix Asphalt Concrete:PropertyStability, pounds, minimumFlow, 1/100 Inch UnitsAir Voids, percentVoids in Mineral Aggregate(VMA), Percent Minimum*50 blows each end of specimen.Test MethodASTMD1559*ASTMD1559*ASTMD3203Asphalt InstituteManual MS-2Specifications1200 min.8-183- 514 Minimum(1.5 Minimum Density RequirementsMaterialAsphaltic Concrete SurfacingCrushed or Uncmshed GranularBase/Subbase CourseSubgrade (top 12 inches)***Test MethodASTMD1559 (Marshall)*ASTMD698ASTMD698Percent ofMaximum979595;50 blows each end of specimen; sampled from tmck or paver at time oflay-down.**For all pavement types. Clay subgrades should be compacted at moisture contents within±3 percent of optimum, or above as recommended specifically in the report.Maximum compacted lift thickness should be 12 inches for granular base/subbase courses.Also, minimum lift thickness for gravel should be twice the maximum size of the aggregate.2.0 General Earthwork and Paveinent PreparationThe following recommendations are to be used in conjunction with pavement optionsprovided in subsequent sections.2.1 The removal of topsail and other organic material, including the clearing and gmbbing ofsurficial vegetation and roots, should be accomplished within the constniction zone prior toany earthwork or roadbed construction. All existing stizictures, pavements, culverts,sidewalks, and other obsfa^ictions to planned work should be removed prior to construction.Cavities left by obstruction removal should be backfilled with on-site clayey gravel withsand or other approved materials that are moisture conditioned to within ±2 percent of the7 MSU Foundation/Highway 191 PropertyNTL Engineering & Geoscience, Inc.2.22.32.42.5optimum moisture content, placed in uniform lifts of maximum 8 loose thickness, andcompacted to at least 95 percent of the maximum ASTM D698 dry density.Siirface drainage should be established to direct runoffaway from the construction area. Thecontractor should be prepared to dewater the pavement excavations in the event thatgroundwater or seepage is encountered.In areas where lean clay, sandy lean clay, silty clay, or clayey gravel exist at the base of thesubgrade excavation, a geotextile separation fabric should be considered between pavementmaterials and native subgrade to reduce the potential for degradation of subgrade(contamination) caused by migration of fines into the pavement materials. If saturatedsubgrade conditions are encountered in the excavations, a fabric is strongly recommendedto aid in placement ofsubgrade improvement materials or pavement sfa-ucture materials. Thegeotextile should be selected to conform to the following specifications for mediumsurvivability (MDT Standard Specifications, Table 713-1). Reported specifications areMinimum Average Roll Values (MAR V).Grab Strength:Tear Strength:Puncture Strength:Grab Elongation:Apparent Opening Size:ASTMD4632 ISOlbfASTM D4533 70 IbfASTM D4833 70 IbfASTM D4632 <50%No. 40 Sieve (maximum)The stability of construction excavations and associated worker safety are the responsibilityof the contractor in accordance with current OSHA regulations; this responsibility mayrequire design by a registered professional engineer. Based on the predominant soil typesencountered during our investigation, temporary construction excavations to be planned inaccordance with OSHA provisions should assume Type B material conditions for nativesoils and Type C conditions for fill soils above the groundwater level. Slopeflattening/bracing and dewatering should be anticipated below groundwater level. Actualsubsurface conditions at the time of excavation should be obser/ed by a geotechnicalengineer to determine whether slope flattening, bracing or other stabilization is necessarydue to seepage or other unexpected conditions.In preparation for base/subbase courses, the subgrade should be scarified, disked, orotherwise mechanically reworked to a depth of 6 inches to allow moisture adjustment. Ifmoisture adjustment in areas where moisture contents are considerably above optimumcannot be reasonably attained in the Engineer's opinion, geotextile reinforcement should beconsidered in conjunction with the selective subexcavation and additional base/subbasegravel to provide suitable support at subgrade level. Any areas where mtting, yielding, orother non-uniform subgrade performance is observed, should be repaired and improved asrecommended by a geotechnical engineer.8 rMSU Foundation/Highway 191 Propert}'NTL Engineenng & Geoscience, Inc.2.6 It is our understanding that storm drainage capacities in the general proj ect area, are limited,and therefore, pavement drainage is generally not specified for projects in the City ofBozeman. Our analysis has not included drainage provisions; however, we will supplydrainage recommendations upon request. Subgrade drainage would improve supportcharacteristics of the pavement section and would tend to reduce some frost heave potential.3.0 Pavement Section Alternates3.1 Design Case I-Fowler LaneAlternate pavement sections for Case I are based on a controlling subgrade of clayeygravel/sandy lean clay. We have assumed that one of the Alternates provided below will beselected as a single pavement section to be utilized along the entire alignment for FowlerLane. Based on assumptions stated in the Engineering Analysis, the following alternatepavement sections are appropriate for the design subgrade.Component Structural Alternate 1 Alternate 2f Alternate 3fCoefficient (in) (in) (in)Asphalt 0.33Base 0.12Subbase 0.09Total Section ThicknessSN