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HomeMy WebLinkAboutFile Extra Lakes at Valley West PrePUD Geotech Geotechnicai Investigation Report R"' L�CRO Client: The Lakes at Valley West Bozeman,LLC P.O. Box 1113 Suite 179 Bozeman, Montana 59715 Project: The Lakes at Valley West Bozeman, Montana Gallatin County CR Project No: 014095CR Date: October 17th, 2014 Introduction The purpose of this report is to serve as a record of geotechnicai information obtained through research, observations, and laboratory testing for the above referenced project. Preliminary recommendations made within are based upon this information as well as experience with similar projects in the area. The geotechnical information presented within this report is to be used by the Client to make educated decisions regarding the development of the subdivision. Recommendations for subgrade improvements of individual lots are subject to change based on grade and soil conditions observed at the time of home construction. Site Information The property is a total of 63.6 acres and is situated between Aajker Creek on the west property boundary and Baxter Creek along the east property boundary. There are two large ponds centrally located on the property that each have a longitudinal axis exceeding 500-ft. BOZEMAN, MONTANA QUADRANGLE rr � -•R7e4tT �` -r• .! _ LEGAL.: N. 1P, SEC. 9,T. 2S., R. 5E. -.a- VICINITY --— �' MAP xotrrA+,� °e NE? T 4786ATN AC 4UADRA1022 to�,AT Ilia E 4 5 S U,mor MR smebw 7 GdLvk Whadw V ue --- - 6 7 a 9 K.et M i t .5'QtiADRAbIGLE NAMN 11� i87_� I 484 ;�� PROPERTY BOUNDARIES 20-pFLJNTOUR --F _ INTERVALS ... - 5,000 SCALE-FEET Figure 1—Vicinity and Topographic Map circa 1987 \\Central-Serverl\PublicVobs\JBS 2014\01409SCR\GR-Lakes at Valley West.doc Geotechnical Investigation Report M-3h 0 90a 11 61 GEMCHNIM ENGINEERIM CR The vicinity map, topographic map, and legal description are given in Figure 1. The ponds do not appear on the topographic map shown because they were constructed after its publishing. Utilizing Google Earth's geobrowser, chronological aerial images show that previously there was one large pond. Between 2006 and 2009, earthwork activities created two ponds with a road constructed between them, Due to the significant amount of earthwork performed on the property, the current topography differs greatly than the 1980's topographic map shown in Figure 1. There are currently large berms along the north boundary of the property and several large stockpiles of topsoil and gravels on the south portion of the property. Definitions To assist the reader in understanding site conditions at a point in time, several definitions have been prepared. The terms include pre-development, development, and post-development grades. Other important terms and definitions are listed below. Pre-development grade:The topography of the property as observed during this investigation, prior to installation of infrastructure or commencement of additional earthwork activities. Specifically, this includes large berms located along the north side, low spots along the west side, and large stockpiles of topsoil and gravels along the south boundary. The east side of the property is nearly the natural topography with minimal disturbance to the ground. The attached soil bore logs are reflective of the pre- development grade. Development grade: The topography of the property after installation of infrastructure and general earthwork activities. Post-Development grade:The grades of the ground after homes are constructed and backfilled on a property. Overburden/Spoils: Soils that are disturbed by construction activities; including soils that have been placed upon undisturbed ground surfaces. Examples for this site are soils consisting of dark brown silt loam with organics, dark brown sandy gravels,mottled silt,clay loam,and non-plastic sandy gravels. Topsoil: Native soil material consisting of dark brown silt loam with a high amount of organics; usually undisturbed ground's first soil horizon. Topsoil remnants have been observed under spoils across the property. Development Design: Recommendations pertaining to earthwork activities for the benefit of the Developer to achieve development grade. Lot subgrade improvements: Geotechnical recommendations given regarding the development of each residential lot for the benefit of the Builder. Structural Fill: Soil upon which structural elements such as footings, sonotubes, slabs, etc, may be constructed upon. Two different types of material may be used as structural fill: mined on-site 4-inch minus pit run gravels with no clay or less than 10% non-plastic fines; or imported 3-inch minus (well graded) pit run gravels with less than 10%non-plastic fines. Building footprint:The entire heated area of the house including covered porches. Excavation footprint: The building footprint plus an additional 3-feet horizontal around the perimeter of the building footprint. 2 \\Central-Serverl\Publlc\Jobs\JBS 2014\014095CR\GR-Lakes at Valley West.doc Geotechnical Investigation Report��p] lox � e GEOF ECHNICAL ENGINEERING \Q1t4'LtW ' Site Research Montana Bureau of Mines and Geoloev(MBMGI Montana Bureau of Mines and Geology (MBMG) record the geological formation of the property as Qafo — Alluvial-fan deposits,older than Qaf(Pleistocene). An alluvial fan is defined as an outspread,gently sloping mass of alluvium deposited by a stream, esp. in an and or semiarid region when a stream issues from a narrow canyon onto a plain or valley floor. Viewed from above, it has the shape of an open fan,the apex being at the valley mouth (Bates, 1984). Alluvium is material deposited by a stream or running water. Geologic Map of Bozeman 30' x 60' Quadrangle f Soiuuthwestem Montana 1 Qafo Qaf IJ 1 Qa#o J /Qa€o .'~' Mona Bureau of Mires and Geology.Open-Fie Report 648 oato Alluvial-fan deposit,cadrr teas i42f i brows gray ana lataliv teddisla _.