of Section6.468419412920.45.55233.60253.57f Does not meet minimum asphalt thickness requirement as determined by the 1993 AASHTO Guide for Design ofPavement Structures; see discussion belowAlternate 1 represents minimum component thicknesses as calculated by the layered designanalysis presented in the 1993 AASHTO Guide for Design of Pavement Structures.Alternates 2 and 3 represent the "local standard" asphalt layer thickness as requested byMorrison-Maierle. These alternates should only be used based on historical perfonnancecriteria as stated in the Engineering Analysis.u9 MSU FoundatioiVHighway 191 PropertyNTL Engineering & Geoscience, Inc.3.23.3Design Case II-]\ISU Foundation Property Development Internal RoadsAlternate pavement sections for Case II are based on a confrolling subgrade of clayeygravel/sandy lean clay. We have assumed that one of the Alternates provided below will beselected as a single pavement section to be utilized for the entire internal road system. Basedon assumptions stated in the Engineering Analysis, the following alternate pavementsections are appropriate for the design subgrade.Component Structural Alternate 1 Alternate 2f Alternate 3fCoefficient (in) (in) (in)Asphalt 0.33Base 0.12Subbase 0.09Total Section ThicknessSN of Section4.3931336913.3 16 182.50 2.55 2.52f Does not meet minimum asphalt thickness requirement as determined by the 1993 AASHTO Guide for Design ofPavement Structures; see discussion belowAlternate 1 represents minimum component thicknesses as calculated by the layered designanalysis presented in the 1993 AASHTO Guide for Design of Pavement Structures.Alternates 2 and 3 represent the "local standard" asphalt layer thickness as requested byMorrision-Maierle. These alternates should only be used based on historical performancecriteria as stated in the Engineering Analysis.Continuing ServicesIf changes in traffic loading or material selection are made during the design, ourgeotechnical engineer should assist in developing appropriate design adjustments.Geotechnical observation should be provided during the earthwork and foundation phasesof the project. These geotechnical services should ascertain that subsurface conditions arereasonably consistent with those determined by our investigation, and should ascertain thatconstruction materials and placement are as recommended herein.ConclusionThe foregoing recommendations present our initial geotechnical input for design andconstmction of the project. In order for these recommendations to be properly incorporated in thesubsequent design and construction stages, we recommend that our geotechnical and constructionmaterials engineering staff remain involved with the project to ascertain that our recommendationshave been properly interpreted both during design and constmction. These services will reduce thepotential for misinterpretation of subsurface conditions and geotecbiical design recommendationsthat are important in the preparation of project plans, specifications, and bid documents.10I MSU Foundation/Highway 191 PropertyNTL Engineering & Geoscience, Inc.! NTL is a member of the Association of Engineering Firms Practicing in the Geosciences(ASFE), which is a professional organization whose purposes include the reduction of potentialliabilities to member firms and project owners by quality-based engineering selection and positiveowner-engineer interaction during the design and constmction processes. Attached in the Appendixis an information sheet regarding geotechnical engineering reports and their limitations prepared byASFE.LimitationsThis report has been prepared in accordance with generally accepted geotechnicalengineenng practices in this area solely for use by the client for design purposes and is not intendedas a constmction or bid document representing subsurface conditions in their entirety. Theconclusions and recommendations presented are based upon the data obtained during theinvestigation as applied to the proposed site grading and construction details discussed in this report.The nature and extent of variations between the widely-spaced borings may not become evident untilconstruction. If variations are then exposed, it will be necessary to reevaluate the recommendationsof this report.If changes in the concept, design data, or location of the project are planned, therecoinmendations contained in this report shall not be considered valid unless the changes arereviewed by our geotechnical engineer, and the recommendations of this report modified or verifiedin writing.Prepared By:^/LJan J. j^epfner,^.E. 7/Geotechnical Engineer<-Reviewed By:VGary A^uinn, P'.E.Sr. Geotechnical Engineeru11 nnxazUJa.c-<0«-A'u>. r0*.I-;•-•1'^f•'.f>^-,»..{..^'1,;--1 IJV1PORTANTAIFORMATION ABOUT YENG1NEE3?]NG REPOIGEOTECHNICAL- \As the client of a consulting geotechnical engineer, youshould'know that site subsurface conditions cause moreconstruction problems than any other factor. ASFE/TheAssDdation.of Engineering Firms Pfactidng in theGeosciences offers the-following suggestions andobservations to help you manage your risks.A GEOTECHNJCAL ENGINEERING REPORT IS BASEDON A UNIQUE SET OF PROIECT-SPECIRC FACTORSYour geotechnical engineering report is based .on asubsurface exploration plan designed to consider aunique set of project-specific factors. These factorstypically include: the general nature ofthe structureinvolved, its size,-and G0'nfiguration;.the.location of thestructure on the site; other improvements, such asaccess roads, parking lots, and underground utilities;and theadditional risk created by scope-of-servicelimitations imposed by the client. To help avoid costlyproblems, ask your geotechnica'l engineer to evaluatehow factors that change subsequent to the date of thereport mayaffectthe report's recommendations.Unless your geotechnica! engineer indicates otherwise,do not use your.geotechnical engineering report:• when the nature of the. proposed structure ischanged, for example, if an office building will beerected instead of a parking garage, or a refrigeratedwarehouse will be built instead of an unrefrigeratedone;• when the size, elevation, or configuration of theproposed structure is altered; .• when the location or orientation of the -proposedstructure is modified;• when there is a change of ownership; or• for application'to an adjacent site.Geotechnical engineers cannot accept responsibility forproblems that may occur if they are not consulted afterfactors consideTed in their report's development havechanged.SUBSURFACE CONDmONS CAN CHANGEA geotechnical engineering report is based on condi-tions that existed at the time of subsurface exploration.Do not base construction decisions on a geotechnicalengineering report whose adequacy may have beenaffected by time. Speak with your geotechnical consult-ant to ieam if additional tests are advisable beforeconstruction starts.Note, too, that additional tests maybe required when subsurface conditions are affected byconstruction operations at or adjacent to the site, or bynatural events such as floods, earthquakes, or ground. water fluctuations,..Keep your.geotechnical consultantapprised of any such events.MOST GEOTECHNICAL HNDINGS AREPROFESSIONAL JUDGMENTSSite-exploration identifies actual subsurface conditionsonly at those points where samples are taken. The data-were extrapolated by your geotechnical engineer whothen applied judgment to render an opinion aboutoverall subsurface conditions. The actual interfacebetween materials may .be far more gradual or abruptthan your report indicates. Actual conditions in areasnot sampled may differ from those predicted in yourreport. While nothing can be done to prevent suchsituations, you and your geotechnical engineer can worktogether to help minimize their impact. Retaining yourgeotechnical engineer to observe construction can beparti culariy beneficial in'fhis respect.A REPORT'S RECOMMENDATIONSCAN ONLY BE PREUMINARYThe construction recommendations included in yourgeotechnical engineer's report are preliminary, becausethey must be based on the assumption that conditionsrevealed through selective exploratory sampling areindicative.of actual conditions throughout a site.Because actual subsurface conditions can be discernedonly during earthwork, you should retain your geo-technical engineer to observe actual conditions and tofinalize recommendations. Only the geotechnicalengineer who prepared the report is fully familiar withthe background infonnation needed to detenninewhetfier or not the report's recommendations are validand whether or not the contractor is abiding by appii-cable recommendations. The geotechnical engineer whodeveloped your report cannot assume responsibility orliability for the adequacy of the report's recommenda-tions ifanother party is retained.to observe construction.GEOTECHNICAL SERVICES ARE PERFORMEDFOR SPECIFIC PURPOSES AND PERSONSConsulting geotechnicai engineers prepare reports tomeet the specific, needs of specific individuals. A reportprepared fora civil engineer may not be adequate for aconstruction contractor or even another civil engineer.Unless indicated otherwise, your geotechnical engineerprepared your report expressly for you and expressly forpurposes you indicated.No one other than you should• apply this report for its intended purpose without firstconferring with the geotechnical engineer. No partyshould apply this report for any purpose other than thatoriginally contemplated without first conferring with thegeotechnical engineer.GEOENVIRONMENTAL CONCERNSARE NOT AT ISSUEYour geotechnical engineering report is not likely torelate any findings, conclusions, or recommendations.'J.<',;.;-.. about the potential for hazardous n ;ials existing atthe site. The equipment, techniques, and personnelused to perform a geoenvironmental exploration differsubstantially from those applied in geotechnicalengineering. Contamination can create major risks. Ifyou have no information about the potential for yoursite being contaminated, you are advised to speak withyour geotechnical consultant for information relating togeoenvironmental issues.A GEOTECHNICAL ENGINEERING REPORT ISSUBJECT TO MISINTERPRETATIONCostly problems can occur when other design profes-sionals develop their plans based on misinterpretationsof a geotechnical engineering report. To help avoidmisinterpretations, retain your geotechnical engineer towork with other project design professionals who areaffected by the geotechnical report. Have your geotech-nical engineer explain report implications to designprofessionals affected by them, and then review thosedesign professionals' plans and specifications to seehow they have incorporated geotechnical factors.Although certain other design professionals may be fam-iliarwith geotechnical concerns, none knows as muchabout them as a competent geotechnical engineer.BORING LOGS SHOULD NOT BE SEPARATEDFROM THE REPORT ,Geotechnical engineers develop final boring logs basedupon their interpretation of the field logs (assembled bysite personnel) and laboratory evaluation of fieldsamples. Geotechnical engineers