__.._ . eta'~ angutas aadsubanpAu locally domed gar el inacause.aloud gtaauk mama Clast I=tamge,ft m gelrbk to saaait iKvider Fan morphology dvse -ed :7a xiaaum ftkw,—,psoDa? ,atom 4'M i n ft, PROPERTY Ccnapiled and m,itTed by Susan M.Vuke.Jetfiev D.LomL F3Qlr NOARIES Aitl;.u�i>3_Bea'».;ut~i f'iiri�€�•pbc�J.schusicli Figure 2—MBMG Geological Map Natural Resources Conservation Service(NRCS) The Natural Resources Conservation Service (NRCS) records multiple soil units for the project. Suitability ratings for dwellings with basements and without basements, risk of corrosion to both concrete and steel, and water features reports can be found in the attachments. The majority of the soils mapped on-site have a high or moderate risk for corrosion to steel. Therefore, buried metal is to be either stainless steel, epoxy coated,encased in polyethylene wrap or have cathodic protection. Several of the soils on site have a moderate risk of corrosion to concrete. All of the soil units mapped across the site have a parent material that Is either loamy alluvium or alluvium associated with stream terraces or alluvial fans. 3 \\Central-Serverl\Public\Jobs\1BS 2014\014095CR\GR-Lakes at Valley West.doc Geotechnical Investigation Report His H GEMOINICAL ENGINEERING r I , ' � 1 1 I 1 c r Figure 3--MRCS Soil units(See attached MRCS Data for more information) Linear extensibility Is a measurement of a soil's shrink-swell potential and is considered low if the linear extensibility is less than 3 percent,moderate for 3 to 6 percent,high if 6 to 9 percent,and very high if more than 9 percent. If linear extensibility is more than 3, shrinking and swelling can cause damage to buildings, roads, and other structures. For the assigned soil units, the linear extensibility varies from 0.00 up to 5.9 depending on the soil unit. It is recommended that the geotechnical engineer observe all newly exposed grounds at the time of construction to determine if potentially sensitive soils exist in the area of interest. Ail soil units except units 448A and 748A were listed on the MRCS National List of HydricSoils under"Criterion 2". Groundwater This is not a long term groundwater study; however, structural damage may occur when groundwater is not considered during the design process. Groundwater is"loosely"defined by The American Geologic Institute as"all subsurface water as distinct from surface water." In this report,the term groundwater is to be reserved for large water tables over reasonably large areas and basins, not to be confused with small weeps near the surface due to surface waters, Groundwater is defined within this report to describe water in the ground that is much more permanent, consistent, and uniform, not subject to change quickly in a short period of time or over a short distance. Near surface conditions change quickly and will not remain constant across this site. Our opinion, though conservative,prevents misinterpretation and better defines conditions. Montana Groundwater Information Center (GWIC) Well Log ID 190942 is located in the vicinity. The soil profile recorded for this well log consists of 3-feet of topsoil underlain by clay gravel that continued to 42-feet below ground surface. From 42-feet to 60-feet,there was a horizon of clay. Static water was recorded at 3-feet below ground surface. 4 \\Central-Serverl\Public\Jobs\JBS 2014\014095CR\GR-Lakes at Valley West.doc Geotechnical Investigation Reporta Ho"h 0{Q�p$���yyK -4 GEUMCHNIM ENGINEERING R OA Groundwater located at or above the assumed foundation footing grade can impact foundation performance. It is recommended that at least 2-feet separation is maintained between bottom of footing and groundwater elevation for typical 16-or 18-inch wide footings. Groundwater was observed in most of the test holes excavated during the geotechnical investigation. It was noted that groundwater appeared to equalize with the elevation of the ponds in one test hole overnight. Groundwater monitoring wells have been installed to document peak run off but it can be assumed that the ponds are reliable indicators of the depth to groundwater. Groundwater levels are shown in the Soil Logs found in the Attachments at the end of this report. Groundwater monitoring is ongoing. Geotechnical Investigation A geotechnical investigation was performed on September 9`' and 10", 2014 by Andy Pilskalns, P.E. and Danae Bray, E.I. of Castle Rock Geotechnical Engineering (CRGE). Mike Cooper and Cody Sabo of SIME were present to operate equipment. Fifteen test holes were excavated across the property; see the Test Hole Maps in the Attachments. The depth of the test holes varied from one to twelve feet. The location of the test holes were determined by either the Client or CRGE. Generalization of the test holes are made within the report;see attached bore logs and test hole maps for data pertaining to each test hole. Approximate test hole locations were superimposed on an aerial image from 2005 to verify approximate previous cut and fill areas, see attached Test Hole Map(2005). Soils were visually classified utilizing the Unified Soils Classification System (USCS). The native soil profile consists of dark brown silt loam topsoil with organics, USCS Symbol OL-ML, underlain by tan clay loam, USCS Symbol CL, which was underlain by poorly graded native sandy gravels, USCS Symbol GP. The thickness of each horizon varied but typically, the native gravels were at approximately 5-feet below the "native" ground surface. In several locations across the site, spoils have been placed upon the native ground surface. In these areas, the depth to native gravels is equal to the height of the undisturbed soils in addition to the height of the spoils. The native sandy gravels are excellent load bearing material. In most cases, groundwater is found where the native sandy gravel horizon is observed. Imported fill material was observed in test holes excavated along the north and west portion of the property. The fill material was found to be non-uniform and varied between silty loam, clay loam, and poorly graded gravels. Some plastic and wood debris was also observed in this fill material.The depth of fill varied and it is recommended that each lot is observed by the geotechnical engineer to determine how much imported fill has been placed. Test hole depths were determined by the depth to groundwater. Groundwater was observed as shallow as 2-feet below ground surface on the south end of the lot to 12-feet below ground surface on the north end of the lot. This variation in elevation is due to the additional imported fill being placed on the north side of the property. Laboratory Results Samples were obtained from TH-14 located in the northwest portion of the property and from the stockpile of gravels located on the south side of the property. One undisturbed thin-walled Shelby tube sample and one bulk sample was taken from TH-14 while two bulk samples were taken of the gravel stockpile. The following testing procedures as established by the American Society of Testing&Materials (ASTM)were used: Atterberg..........................................................ASTM D 4318 Proctor....................................................................ASTM D 698-07 Method A Organic Content by Loss on Ignition..................ASTM D 2974 One Dimensional Consolidation Test.................ASTM D 2435/D 2435M 5 \\Central-Serverl\Public\Jobs\JBS 