customarily includeonly final boring logs in their reports. Final boring logsshould not under any circumstances be redrawn forinclusion in architectural or other design drawings,because drafters may commit errors or omissions in thetransfer process. Although photographic reproductioneliminates this problem, it does nothing to minimize thepossibility of contractors misinterpreting the logs duringbid preparation. When this occurs, delays, disputes, andunanticipated costs ara'the all-too-frequent result.To minimize the likelihood of boring log misinterpreta-tion, give contractors ready access to the completegeotechnical engineering report prepared or authorizedfor their use. (If access is provided only to the reportprepared for you, you should advise contractors of thereport's limitations, assuming that a contractor was notone of the specific persons for whom the report wasprepared and that developing construction cost esti-mates was not one o. .a specific purposes 'for which itwas prepared. In other words, while a contractor maygain important knowledge from a report prepared foranother party, the contractor would be well-advised todiscuss the report with your geotechnical engineer andto perform the additional or alternative work that thecontractor believes may be needed to obtain the dataspecifically appropriate for construction cost estimatingpurposes.) Some clients believe that it is unwise orunnecessary to give contractors access to their geo-technical engineering reports because they hold themistaken impr-ession that simply disclaiming responsi-bility for the accuracy of subsurface information alwaysinsulates them from attendant liability. Providing thebest available information to contractors helps preventcostly construction problems. It also helps reduce theadversarial attitudes that can aggravate problems todisproportionate scale.READ RESPONSIBIUTY CLAUSES CLOSELYBecause geotechnical engineering is based extensivelyon judgment and opinion, it is far less exact than otherdesign disciplines. This situation has resulted in whollyunwarranted claims being lodged against geotechnical. engineers. To help prevent this problem, geotechnicalengineers have developed a number of clauses for use intheir contracts, reports, and other documents. Responsi-bility clauses are not exculpatory clauses designed totransfer geotechnical engineers',liabilities to otherparties. Instead, they are definitive clauses that identifywhere geotechnical engineers' responsibilities begin andend. Their use helps all parties involved recognize theirindividual responsibilities and take appropriate action.Some of these definitive clauses are likely to appear inyour geotechnical engineering report. Read themclosely. Your geotechnical engineer will be pleased togive full and frank answers to any questions.RELY ON THE GEOTECHNICAL ENGINEERFOR ADDITIONAL ASSISTANCEMost ASFE-member consulting geotechnical engineer-ing firms are familiar with a variety of techniques andapproaches that can be used to help reduce risks for allparties to a construction project, from design throughconstruction. Speak with your geotechnical engineer notonly about geotechnical issues, but others as well, tolearn about approaches that may be of genuine benefit,You may also wish to obtain certain ASFE publications.Contact a member ofASFE ofASFE fora complimentarydirectory ofASFE publications.^ISFTHE ASSOCIATIONI OF ENGINEERING FIRMSI PRACTICING IN THE GEOSCIENCES8811 COLESVILLE ROAD/SUITE G106/SILVER SPRING, MD 20910TELEPHONE: 301/565-2733 FACSIMILE: 301/589-2017Copyright 1992 by ASFE, Inc. Unless ASFE grants specific permission to do so, duplication of this document by any means whatsoever is expressly prohibited.Re-use of the wording in this document, in whole or in part, also is expressly prohibited, and may be done only with the express permission ot ASFE or for purposesof review or scholarly research.BPC0592A/3.5M nn0EXPLANATION OF FIELD INVESTIGATION METHODSPrior to drilling and sampling of subsurface materials, apreliminary field reconnaissance wasconducted to verify utility clearance, note surface drainage patterns, and identify pertinent geologicfeatures that may have bearing on analysis. The preliminary reconnaissance includes literary reviewof geology and soils-related problems identified for other sites nearby or for similar expected soilconditions. Boring locations and planned depths are reviewed based on this reconnaissance.The drilling program was conducted using a Mobile B-59 truck mounted drill rig with 3 1/4inch hollow-stem auger equipment and either smooth-blade or tri-cone rock bits. The hollow-stemaugers serve- as a casing for the boring and allow sample recovery by Standard Penetration Testing(SPT), ring sampling using a modified California Sampler, and by using thin-walled steel tube(Shelby Tube). The soils are continuously logged by an engineer or geologist and classified byvisual examination in accordance with the Unified Soils Classification System; observation and grabsampling of auger cuttings is necessary to completely log the boring. Groundwater levels andseepage zones were noted as encountered and measured in the hollow-stem augers once stabilized.Slotted PVC observation wells may be installed to record long-term groundwater levels.Samples of soils are taken at frequent intervals in the boring typically by SPT methods. TheSPT testing was conducted in general accordance with ASTM D 1586 using a split spoon samplerwith a 2-inch outside diameter driven 18 inches into the soil by dropping a 140-pound hammer 30inches. The total number of hammer blows required to advance the sampler the second and third6-inch increments is the standard penetration resistance, or N-value. Split spoon samples were alsorecovered using a larger sampler having an outside diameter of3-inches.Undisturbed samples are obtained from layers of soil that are critical to the analysis. TheShelby Tube samples were obtained by pushing a 3-inch diameter, thin-walled steel tube into thesoil to obtain a reasonably undisturbed sample. These samples are used to determine in-placedensity and can be trimmed to fit into laboratory consolidation and shear testing devices.The ring samples were obtained by either pushing, or possibly driving, a modified CaliforniaSampler loaded with a series of 1-inch high by 1.5-inch diameter brass rings into the soil to obtaina reasonably undisturbed sample. These samples are used to determine in-place density and can bedirectly fit into laboratory consolidation and direct shear devices.uNTL ENGINEERING AND GEOSCIENCE, WC., PO BOX 3269, GREAT FALLS, MT 59403 EXPLANATION OF LABORATORY TESTING PROGRAMSoil Index TestingThis testing includes water content as a percent of dry soil weight representative of in situconditions in general accordance with the procedures ofASTM D221 6, and may include oneor more of the following: Atterberg Limits (soil plasticity determined by the moisture rangethrough which a soil passes from a plastic to liquid consistency) in accordance with ASTMD4318, grain size distribution indicating the percent by weight of clay, silt, sand, and gravelcomprising the soil aggregate per ASTM D421/422, and the grain size distribution of silt andclay-size material by the procedure ofASTM Dl 140. The results of these tests have beenpresented on the Logs as well as the accompanying Plates.Moisture-Density RelationshipThe moisture-density relationship was detemiined in accordance with ASTM D698, alsoknown as the Standard Proctor Compaction Test. The laboratory test supplies compactionenergy to the soil in a mold by the impact of a 5.5 pound hammer dropped a distance of 12inches. From this test, the maximum dry density and optimum moisture content can bedetermined for a specified energy imparted to the soil for purposes of comparing in-placefield densities and moisture contents.California Bearing RatioThe California Bearing Ratio test, CBR, is conducted in general accordance with theprocediires of ASTM D 1883-87. The test is performed on a subgrade soil sample that hasbeen compacted to 95 percent of the maximum dry density per ASTM D698, and allowedto soak in water for a three-day period in a standard 6-inch diameter mold. A surchargeweight of 10 pounds (50 psf) is maintained on the sample during the soaking period tosimulate the pressure that will exist on the subgrade due to the pavement structure. Thispressure will tend to reduce swell and increase bearing capacity similar to the pavement.After the soaking period, any swelling of the sample is measured, and the bearing testperformed by forcing a piston with an end area of three square inches into the sample whilemeasuring stress and strain (peneta-ation). The data is then compared with similarstandardized results for tests on high-quality crushed aggregate. The bearing ratio istypically determined by comparing the stress required for 0.1-inch penetration of the soilsample versus the standard 1000 psi stress required for the same penetration of the crushedaggregate.NTL ENGINEERING AND GEOSCIENCE, INC., PO BOX 3269, GREAT FALLS, MT 59403 nt\oct ^&q ^ml '—<(N1 '-^S-! ul1 ^1i^.c(8Bcdp^II0^.li^uuil¥iaiTTs.nTOrft03liisMr»nm8saI(U^QL0M^m0^0>9\»ttvs^tjaE!cdaas01a siri01031^ISGlCd31 r43a^1s«.a "^-»-^g'sN•aoa\0•^^^^CQIIL-'-"OB^•§iA^^St0u0ffi">u-4-C3^0vs.gi-1uy.^g0in wwiazna«<^s:iVB3S3u '}W 1N3>WT?N3WVINC.W JC. 31V1SWtil SO:. IV-t-VlWy^s.^Cu<m[§^5s^ ENGINEERING -i-.PROJECT:OEOSCIENCEJOB NO.:DRILLINGMETHOD:LOG OF BORING B- 1page 1 of 1MSL Foundation PropertyBozeman, Montana02-388Mobile B-59 3-1/4" Hollowstem AugerDRILLER: Boland DrillingLOGGED BY: J. HepfnerLOCATION: See Site PlanSURFACE ELEVATION: 4840.0GROUNDWATER DEPTH: 2 6.5 11/12/02aDATE STARTED: 11/12/02DATE COMPLETED: 11/12/021-1Eiri;hrfHtf1-1HKCLI^wfrl^X&jE-< XmE-'H0n0.2b==?1.8^r^AL^l'A«/•"<^X-vv^w^v^.^5_|t^.r*<^7'^wi"',^"^-T9'\J^y.^ ^10^'•.•.':15 M -12 u ^K5b11^1n S!111IP "IMATERIALCLASSIFICATION AND DESCRIPTIONLABORATORY TEST DATAs£11E-<8s>^E-iHm —2 hH UQ ^xtfQQ o\°M —?. ^O HM s1-1 i-j1-1>-<Ei -~1-1 dP^x§sM^1ICu0\0h?Edd°Qw0\°5m0\°sLSSsssssssss72177/0.88888/0.8.TOPSOIL, Organic MatterILean CLAY with Sand, very stiff to hard, slightlynioist, roots, trace gravel, light brown (CL)Clayey GRAVEL with Sand, very dense, slightlymoist, subround gravel, fine sand, grey-brown (GC)Poorly Graded SAND with Gravel, very dense,saturated, some zones of poorly graded gravel, darkbrown (SP)End ofBormg B- 1 @ 10.8ft8461045504•I'SAMPLE TYPE KEY: El SSS - STANDARD SPLIT SPOON (SPT)8 LSS - LARGE SPLIT SPOONI] ST - SHELBYTUBE@ RS - RING SAMPLEa SK - SACK SAMPLEREMARKS f^S\PROJECT:ENGINEERINGOEOSOENCEJOB NO.:DRILLINGMETHOD:LOG OF BORING B- 2page 1 of 1MSU Foundation Propert}'Bozeman, Montana02-388Mobile B-59 3-1/4" Hollowstem AugerDRILLER: Boland DrillingLOGGED BY: J. HepfnerLOCATION: See Site PlanSURFACE ELEVATION: 4842.0GROUNDWATER DEPTH: 2 7.5 1 1/12/02XDATE STARTED: 11/12/02DATE COMPLETED: 11/12/02E-itu&1g1§§1nE-ig|E-<H^ HCu C-ltME-iI§5-1; 1^1E-< Oiln &|M"u n|1^IHICLlKMATERIALCLASSIFICATION AND DESCRIPTIONLABORATORY TEST DATAr^m §E-i8sx&-<MOT ~S hE uQ &'>1gQ o\°H ^-5. ^CX M•-; st-1 1-i1-1xE-< —M i*°^iE-i HQ2IhaV°h-1Hu0\°I0\°E-l1-?1-1mdo50.2^s^1^II5^i.110 J%"^3^r»/^/'r^-M:•<^<-'^W1^»''^i•/fct•/v^.