2014\014095CR\GR-Lakes at Valley West.doc Geotechnica! Investigation Report CR The Atterberg Limits Tests are three individual tests used to define soil characteristics. The tests are the Liquid Limit Test (LL), the Plastic Limit Test (PL),and the Shrinkage Limit Test(sL). The Plasticity Index(PI) is defined as the liquid limit minus the plastic limit and is used to categorize the sample as well as define strength parameters. Table 1—Sample Results Sample %Organic USCS Symbol Location Liquid Limit Plasticity Index Matter TH-14 46 20 5.6 CL O'Neill and Poormoayed, Army Corp of Engineers 1980, developed an expansive soils classification which is summarized in Table 2• The limits indicate that the soil tested from the site have a low swell potential. The amount of water within the soils needs to be near 46%for the soils to begin exhibiting liquid characteristics. This amount is significantly greater than the amount found in the soils during the investigation. However, from experience, the moisture content in the soils can increase significantly during spring runoff. Additionally, one sample cannot be considered representative for the entire site. Soils with a slightly higher plasticity index have a moderate swell classification and would be considered unsuitable for constructing upon. Table 2—Sweq Classjficatlon Liquid Limit Plasticity Index Swell N Classification <50 <25 <0.5 LOW 50 TO 60 25-35 0.5—1.5 MARGINAL >60 >35 >1.5 HIGH Potential Swell=Vertical swell under the pressure equal to the overburden pressure Summary of Research&Investigation Observations completed during the geotechnical investigation correlate well with information published by the NRCS and MBMG for this property. Additionally, historical aerial photographs confirm the areas of fill as once being low spots or ponds. Overall,the depth to good load bearing gravels is favorable for development. Additional auger drilling is recommended for grounds on the west side of the west pond that consist of gravel fill. Due to the uncertainty about the fill, additional information will be needed. Drilling is recommended to ascertain that imported fill has been properly placed and is both continuous and suitable for development. Development Design A site map divided into eight phases of development was provided to CRGE by the Developer. Development Design and Geotechnical recommendations are given for the development of property to transition from pre- development grade to development grade and finally to post-development grade. Figure 4 shows the eight phases of planned development which in some cases, such as Phase 7, have been sub-divided to better delineate a boundary. The recommendations given within are based on field observations and by utilizing the USGS topographic map prepared with 20 foot contours. Discrepancies may exist concerning actual grades and elevations from what has been generalized by field observations. The Developer plans on preparing current topographic surveys for the property prior to development. It is recommended that we review the survey to ensure no large discrepancies exist that may affect the proposed development design. Although an effort has been made to gain greater understanding of the subsurface conditions across the property, it must be understood that not all subsurface soils or conditions will be known until the site is unearthed. 6 \\Central-Serverl\Public\lobs\JBS 2014\014095CR\GR-Lakes at Valley West.doc Geotechnical investigation Report lz�-'N, ROU"K GEMCHNI ENGINEERING During the field investigation, the following observations were made: The properties within phase 1, 2, & 3 had overburden/spoils placed upon the (undisturbed) native ground surface. Phase 4 can be generalized as being several feet lower in elevation than Phases 1,2,&3. Phase 7 is divided into two sections as the west half,denoted as 7W and the east half, denoted as 7E. The ground elevation of 7W is lower than 7E• Imported fill was observed in the excavated test hole TH-6 within Phase 7E. The Imported fill is sandy gravels used to backfill the pond. The extent of this fill material that was used in this vicinity was not determined. Therefore, it is recommended that subgrade improvement recommendations for Phase 7E be considered independently of the surrounding phases until further study is completed at a later time. Groundwater is very shallow in Phases 4, 7W, & 8 and therefore, dewatering is recommended in these areas prior to modifying the pre-development grade. It is anticipated that dewatering may not be necessary in Phases 1, 2, & 3. However, if groundwater becomes a problem, it must be controlled so that it does not adversely affect earthwork activities. It is the responsibility of the Contractor to plan and control all dewatering activities including permitting. GEOTECHNICAL RECOMMENDATIONS FOR DEVELOPMENT ORGANIZED BY PHASES Q�► PHASE 1,'2, & 3 t �� 1. 4 PHAS� 5 & 6 1 � Figure 4-Geotechnical Recommendations for Development Organized by Phases To prepare the property for development, it is recommended that Phases 1, 2, & 3 are first cleared of all overburden/spoils, These soils may be stockpiled in Phases 4, 7W, & 8 only after the stockpile locations are properly prepared. Stockpile sites in Phase 4, 7W, & 8 are to be dewatered and stripped of topsoil clay and organics before placing spoils. Therefore, when the overburden is removed, the grounds will then be at development grade with no additional work required. This will prevent reworking and moving spoils as little as possible. It is recommended that spoils consisting of topsoil or having high amounts of organics be stockpiled separately from non-organic fill. Once the overburden has been removed from Phases 1, 2, & 3, this portion of the property can be prepared for development according to the subgrade improvement recommendations given below. Phases 4, 7W, & 8 (low areas), as mentioned above, will require dewatering prior to earthwork activities and stripping of the ground. 