^;w.^^•/^¥1^•/v^.•/•//*^/5^LSKsssLSS7944.TOPSOIL, Organic MatterClayey GRAVEL with Sand, medium dense to verydense, slightly moist, subround gravel, fine sand,light brown (GC)some cobble sized material, zones of poorly gradedgravel with sand, ven' moist to saturatedEnd of Boring B-2 @ 11.0ft8134312645193^I'SAMPLE TYPE KEY: B SSS - STANDARD SPLIT SPOON (SPT)B LSS - LARGE SPLIT SPOONQEST - SHELBYTUBE@ RS - RING SAMPLE3 SK - SACK SAMPLEREMARKS ENGINEEMNG-^a- GEOSCIENCEPROJECT:JOB NO.:DRILLINGMETHOD:DRILLER:LOG OF BORING B- 3page 1 of 1MSU Foundation PropertyBozeman, Montana02-388Mobile B-59 3-1/4" Hollowstem AugerBoland DrillingLOGGED BY: J. HepfnerLOCATION: See Site PlaiiSURFACE ELEVATION: 4849.5GROUNDWATER DEPTH: S 6.5 11/12/02?DATE STARTED: 11/12/02DATE COMPLETED: 11/12/02E-i1-1<fa^0HHxCKffl1-)usfaOtE-iH^&4ElxxCdME-iQm0.3^FW:1.84i5_JsssI^SK10t? H —11 i'lsiIs!IS M >:?1IP "IIMATERIALCLASSIFICATION AND DESCRIPTIONLABORATORY TEST DATAH £liVS yKz0u8><f-iMM ~S [uH Ua &<»0^aQ o\°h-1 "5. ^01 yM 2:1-t Ht-1><E-i ~M dfy^^1Hph0\0^H0'°Idl°^^MOT0\°372TOPSOIL, Organic MatterLean CLAY with Sand, very stiff to hard, slightlymoist, roots, trace gravel, light brown (CL)Clayey GRAVEL with Sand, ver,' dense, slightlymoist, subround gravel, fine sand, grey-brown (GC)Poorly Gnided SAND with Gravel, ver,' dense,saturated, some zones of poorly graded gravel, darkbrowii (SP)sand heave in augers to approximately 8'—no sampleEnd of Boring B- 3 @ 10.0ft1015±-SAMPLE TYPE KEY: @ SSS - STANDARD SPLIT SPOON (SPT)B LSS - LARGE SPLIT SPOON[E ST - SHELBYTUBE@ RS - RING SAMPLEH SK - SACK SAMPLEREMARKSIJ ENGINEERING/y\\ PROJECT:GEQSCENCEJOB NO.:DRILLINGMETHOD:LULr UF BOmNG B- 4page 1 of 1MSU Foundation PropertyBozeman, Montana02-388Mobile B-59 3.1/4" Hollowstem AugerDRILLER: Boland DrillmgLOGGED BY: J. HepfnerLOCATION: See Site PlanSURFACE ELEVATION: 4845.1GROUNDWATER DEPTH: 2 6.7 11/13/02IDATE STARTED: 11/13/02DATE COMPLETED: 11/13/0215 H10u ^s § h^E-<?;)gfcl1-)&^nn &uH^ ^aK>-1MsIHE-<(d04dlwIS^w co04f-<x^I" 5gME-<m1&4aw1.0lr7'LSS92/0.9^w,-Kfc^'-^\J^'/^^-^4^^<K'-^J^-wV.^'/K7^5SrQsss l 69KI./ft-i'V.^ft-r2[.AlIfMATERIALCLASSIFICATION AND DESCRIPTIONLABORATORY TEST DATA^IIal><E-<MshH U0 ^xa:0Q o\°t-1 —3 ^01 i-l'-! S1-1 h-(^xfn —|-| 0\°lag^I&<0\0IIS'0\°Id"E-<>-]HK!0\°I.TQPSQJL, Organic MatterLean CLAY, stiff, slightly moist, roots, tracegravel, light brown (CL)Clayey GRAVEL with Sand, ver;' dense, slightlymoist, subround gravel, fine sand, grey-brown (GC)Poorly Graded GRAVEL with Clay and Sand, verydense, moist to satiirated, subround gravel, brown(GP-GC)practical auger refusal on cobbleEnd of Boring B- 4 @ 8.0ft10^810J.1.]I•SAMPLE TYPE KEY: S SSS - STANDARD SPLIT SPOON (SPT)8 LSS - LARGE SPLIT SPOONOCST - SHELBYTUBE@ RS - RING SAMPLEa S K -SACK SAMPLEREMARKS /PROJECT:BsTGINEERING.GEOSOENCEJOB NO.:DRILLINGMETHOD:LOG OF BORING B- 5page 1 of 1MSU foundation PropertyBozeman, Montana02-388Mobile B-59 3-1/4" Hollowstem AugerDRILLER: Boland DrillingLOGGED BY: J. HepfnerLOCATION: See Site PlanSURFACE ELEVATION: 4846.1GROUNDWATER DEPTH: 2 4.2 11/12/02s.DATE STARTED: 11/12/02DATE COMPLETED: 11/12/02£ffiE-i&4g^l-j 0p;IInH^ wCL] Bi1^wIs"-12 u E-11^ 5hI lsiI ^ 11[g n 3|lz H CQ'Ilgs-MATERIALCLASSIFICATION AND DESCRIPTIONLABORATORY TEST DATAy £118§>1E-it-1M ~2 taH UQ Cu><ECaQ o\°H —5 ^?g^ 1-f^>-1|-| c*°^xf-i U11&j0\°-1Hu0\°0m0\°^1-11-1M0\°a0.31.G^^^yw,•-'w,^••'w2MK'*/'^5^/M,9w,^'y^^.^M^i!-10_JLSSsssSSKsss637184TOPSOIL, Orgsinic MatterLean CLAY with Sand, very stiff to hard, slightlymoist, roots, trace gravel, light brown (CL)Clayey GRAVEL with Sand, very dense, moist tosaturated, subround gravel, fine sand, grey-brown(GC)less silt/clay, grading to poorly graded grave]End of Boring B-5 @ 6.5ft1265761732523154_i*SAMPLE TYPE KEY: E3 SSS - STANDARD SPLIT SPOON (SPT)B LSS - LARGE SPLIT SPOONffiST - SHELBYTUBE@ RS - RING SAMPLEH SK - SACK SAMPLEREMARKS /-PROJECT:ENGMEERING-OEOSCIENCEJOB NO.:DRILLINGMETHOD:LOG OF BORING B- 6page 1 of IMSU Foundation Propert;'Bozeman, Montana02-388Mobile B-59 3-1/4" Hollowstem AugerDRILLER: Boland DrillingLOGGED BY: J. HepfnerLOCATION: See Site PlanSURFACE ELEVATION:. 4847.5GROUNDWATER DEPTH: 2 3.0 11/12/02rDATE STARTED: 11/12/02DATE COMPLETED: 11/12/02\£KE-i(llg,^i-i Qg §E-j SwHh? 63&4 CU>-1^IIs HIll6•g^."l^iIP"MATERIALCLASSIFICATION AND DESCRIPTIONLABORATORY TEST DATAd°H —1^M 5E-i8sxf-1Hw ~2 h(d UQ &<>-1ga doH ~—?. ^01 M'-! St-1 h-1t-1>-1^ ~H <*°^E-i WQ&<0\0Iu0\°Id°EH1-11-1w0\°a5—1.A~^0.5'/A2.5'A%f/s^"T^w,'A•/^^</-V,/•^V.'A•/_T^^1'Ar-A^^v^</L^L.?--V.^f/^Aio-4<1LSSLSS87/0.986/0.9TOPSOIL, Organic MatterLean CLAY, finn to stiff, moist to very moist,roots, light brown (CL)Clayey GRAVEL with Sand, very dense, very moistto saturated, subround gravel, fine sand, grey-brown(GC)End of Boring B- 6 @ 10.9ft911•SAMPLE TYPE KEY: Kl SSS - STANDARD SPLIT SPOON (SPT)8 LSS - LARGE SPLIT SPOONffiST - SHELBYTUBE@ RS - RING SAMPLE3 SK - SACK SAMPLEREMARKS ENGINEERING-^-.PROJECT:GEOSCIENCEJOB NO.:DRILLINGMETHOD:LOG OF BORING B- 7page 1 of 1MSU Foiindation Propert)'Bozeman. Montana02-388Mobile B-59 3-1/4" Hollowstem AugerDRILLER: Boland DrillingLOGGED BY: J. HepfnerLOCATION: See Site PlanSURFACE ELEVATION: 4843.4GROUNDWATER DEPTH: 2 2.3 11/13/02IDATE STARTED: 11/13/02DATE COMPLETED: 11/13/02^^by1-1Hh-1^HaaCL]d;uf-1^xcuE-»E-igHn171a^V^^^A^^AJ0.3LSS1.8^^-2»-^^••'-^^^•/V.^y-•^^M5-v^'•/2^V."^-r-^^M10 _|•SAMPLE TYPE KEY:!z "r^illIllIS n 31IP "IMATERIALCLASSIFICATION AND DESCRIPTIONLABORATORY TEST DATA"10\°td G-p;1^w 5c-i38g^^Hw uQ ^sQQ o\°M ~-5. ^CX 1-1M s^ i-i^XEH —H o\°E-i HM 0H^&<0\°1-1Hud°QGO0\0E-i1-1Mw0\058118/0.5sss |50/0.sss 198/0.8TOPSOIL, Organic MatterLean CLAY, firm to stiff, moist, roots, brown (CL)Clayey GRAVEL with Sand, ver,' dense, very moistto saturated, subround gravel, fme sand, grey-brown(GC)End of Boring B-7 @ 6.3ft28119'S SSS - STANDARD SPLIT SPOON (SPT)B LSS - LARGE SPLIT SPOONI] ST -SHELBYTUBE@ RS - RING SAMPLEB SK -SACK SAMPLEREMARKS SMQJNEEKINO •• OEOSCIENCE.PROJECT:JOB NO.:DRILLINGMETHOD:LOG OF BORING B- 8page 1 of 1MSU Foundation PropertyBozeman, Montana02-388Mobile B-59 3-1/4" Hollowstem AugerDRILLER: Boland DrillingLOGGED BY: J. HepfnerLOCATION: See Site PlanSURFACE ELEVATION: 4845.9GROUNDWATER DEPTH: 2 3.6 11/13/02IDATE STARTED: . 11/13/02DATE COMPLETED: 11/13/02E-<^Eu^0HECggJHE-iB,CLl^&iEiX><^H6-<nQn0.31.21.5^•-k^\,^^w^•^s^'/^yv^^/</^^5_^^^'-^10_JIs uIllE-i n|n !?1111111§MIMATERIALCLASSIFICATION AND DESCRIPTIONLABORATORY TEST DATAI.msIEl28XE-<h-1M ~s hu ua d4>-1KQa c»°H ^5. E-<01 HM s.h^l H^X^'^^ gsICu0\01-1I0\0Qw0\°E-<1-1M0\°3LSSSilty CLAY, very stiff, moist, dilatant, light brown|'=;n/n c;r\('CL-ML)ssssss176/0,82184TOPSOIL, Organic MatterLean CLAY, stiff to very stiff, moist to vsy moist,roots, light brown (CL)Clayey GRAVEL with Sand, very dense, very moistto saturated, subround gravel, fine sand, grey-brown(GC)End of Boring B-8 @ 5.8ft13784527IiIi•SAMPLE TYPE KEY: S SSS - STANDARD SPLIT SPOON (SPT)B LSS - LARGE SPLIT SPOONII ST - SHELBYTUBE@ RS - RING SAMPLE13 SK -SACK SAMPLEREMARKS ENGINEEMNO •"1 GEOSOENCE.PROJECT:JOB NO.:DRILLINGMETHOD:DRILLER:LOG OF BORING B- 9page 1 of 1MSU Foundation PropertyBozeman, Montana02-388Mobile B-59 3-1/4" Hollowstem AugerBoland DrillingLOGGED BY: J. HepfnerLOCATION: See Site PlanSURFACE ELEVATION: 4855.4GROUNDWATER DEPTH: 2 3.0 11/12/02TDATE STARTED: 11/12/02DATE COMPLETED: 11/12/02-IE-<[u<1-1H0llitfKHHIllxE-i>-<PuE-<s^uME-<Q71LSS0.21.6sss3.5m-/^-r»/^7^JV/•/5 _Jsss^V.^l^•••^M•'v^-•/x•^-;^•j»-../^A':^•/M-'^..v^10_J•/9»-r^•»•-^*SAMPLETYPE KEY:Is"-IllE- Mw &^IS M 0|IS nI3 HIS 2=-1MATERIALCLASSIFICATION AND DESCRIPTIONLABORATORY TEST. DATA~10\t>&0 ---cd1^HI8nhxH1-1Ng 3Q O-i>-<C6QQ d°M —?. K01 HH s1-1 H1-1^<E-i ~M o\°^xC-i HQsaCLl0\°IL5d"QMc*°^1-1m0\°3sss2665081TOPSOIL, Orsanic MatterLean CLAY; stiff to finn, moist to VCF)' moist,roots, light brown (CL)Silty CLAY, finn, moist to satiirated, dilatant, lightbrown (CL-ML)Poorly Graded GRAVEL with Sand, very dense todense, saturated, subround gravel, some clayey gravelzones, fine sand, grey-brown (GC)End of Boring B- 9 @ 11.5fl1215698117iI^E3 SSS - STANDARD SPLIT SPOON (SPT)B LSS - LARGE SPLIT SPOONI] ST - SHELBYTUBE@ RS - RING SAMPLE3 SK - SACK SAMPLEREMARKS i—PROJECT:ENONEERINGiGEOSCffiNCEJOB NO.:DRILLINGMETHOD:LOG OF BORING B-10page 1 of 1MSU Foundation Proper^'Bozeman, Montana02-388Mobile B-59 3-1/4" Hollowstem AugerDRILLER: Boland DrillmgLOGGED BY: J. HepfnerLOCATION: See Site PlanSURFACE ELEVATION: 4854.0GROUNDWATER DEPTH: 2 3.5 11/13/02tDATE STARTED: 11/13/02DATE COMPLETED: 11/13/02^^1<fw^H0sec1-)Cd^1H&4ex;§dtE-<x>-1^HE-iwQmA .0.3LSSsss2.22.8^^wf/.^~\!<2m^m•--^5_J^/M^?^-«^«<•-'^^AA10_J|3Fi:li!E-i MlE-1Ill!gK3ISK) calg2^1MATERIALCLASSIFICATION AND DESCRIPTIONLABORATORY TEST DATAw ^tfjgII8XEHMw —s [uH UQ &4>-1gQ o\°H ~-5. E^nrf 1-1t-1>1H °<°E-i HQ2a&)0\°Iu0\°I0\°El1-1nd°ssss13|55/1.047Lean CLAY, firm to stiff, moist to very moist,roots, brown (CL)Silty CLAY, ven' stiff, moist, dilatant, light brown(CL-ML)Clayey GRAVEL with Sand, very dense, very moistto saturated, subround gravel, fine sand, grey-brown(GC)End of Boring B-10 @ 6.5ft2326103718-SAMPLE TYPE KEY:S SSS - STANDARD SPLIT SPOON (SPT)B LSS - LARGE SPLIT SPOON- SHELBYTUBEREMARKSBST@ RSBSK- RING SAMPLE-SACK SAMPLE ^Sb.BNOINEERING-^il- GEOSIl'Y%\PROJECT:GEOSOENCEJOB NO.:DRILLINGMETHOD:DRILLER:LOG OF BORING B-llpage 1 of 1MSU Foundation Propert)'Bozeman, Montana02-388Mobile B-59 3-1/4" Hollowsteni AugerBo land DrillingLOGGED BY: J. HepfherLOCATION: See Site PlmSURFACE ELEVATION: 4854.5GROUNDWATER DEPTH: S 2.5 11/12/02?DATE STARTED: 11/12/02DATE COMPLETED: 11/12/02I? H12 " ^by§I E-<^^1^Cu^tHm S0h-1 H1^ H CaaCuCLll"ntdf-1^x1§ " "CLlFHxE-<I" 2& wCd1&wQLSKA A A0.42.G3.5'/ti^'m/V.«/^'^5_94sssw•/»-^••-V.^10MATERIALCLASSIFICATION AND DESCRIPTIONLABORATORY TEST DATA1H ^II8MsxE-iMM —2 hH UQ Cu»g0 0\°f—f '—•0. E-.01 HH shrl Mh-1>i^11-1c*°IIIscuuQ2;H0\°Iu0\°QMrt°c-i1-1N0\°ITOPSOIL, Organic MatterLean CLAY, firm to stiff, moist to ven,' moist,roots,brown (CL)Silty CLAY, ver)' stilL moist to saturated, dilatant,light brown (CL-ML)Clayey GRAVEL with Sand, ver^' dense, saturated,subround gravel, fme sand, grey-brown (GC)End ot'Boring B-] 1 @ 6.5ft11422319216;0I'SAMPLE TYPE KEY: ^ SSS - STANDARD SPLIT SPOON (SPT)8 LSS - LARGE SPLIT SPOONI] ST -SHELBYTUBE@ RS - RING SAMPLEa SK -SACK SAMPLEREMARKS ENOINEENNO-^a- OEOS</\\PROJECT:OEOSCIEMCE0JOB NO.:DRILLINGMETHOD:DRILLER:LOG OF BORING B-12page 1 of 1MSU Foundation PropertyBozeman, Montana02-388Mobile B-59 3-1/4" Hollowstem AugerBolaiid DrillingLOGGED BY: J. HepfnerLOCATION: See Site PlanSURFACE ELEVATION: 4857.0GROUNDWATER DEPTH: S 1.8 11/13/02?DATE STARTED: 11/13/02DATE COMPLETED: 11/13/02^E-i<[u1-1Mh-(ff:1-133HE-iHft;Qj&c-ixx^Hn^Qm0.522.5J^v^.^w.<v^-^»••/^^5-Mfc•!/.