7 \\Central-Serverl\Public\Jobs\JBS 2014\014095CR\GR-Lakes at Valley West.doc Geotechnical Investigation Report 3 i ROCK � T, WaMCHNICAL ENGINEERING •�� kc Once the groundwater has been lowered in these areas,it is recommended that all organics and topsoil material is removed. The Geotechnical Engineer is to be contacted to observe the ground conditions prior to covering with spoils. Once the grounds have been approved by the Geotechnical Engineer,the overburden removed from Phase 1, 2, & 3 can be placed across Phase 4, 7W, & 8, as needed, so that the elevation of the low areas match development grade of Phases 1, 2 &3. In our opinion, based on existing grade, the development grade for Phases S & 6 will require minimal earthwork. Dewatering will be necessary for deeper excavation and installation of utilities. The previously discussed areas of cut and fill are to be stabilized through seeding of native vegetation or sodding to prevent erosion. Stockpiled topsoil may be placed upon non-organic fill in areas that will not be constructed upon. Development Design recommendations are not necessarily based on the currently planned chronological order of development but rather based upon what is perceived to be the most efficient use of time and materials. It is understood that developed will occur over time. It is recommended that despite the amount of time between completing a particular phase that the Development Design recommendations are adhered to in the given sequence of events, Roadway Recommendations All roadway areas are to be stripped of organics and topsoil and vertically over-excavated 24-inches. The area is to then be made level, smooth, and compacted utilizing a 54 inch wide smooth drum compactor. The compacted ground is to be covered with a continuous sheet of Mirafi 50OX geotextile with 3-feet overlap end-to-end. Once the geotextile is in place, it can be coved with 18-inches of base material defined as 6 inch minus pit run gravels containing less than 10%non-plastic fines. On-site mined pit run gravels may be used as sub-base upon approval by the Geotechnical Engineer. The pit run is to be compacted to 95%of the materials maximum dry density and± 1.5% of optimum moisture as determined by method ASTM D-698, The pit run is to be covered by 3 inches of crushed base defined as 1 inch minus pit run gravels which is properly compacted. Finally, 3 inches of Hot Plant Mix surface course is to be paced upon the compacted base. ROADWAY SURFACE SECTION DETAIL HOT PLANT MIX1'r — — SURFACE COURSE 1-IN CH MINUS,-" PIT RUN GRAVELS CRUSHED BASE Ly'� � �- •� � c�� yJ�fs !�.: �y L MINUS— PIT RUN GRAVELS SUB-BASE 7• ""` _ •'�' o/ 'l d . MI MFI 500X GEOTEXTILE FABRIC • ��-,{ OR EQUIVALENT NOTE:ROAD 5TOBE PROPERLY SLOPED FOR DRAIVAGE. MWIMUMSLOPE.%-WCH PER FOOT. i `'--NATIVE 501E MOT ALL RECOMMENDATIONS SHOWN,5E=ENQNEER'SREPORT. SUBGRADE Figure 5—Typical Roadway Section For areas in which native sandy gravels are within 24-inches of the existing ground surface, such as around the southern portion of the property,the typical roadway section is not required. For shallow depths to native sandy gravels or areas where sandy gravels are the ground surface it is recommended that the ground surface is stripped of all overlying organics and topsoil and the native gravels are proofed rolled. The Geotechnical Engineer is to 8 \\Central-Serverl\PublicVobs\JBS 2014\014095CR\GR-Lakes at Valley West doc Geotechnical Investigation Report UUM GEOMCHNICC AAt ENGINEERING CR observe and approve the newly exposed ground, Once approved, 6-inch minus pit run gravels can be placed within 6-inches of the final roadway grade. Once the sub-base has been properly placed, moisture conditioned, and compacted, the recommendations pertaining to the crushed base and surface course, as shown in Figure 5, are to be implemented. It is recommended that the Geotechnical Engineer is contacted to compliance test all roadway material. If groundwater is an issue during road construction dewatering will be necessary. Lot Subgrade Improvement Recommendations Each lot is to be observed by the Geotechnical Engineer that prepared this report to verify conditions and revise recommendations as necessary. It is the responsibility of the Builder to schedule site visits by the Engineer during lot development. Under no circumstance are structural or critical architectural elements such as footings, piers, sono-tubes, slabs etc. to be constructed upon non-approved grounds, non-structural fill, topsoil, or clay soil. Critical architectural elements outside of the structure will require alternative subgrade improvement consideration. Please plan the designs with the Geotechnical Engineer, The general allowable bearing capacity of the footings for single and two story buildings constructed upon approved (by the Geotechnical Engineer) native well-graded sandy gravels or properly placed imported well- graded pit run gravels (as define within this report) is 2,500 Ib/ftz. The general allowable bearing capacity is based on groundwater being a minimum 3 feet below bottom of footing. The minimum footing dimensions, depth x width, for a two-story residential building is 8" x 18" and for a single story residential building is 8" x 16". For footing and stem wall type foundations, the bottom of the footing as required by Montana State Code is to be protected by 4 feet of cover for 2-story buildings. The recommendations include all critical architectural elements such as sono tubes, columns, piers and slabs unless some alternative design consideration has been made. Two types of foundations are recommended. A typical crawl-space type foundation is shown in Figure 6. If this type of foundation is used,it is recommended that a sump pump and all related appurtenances are installed within the crawl space to mitigate issues with groundwater. A typical concrete stem-wall with slab on grade is shown in Figure 7, Under no circumstances are footings or other structural elements to be constructed upon material other than structural fill or approved native gravels. Furthermore,structural fill must be used on the interior side of the walls and placed within 12-inches of the height of exterior fill material being placed. All structural fill is to be moisture conditioned to + 3% of the materials optimum moisture content. When using structural fill, it must be free of clay or contain less than 10%non-plastic fines. The Contractor will be responsible referencing the attached laboratory tests which determine the maximum dry unit weight and optimum moisture content of the"mined on site 44nch minus pit run gravels"to be used as structural fill. All fill is to be placed to the prescribed specifications given within. The Geotechnical Engineer is to be contacted immediately if the ground is too wet to place and compact the imported structural fill. In areas with high groundwater, It may be deemed appropriate to dewater and place 12 inches of 1-Inch minus washed rock upon the wet"in situ"gravels to create a moisture break before covering with pit run gravels. The 1 inch washed rock in this case will be considered structural fill that will act as a vapor break so that structural fill can be placed upon the gravels and compacted without liquefying the structural fill. 9 \\Central-Served\Publlc\Jobs\JBS 2014\014095CR\GR-Lakes at Valley West.doc Geotechnical Investigation Report Ham. ^ Flashing Dow R-10 Rigid Heated Interior Insulation Slue Board i 5% , Properlq compacted sack5E,. ,rsu_w, Crawlspace HeitJ•t Vanes 10-mil Visqueen Properly Placed &Compacted Structural Fill l awes , Native Pit Run Gravels Not all subgrade improvements shown in detail. See Engineer Report. No Scale Given Figure 6—Foundation Plan—Typical Stem Wall with Crawl-Spam 4`S;st_r Grade 2.e?arc-__iSr�c "" d.ffaon retxder A;pror d E,a."eerec T-A See Ec; �a S1.Erade Irsproveenern . v�:Y.a4 c�.,a3d•rnprrvPtne�ts sgca^,h defy t..5te Ea�•reer RsyC�. Figure 7—Foundation Plan—Typical Stem Wall with Slab-on-Grade 10 \\Central-Servers\Publlc\lob5\JBS 2014\01409SCR\GR-Lakes at Valley West,doc Geotechnical Investigation Report ROCK CR It is recommended that a minimum 18-inches of structural fill be placed upon the"in situ"gravels. For this report, "in situ gravels" means native undisturbed gravels. in other words, it is recommended that all the topsoil and clay over the native gravels be removed. The native gravels are to be compacted and then the entire excavation footprint is to be brought up to grade with at least 18-inches of structural fill. The amount of fill is given as 18 inches but this can vary depending on height of finished floor above curb and other factors. It is recommended that footings are not designed to be below the water table. If this is not possible, then the amount of fill may be adjusted depending on height of the water table. Furthermore, a footing drain,as shown in Figure 7, may or may not be necessary depending on the height of groundwater; this is to be determined for each individual site by the Geotechnical Engineer. The allowable bearing capacity of the footings constructed within groundwater will have to be determined based on the depth of the bottom of footing below top of high groundwater. The structural engineer can share with our office the determined linear weight of the building per square foot so that we can aid in determining the footing size with regard to the water table. Insulating the interior or exterior of the foundation is recommended with 2- inch thick Dow closed cell blue board,as shown in Figure 6&7. Site Grading All surfaces around the building site are to be designed such that gravity forces direct runoff away from all sides of the building area both before and after construction. It is recommended that the building backfiil and finished grade slope away 5%on all sides of the building for a minimum of 20-feet. Upslope grading needs to divert surface sheet-flow, runoff away from the building sites. All backfilling next to foundation wails is to utilize only hand- operated tamping equipment to prevent excessive forces from destroying already constructed material. An impermeable (soil) cap should cover the finished ground prior to the placement of topsoil to prevent the easy absorption of moisture to the subsurface soils on which the building rests. All organics are to be stripped away prior to placing any backfill. All on-site and run-on storm water is to be managed so as to not adversely affect the site and foundation. The site is to be elevated so that the grading plan can be properly implemented. Earthwork-Construction Materials Utilizing Army Corp of Engineering tests results, it has been shown that the required density of newly placed fill(or in this case newly exposed disturbed ground) can be achieved(100%maximum dry density). This is possible if the pit-run type material is placed in 6-inch lifts or in this case,the ground is track packed then compacted by a smooth drum vibratory roller(minimum 6 passes)with the vibratory equipment operating between 1-2 mile/hour vibrating at 1200 vib/min. Large compactive forces are necessary to reduce settlement of the native surfaces and imported pit run soils. One pass is defined as starting at point A, compacting to point B, and returning to point A. All soft areas that deflect during compaction are to be removed and replaced with washed rock until firm. The subgrade improvements will act as a stiff platform on which the building loads will be supported. The sub-grade improvements are to ensure uniform compaction of materials, reduce settlement effects to within tolerable limits, and to establish a durable working surface for spring and summer weather conditions. Revisions to the grading plan that do not match the existing terrain and conditions should be reviewed by a Geotechnical Engineer prior to submittal. Wall Bac"11 — 95 " Structural Fill Under Slab _ i97 i _ Structural Fill Under Footings 98 T� 11 \\{entrai-Serverl\Public\}obsVBS 2014\014045CA\GR-Lakes et Valley West.doc Geotechnical Investigation Report •r'., •'b f e, . .� "fir` GWMOMMENGINEERING CRQG,: , The native silt soils are not well suited for engineered fill, and unless otherwise directed by the Geotechnical Engineer, are not to be used as structural fill. If at any time the Contractor notices an extreme change in one or more of the constituents that make up the approved structural fill soils, they are to contact the Geotechnical Engineer immediately. All newly exposed ground is to be proof rolled with a large high energy smooth drum compactor prior to the placement of structural fill. Backfill around the foundation walls should not be placed until the slab or concrete walls are adequately cured. No fill should be placed on "green"concrete. All backfill is to be placed in uniform lifts no greater than 12 inches loose. The upper backfill around frost walls are to utilize only hand operated tamping equipment next to the wall, Areas where backfill is used should be compacted to 95% of the material's optimum dry density, and lifts should not exceed 12-inches in thickness. Approved engineered fill used under the foundation slab of the building should be compacted to 97%of the soils maximum dry density as defined by ASTM D698. The moisture content of the"in situ" soils or imported soils is not to exceed+3%the soils optimum density. As mentioned,all structural fill is to be capped with a final 6-inch horizon of frost free material. No recommendations are to occur on overly saturated ground, soft yielding soils, or over frozen soils. Severe weather practices are to be adhered to. There are many severe weather practices that the Contractor is to apply if adverse conditions exist during construction. Such as during the winter, the ground on which the foundation is constructed must not be allowed to freeze. Construction benchmarks should be reviewed by the Engineer and Architect overlooking certain aspects of construction reviewing progress and