^^^•/^'^^<^;7/w,10V-Is!11le;M1^2ltdlrs " calISS=1wsMATERIALCLASSIFICATION AND DESCRIPTIONLABORATORY TEST DATAw £1&&-1 s;m 5t-18s>iE-iH." ~s [uia' uQ (^xgQ d.0H ~—5. ^01 i-1H sh:) M1-1xE-< —M t*°^xE-f UQzICu0\°Iuc*°m0\°scn0\0ILSSsssLSKsss129095TOPSOIL, Organic MatterLean CLAY, stiff, moist to VGT)' moist, roots,disturbed (agricultural tilled), oxidized, roots, darkbronii (CL)trace gravelClayey GRAVEL with Sand, vepi' dense, saturated,subrouncl gravel, fine sand, grey-brown (GC)practical auger refusal on cobbleEnd of Boring B-12 @ 7.0ft26136452644183;8•SAMPLE TYPE KEY: @ SSS - STANDARD SPLIT SPOON (SPT)8 LSS - LARGE SPLIT SPOON[E ST - SHELBYTUBE@ RS - RING SAMPLE3 SK - SACK SAMPLEREMARKSi 70605040(CL)I(CH)\^x1-LlQ§^5I302010^-*-A.7(MH)0CL-ML702040 60LIQUID LIMIT (LL)80100Specimen IdentificationLL | PLPI I Fines | ClassificationB-20.2431726 | 33.0 | Clayey Gravel With Sand GCcaB-80.5451827Lean Clay CLB-102.0371918Lean Clay CL-A-B-ll0.0421823 [ (>().() | Sandy Lean Clay With Grave) CLXB-120.5451926Lean Clay CLPROJECT MSU Foimdation ProperU'Bozeman. MontanaJOB NO.DATE02-3881/16/03ENGINEEIUNG. AiA GEOSCIENCEKATTERBERG LIMITSNTL Engineemig & Geoscience, Inc.Great Falls, MT 59405Plate No. 1 0100908070S60u3^^50r'I40^g3020100U.S. SIEVE OPENING IN r 'ES I U.S. SIEVE-NUMBERS6 i^ 21... 3/41/23/83 4 6 810 1416 20 30 40 50 70^B,40I200It llllllll III t IIT~mHYDROMETERi—m~^B_B•^03RM\.w^1\T^\\Jw-^1rtti^^\ix\N^rffi'-s,^^\N1\1;\~l3^^,1"4\w'X-F%10010 1 0.1GRAN SIZE IN MILLIMETERS0.010.001JCOBBLESGRAVELcoarseSANDfinecoarse I mediumfineSILT OR CLAYSpecimen IdentificationClassificationMC%| LLPLPICcCu•IB-l9.5Poorly Graded Sand With Gravel SP100.80 | 26.0mlB-20.2Clayey Gravel With Sand GC431726AB-52.0Clayey Gravel With Sand GC6-*-!B-55.0Poorly Graded Gravel With Sand GP74.5878.5Xl B- 910.0Poorly Graded Gravel With Sand GP97.36 | 57.8Specimen IdentificationD 100D60D30DIG%Gravel%Sand%Silt%ClayB-l9.575.00d.161.0790.236545.150.54.5mlB-20.2lOO.(K)8.9045.318.733.0B-52.037.5016.331.56160.524.914.6^B-55.050.0025.536.1670.325173.023.03.9><B-910.075.0f>38.3613.6850.663280.616.72.8PROJECT MSU Foundation PropertyBozeman, MontanaJOB NO.DATE02-3881/16/03ENGmEEIUNG,j-\GEOSCENCEGRADATION CURVESNTL Engmeering & Geoscience, Inc.Great Falls, MT 59405Plate No. 2 f1098C701560|0Is1^1^50li"IElg40Ittj30:U.S. SIEVE OPENING IN INCHE>C I U.S. SIEVE NUMBERS6 4 A ^ 1.5 1 £ 23/83 4 6 810 1416 20 30 40 50 7010014LHYDROMETERtES^\^:<..I;TT!K"i>.^ -\1»,^\i;3^s_ID.20104-010010GRAIN SIZE IN MILLIMETERS0.10.010.001COBBLESGRAVELcoarsefineSANDcoarse I mediumfineSILT OR CLAYSpecimen IdentificationClassificationMC%| LL | PLPICcCuB.ll0.0Sandy Lean Clay With Gravel CL421823I mlB-123.5Clayey Gravel With Sand GCSpecimen IdentificationD 100D60D30DIG%Gravel | %Sand%SUt%ClayB-llD.050.00(1.0818.821.360.0I mlB-123.575.008.1243.518.038.5PROJECT MSU Foundation PropenyBozemaii, MontanaJOB NO.DATE02-3881/16/03r•^/-ENGINEERING-^*- GEOSCIENCEGRADATION CURVESNTL Engineering & Geoscience, Inc.Great Falls, MT 59405Plate No. 3 rn/rJob No.Project02-388Date 1/16/03MSU Foundation PropertyBozeman, MontanaSource ofMateria] Composite Sample, Borings B-2 (0.2-5.0) &Lab No. B-12 (3.0-5.0)Point ID and DeptliDescription of MaterialB-20.2CLAYEY GRAVEL with SAND GC_Test MethodRammer TypeASTM D698Manual. 5.5 #TEST RESULTSATTERBERG LIMITSMaximum DT}' Density 117.7PCFOptimuni Water Coiitent 13.5%LL43%PL17%PI26%128124•s£u^3120ui;0-T3g£116>h-GO^zwQ112^criQ1086104100Curves of 100% SaturationFor Specific Gravity Equal to:- 2.602.702.8010 14WATER CONTENT (Percent Dry Weight)18ENG&JEEMNG.^-GEOSCEENCEMOISTURE-DENSITY RELATIONSHIPNTL Engineering & Geoscience, Inc.Great Falls, MT 59405Plate No. 4 Job No.Project02-388Date 1/16/03MSU Foundation PropertyBozeman, MontanaSource of MaterialLab No,Point ID and DepthDescription of MaterialB-ll0.0SANDY LEAN CLAY with GRAVEL CLTest MethodRammer TypeASTMD^98Manual, 5.5 #TEST RESULTSATTERBERG LIMITSMaximum Dp,'Density 109.9PCFOptimum Water Content 17.0%LL42%PL18%PI23%128124103120£-s£116>t-sI^112g108104100\Curves of 100% SaturationFor Specific Gravity Equal to:2.602.70•2.80i^.\\"<^^v610 14WATER CONTENT (Percent Dry Weight)18ENGD<EEWNG,/-GEOSCIENCEMOISTURE-DENSITY RELATIONSHIPNTL Engineering & Geoscience, Inc.Great Falls. MT 59405Plate No. 5 nJob No.Project02-388Date 1/16/03MSU Foundation PropertyBozeman, MontanaSource of MaterialLab No.Point ID and DepthDescription of Material SANDY LEAN CLAY with GRAVEL CLB-ll0.0Test MetliodRammer TypeASTMD698Manual, 5.5 #TEST RESULTSATTERBERG LIMITSMaxiimm Dty Density 109.9PCFOptimum Water Content_17.0%LL42%PL18%PI23%0128124I.2J35120&will16I"gl12g108104100Curves of 100% SaturationFor Specific Gravity Equal to:\^.2.602.70•2,80J\.\\^r\-v610 14WATER CONTENT (Percent Dry Weight)18ENGDsIEERING.[NG-«» GEOSCENCEMOISTURE-DENSITY RELATIONSHIP^NTL Engineering & Geoscience, Inc.Great Falls, MT 59405Plate No. 5 140120—100.....].^j_^-i 80 —--.-Iun60-——40............_..._^..-.—-r--- -It,-•120 ...S..--—-A--—A.0-a--—•--:--0__.J..-{^...-.-..-.....—0.10.2 0.3Penetration (in)0.40.54.24..,.-..-.a; 3.8"!mu£ 3.6-!-—I !(J 3.43.2 .'—--J._-_-.... ^3100102104106 108Dry Density as Molded (pcf)110112California Bearing Ratio @ 95% max dry density: 3.9114Specimen Identification: B-2, 0.2 &B-12, 3Visual Classification: Clayey Gravel with Sand (GC)Maximum Dry Density - ASTM D698 117.7Optimum Moisture Content (%) 13.5BlowsperPoint LiftBefore Soaking:Moisture Wet DryContent Density Density(°/o) _pGf pcfAfter Soaking:Moisture Wet Dry Moist. Cont.Content Density Density (top 25mm) Swell Surcharge(%) pcf pcf (%) (%) ib103017.918125.8133.3106.7112.914.514.3122.0128.9106.5112.816.514.70.10.110.010.0Project MSU Foundation PropertyBozeman, MontanaJob No. 02-388Date 01/16/03ENGINEERINGGEOSCIENCECALIFORNIA BEARING RATIO TESTNTL Engineering and GeoscienceGreat Falls, MontanaPlate No. 6