quality control. All sub-grades need to be free of debris, ponded water, and all deleterious material. If construction takes place during the winter months,good winter construction practices are to be adhered to. The term "net bearing pressure" is defined as the ultimate pressure per unit area of the foundation that can be supported by the soil in excess of the pressure caused by the surrounding soil at the foundation level. This is assuming that the difference between the unit weight of the footing and the surrounding backfill is negligible. Real loads are defined as the total of all dead plus frequently applied live loads. Total loads include all dead and live loads,including seismic forces and wind. Lastly, all rain gutter downspouts should discharge minimum 8-feet away from any side of the buildings. All finished site grading should allow freestanding water to drain away from the building. Impermeable soils should be used as finished cover(backfill) prior to the placement of topsoil to prevent the easy absorption of precipitation around the building. Seismic Consideration Given the depth to groundwater and the presence of granular material,the property could experience liquefaction in the event of a seismic event. It is recommended that the geotechnical engineer observe ground conditions during all phases of earthwork activity to verify conditions and adjust recommendations as necessary. This Is so that the structural engineer may include geotechnical considerations and loading conditions to include protective measures during the design process. Although no other geological hazards were observed during this investigation, by keeping the Geotechnical Engineer involved during development additional observations can be completed. Based on the results of our sub-surface investigation and review of available geologic information, we anticipate the upper 100 foot profile will be comprised of sedimentary deposits of stiff silt, sand, clays, or better. Therefore, we recommend using Site Class"D" (stiff soil profile)as defined by the 2009 International Building Code for design. Seismic calculations are made in accordance to general procedures as used/defined by the United State Geological Survey(USGS),American Society of Civil Engineers Chapter 7, (ASCE 7)and 2009 International Building Code,(2009 IBC). 12 \\Central-Serverl\Public\Jobs\1BS 2014\014095CR\GR-Lakes at valley West.doc Geotechnical Investigation Report LZ De"K GE141 ENGINEERING The intermountain seismic belt is a zone with major ground shaking potential. The Bozeman area and surrounding mountains are part of this seismic zone. Seismic activity is possible in the Greater Rocky Mountain Region, which stretches from Canada to Utah with Bozeman in the middle. As mentioned Montana is subject to significant seismic activity and the study site is located in the Intermountain Seismic Belt (ISB). Two of the largest recorded earthquakes in the Northern Rocky Mountains occurred in the Centennial Seismic Belt, a part of the ISB. These were the August 181h, 1959 Hebgan Lake, Montana, earthquake (M - 7.5), and the October 28, 1983 Borah Peak, Idaho,earthquake(M-7.3). Earthquakes are defined by their magnitude and intensity as a quantitative measure of the energy released by the earthquake. The highest magnitude values measured for any earthquake have been approximately 8.9. Earthquakes greater than 8 are considered great earthquakes. Earthquake magnitudes are measured logarithmically; for example, a magnitude 5 earthquake produces 10 times the wave amplitude of an earthquake of magnitude 4. A moderate event would be an earthquake associated with a 10 percent probability of occurrence within 50 years, whereas a severe earthquake corresponds to a 10 percent probability in 250 years. Seismic research is ongoing and recent research has discovered an interesting new phenomenon characteristic of seismic waves of line faults,super shear shockwaves, which are violent earthquake waves found to lead a P-wave much like a supersonic envelope that engulfs an object at the onslaught of or reaching the speed of sound. This information is given as an example to show that understanding of geologic events is continually evolving with research. Site profile for seismic design is based on Latitude and Longitude. Based on the latitude and longitude,various spectral response accelerations were obtained from a website offered by the United States Geological Survey. Based on a 2 percent probability of exceedance in 50 years, the project location has maximum 1.0 second spectral response acceleration, Si, of 0.214g percent of gravity and maximum 0.2 second spectral response acceleration, Ss, of 0.737g. Conclusion The successful completion of the geotechnical engineering of this project is dependent on continued professional geotechnical services to ensure the proper interpretation and intentions of the recommendations herein and to observe the construction phases of the design (earthwork, foundation, site grading). Castle Rock Geotechnical Engineering Inc. is not responsible for quality of "Others" work or interpretation of the recommendations, furthermore no warranty, expressed or implied, is made. The recommendations made are based on the initial geotechnical input and therefore to ensure that these are properly incorporated into the construction phases a Geotechnical Engineer should remain involved with the project. This will reduce the potential for misinterpreting the recommendations. If you have questions please feel free to contact our office at your convenience. I appreciate the opportunity to work with you. We look forward to completing the compliance testing services of this project for you. Sincerely, ANDY PILSKALNS P.E./PRESIDENT Q{�1 '� * PROFESSIONAL GEOTECHNICALENGINEER LICENSED-MONTANA,UTAH,COLORADO,IDAHO,WYOMING&HAWAII, ' ANDREW V. '� NEVADA,NORTH DAKOTA PIL,SKALNS CASTLE ROCK GEOTECHNICAL ENGINEERING INC. ��L...rX Rf � 1114 EAST BABCOCK CO E N,MO39ANA 59715 ( ) O:(406)586-9533 www.castlerocker.com andv@castlerocker.com 13 \\Central-Serverl\PublicVobs\JBS 2014\01409SCR\GR-Lakes at Valley Weskdoc Geotechnical Investigation Report t : z ROCK ... CR GEMG#NIM ENGINEERING Attachments: MRCS Soil Data Soil Bore Logs Geotechnical Terminology Sheet Laboratory Test Results Test Hole Map(2014) Test Hale Map (2005) 14 \\Central-Serverl\Publlc\Jobs\JBS 2014\014095CR\GR-Lakes at Valley West.doc Map Unit Name—Gallatin County Area,Montana 3 (Lakes at Valley West) Ih a 490500 49XAD 49M 490970 49WW 4910M 49"40 4912M 49S20 491410 491600 4Y 41'11'N I I I I I 1 1 � V I I Qg mm • , 1 [ I T� 49.47s•N 490500 49OGM 490M 490670 490960 491Q9fl 491.1411 491ZiD 4913m 4914M 3 14ap� zt:4,1b11Fpi�dmAG�rape(21'xa57�e� tk nN 50 100 �m Sao a 1V � n Ana 4os ms lzm �PR*ct trl:web Nlacattr C-mdref15:WGSB4 Filpe�Ua4�17NW03S84 �i Natural Resources Web Soil Siavey f3 M014 i� Conservation Service National Cooperative Sod Survey Pagel of 3 Map Unit Name—Gallatin County Area,Montana Lakes at Valley West Map Unit Name Map Unit Name—Summary by Map Unit--Gallatin County Area,Montana(AM22) Map unit symbol Map unit name Rating Acres in AOI Percent of AOI 448A Hyalite-Beaverton Hyalite-Beaverton 1.1 1.3% complex,moderately complex, moderately wet,0 to 2 percent wet, 0 to 2 percent slopes slopes 509B Enbar loam,0 to 4 Enbar loam,0 to 4 6.0 7.3% percent slopes percent slopes 510B Mead owcreek loam,0 to Mead owareek loam,0 to 20.2 24.8% 4 percent slopes 4 percent slopes 511A Fairway silt loam,0 to 2 Fairway silt loam, 0 to 2 1.0 1.2% percent slopes percent slopes 537A Lamoose sift loam,0 to 2 Lamoose sift loam,0 to 2 16.1 19.7% percent slopes percent slopes 748A Hyalite-Beaverton 'Hyalite-Beaverton 37.3 45 7% complex,0 to 4 complex,0 to 4 percent slopes percent slopes Totals for Area of Interest B1 6 100 Description A soil map unit is a collection of soil areas or nonsoil areas (miscellaneous areas) delineated in a soil survey. Each map unit is given a name that uniquely identifies the unit in a particular soil survey area. Rating Options Aggregation Method. No Aggregation Necessary Tie-break Rule: Lower U-SDA Natural Resources Web Soil Survey " Conservation Service National Coo 6f212014 perative Soil Survey Page 3 of 3 Map Unit Description--Gallatin County Area,Montana Lakes at Valley West Map Unit Composition Hyalite and similar soils: 70 percent Beaverton and similar soils: 20 percent Minor components: 10 percent Description of Hyalite Setting Landform: Stream terraces, alluvial fans Down-slope shape: Linear Across-slope shape: Linear Parent material: Loamy alluvium Typical profile A - 0 to 5 inches: neutral, loam Bt1 - 5 to 9 inches: neutral, clay loam St2- 9 to 17 inches: neutral, silty clay loam 2Bt3- 17 to 26 inches: neutral,very cobbly sandy clay loam 3C- 26 to 60 inches: neutral, very cobbly loamy sand Properties and qualities Slope: 0 to 2 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Well drained Capacity of the most limiting layer to transmit water(Ksat): Moderately high (0.20 to 0.57 in/hr) Depth to water table: About 48 to 96 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum in profile: 5 percent Available waterstorage in profile: Low(about 4.4 inches) Interpretive groups Farmland classification: Farmland of local importance Land capability classification (irrigated): 3e Land capability classification (nonirrigated): 4e Hydrologic Soil Group: C Ecological site: Shallow to Gravel (SwGr) 15-19" p.z. (R044XS354MT) Description of Beaverton Setting Landform: Stream terraces, alluvial fans Down-slope shape: Linear Across-slope shape: Linear Parent material: Alluvium Typical profile A - 0 to 5 inches: neutral, cobbly loam St-5 to 21 inches: neutral, very gravelly clay loam Sk-21 to 25 inches: moderately alkaline, very cobbly coarse sandy loam Natural Resources Web Soil Survey 61212014 Conservation Service National Cooperative Soil Survey Page 3 of 11 Map Unit Description—Gallatin County Area,Montana Lakes at Valley West 2Bk-25 to 60 inches: moderately alkaline, extremely cobbiy loamy coarse sand Properties and qualities Slope: 0 to 2 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Well drained Capacity of the most limiting layer to transmit water(Ksat): Moderately high to high (0.57 to 1.98 in/hr) Depth to water table: About 48 to 96 inches Frequency of flooding: None Frequency of ponding. None Calcium carbonate, maximum in profile: 15 percent Salinity, maximum in profile: Nonsaline (0.0 to 2.0 mmhos/cm) Available waterstorage in profile: Low(about 3.7 inches) Interpretive groups Farmland classification: Farmland of local importance Land capability classification (irrigated): 4s Land capability classification (nonirrigated): 6s Hydrologic Soil Group: B Ecological site: Shallow to Gravel (SwGr) 15-19" p.z. (R044XS354MT) Minor Components Beaverton Percent of map unit: 5 percent Landform: Stream terraces, alluvial fans Down-slope shape: Linear Across-slope shape: Linear Ecological site: Shallow to Gravel (SwGr) 15-19" p.z. (R044XS354MT) Meadowcreek Percent of map unit: 5 percent Landform: Stream terraces Down-slope shape: Linear Across-slope shape. Linear Ecological site: Subirrigated (Sb) 15-19" p.z. (R044XS359MT) 509E—Enbar loam, 0 to 4 percent slopes Map Unit Setting Elevation: 4,400 to 6,000 feet Mean annual precipitation: 15 to 19 inches Mean annual air temperature: 37 to 45 degrees F Frost-free period: 90 to 110 days Map Unit Composition Enbar and similar soils: 85 percent Minor components: 15 percent � Natural Resources Web Soil Survey 602014 Conservation Service National Cooperative Soil Survey Page 4 of 11 Map Unit Description--Gallatin County Area,Montana Lakes at Valley West Description of Enbar Setting Landform: Flood plains Down-slope shape: Linear Across-slope shape: Linear Parent material: Loamy alluvium Typical profile A - 0 to 22 inches: neutral, loam Cg- 22 to 49 inches: moderately alkaline, sandy loam 2C-49 to 60 inches: moderately alkaline, very gravelly loamy sand Properties and qualities Slope: 0 to 4 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Somewhat poorly drained Capacity of the most limiting layer to transmit water(Ksat): Moderately high to high (0.57 to 1.98 in/hr) Depth to water table: About 24 to 42 inches Frequency of flooding: Rare Frequency of ponding: None Calcium carbonate, maximum in profile: 10 percent Salinity, maximum in profile. Nonsaline (0.0 to 2.0 mmhos/cm) Available waterstorage in profile: Moderate (about 8.8 inches) Interpretive groups Farmland classification: All areas are prime farmland Land capability classification (irrigated): 3w Land capability classification (nonirrigated): 3w Hydrologic Soil Group: C Ecological site: Subirrigated (Sb) 15-19" p.z. (R044XS359MT) Minor Components Nythar Percent of map unit: 10 percent Landform: Flood plains Down-slope shape: Linear Across-slope shape: Linear Ecological site: Wet Meadow (WM) 15-19" p.z. (R044XS365MT) Straw Percent of map unit: 5 percent Landform: Stream terraces Down-slope shape: Linear Across-slope shape. Linear Ecological site: Silty(Si) 15-19" p.z. (R044XS355MT) 510B—Meadowcreek loam, 0 to 4 percent slopes Map Unit Setting Elevation: 4,200 to 5,950 feet Natural Resources Web Soil Survey 61212014 -� Conservation Service National Cooperative Soil Survey Page 5 of 11 Map Unit Description---Gallatin County Area,Montana Lakes at Valley West Mean annual precipitation: 12 to 18 inches Mean annual air temperature: 39 to 45 degrees F Frost-free period: 90 to 110 days Map Unit Composition Meadowcreek and similar soils: 85 percent Minor components: 15 percent Description of Meadowcreek Setti n g Landform: Stream terraces Down-slope shape: Linear Across-slope shape: Linear Parent material: Alluvium Typical profile A-0 to J 1 inches: slightly alkaline, loam Bg- 11 to 25 inches: neutral, silt loam 2C-25 to 60 inches: neutral, very gravelly sand Properties and qualities Slope: 0 to 4 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Somewhat poorly drained Capacity of the most limiting layer to transmit water(Ksat): Moderately high to high (0.57 to 1.98 in/hr) Depth to water table: About 24 to 42 inches Frequency of flooding: None Frequency of ponding: None Salinity, maximum in profile: Nonsaline to very slightly saline(0.0 to 4.0 mmhos/cm) Available water storage in profile: Low (about 5.1 inches) Interpretive groups Farmland classification: Prime farmland if irrigated Land capability classification(irrigated): 2e Land capability classification(nonirrigated): 3e Hydrologic Soil Group. C Ecological site: Subirrigated (Sb) 15-19" p.z. (R044XS359MT) Minor Components Blossberg Percent of map unit. 10 percent Landform: Terraces Down-slope shape. Linear Across-slope shape: Linear Ecological site: Wet Meadow(WM) 15-19" p.z. (R044XS365MT) Beaverton Percent of map unit: 5 percent Landform: Stream terraces, alluvial fans Down-slope shape: Linear Natural Resources Web Soil Survey 61212014 Conservation Service National Cooperative Soil Survey Page 6 of 11 Map Unit Description—Gallatin County Area,Montana Lakes at Valley West Across-slope shape: Linear Ecological site: Shallow to Gravel (SwGr) 15-19"p.z. (R044XS354MT) 511A—Fairway silt loam, Q to 2 percent slopes Map Unit Setting Elevation: 4,100 to 4,950 feet Mean annual precipitation: 12 to 18 inches Mean annual air temperature: 39 to 45 degrees F Frost-free period: 90 to 110 days Map Unit Composition Fairway and similar soils: 85 percent Minor components: 15 percent Description of Fairway Setting Landform: Stream terraces Down-slope shape: Linear Across-slope shape: Linear Parent material: Loamy alluvium Typical profile A -0 to 15 inches: moderately alkaline, silt loam Cg- 15 to 46 inches: moderately alkaline, silt loam 2Cg-46 to 60 inches: neutral, sand Properties and qualities Slope: 0 to 2 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Somewhat poorly drained Capacity of the most limiting layer to transmit water(Ksat): Moderately high to high (0.57 to 1.98 in/hr) Depth to water table: About 24 to 42 inches Frequency of flooding: None Frequency of ponding. None Calcium carbonate, maximum in profile: 15 percent Salinity, maximum in profile: Nonsaline to very slightly saline (0.0 to 3.0 mmhos/cm) Available water storage in profile: High (about 9.1 inches) Interpretive groups Farmland classification: Prime farmland if irrigated Land capability classification (irrigated): 4e Land capability classification(nonirrigated): 4e Hydrologic Soil Group: C Ecological site: Subirrigated (Sb) 9-14" p.z. (R044XS343MT) USpa Natural Resources Web Soil Survey Conservation Service 6/2(20�4 National Cooperative Soil Survey Page 7 of 11 Map Unit Description—Gallatin County Area,Montana Lakes at Valley West Minor Components Blossberg Percent of map unit: 10 percent Landform: Terraces Down-slope shape: Linear Across-slope shape: Linear Ecological site: Wet Meadow (WM) 15-19"p.z. (R044XS365MT) Meadowcreek Percent of map unit: 5 percent Landform: Stream terraces Down-slope shape: Linear Across-slope shape: Linear Ecological site: Subirrigated (Sb) 15-19"p.z. (R044XS359MT) 537A--Lamoose silt loam, 0 to 2 percent slopes Map Unit Setting Elevation: 4,000 to 5,000 feet Mean annual precipitation: 12 to 18 inches Mean annual air temperature: 39 to 45 degrees F Frost-free period. 90 to 110 days Map Unit Composition Lamoose and similar soils: 85 percent Minor components: 15 percent Description of Lamoose Setting Landform: Stream terraces Down-slope shape: Linear Across-slope shape. Linear Parent material: Alluvium Typical profile A -0 to 9 inches: moderately alkaline, silt loam Bg-9 to 27 inches: neutral, silt loam 2C-27 to 60 inches: neutral, very gravelly loamy sand Properties and qualities Slope: 0 to 2 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Poorly drained Capacity of the most limiting layer to transmit water(Ksat); Moderately high to high (0.57 to 1.98 in/hr) Depth to water table. About 12 to 24 inches Frequency of flooding: None Frequency of ponding: None Salinity, maximum in profile: Nonsaline to very slightly saline (0.0 to 3.0 mmhos/cm) Natural Resources Web Soil Survey 61212014 Conservation Service National Cooperative Soil Survey Page 8 of i t Map Unit Description—Gallatin County Area, Montana Lakes at Valley West Available water storage in profile: Low (about 5.8 inches) Interpretive groups Farmland classification: Farmland of local importance Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 5w Hydrologic Soil Group: BID Ecological site: Wet Meadow(WM) 9-14" p.z, (R044XS349MT) Minor Components Bonebasin Percent of map unit: 10 percent Landform: Terraces Down-slope shape: Linear Across-slope shape: Linear Ecological site: Wet Meadow (WM) 15-19" p.z. (R044XS365MT) Meadowcreek Percent of map unit: 5 percent Landform' Stream terraces Down-slope shape: Linear Across-slope shape: Linear Ecological site: Subirrigated (Sb) 9-14" p.z. (R044XS343MT) 74BA—Hyalite-Beaverton complex, 0 to 4 percent slopes Map Unit Setting Elevation: 4,350 to 6,150 feet Mean annual precipitation: 15 to 19 inches Mean annual air temperature: 39 to 45 degrees F Frost-free period: 90 to 110 days Map Unit Composition Hyalite and similar soils: 70 percent Beaverton and similar soils: 20 percent Minor components: 10 percent Description of Hyalite Setting Landform: Stream terraces, alluvial fans Down-slope shape. Linear Across-slope shape: Linear Parent material: Loamy alluvium Typical profile A -0 to 5 inches: neutral, loam Bt1 - 5 to 9 inches: neutral, clay loam Bt2-9 to 17 inches: neutral, silty clay loam 28t3- 17 to 26 inches: neutral, very cobbly sandy clay loam 3C-26 to 60 inches. neutral, very cobbly loamy sand Natural Resources Web Soil Survey 61212014 Conservation Service National Cooperative Soil Survey Page 9 of 11 Map Unit Descdpticn--Gallatin County Area,Montana Lakes at Valley West Properties and qualities Slope: 0 to 4 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Well drained Capacity of the most limiting layer to transmit water(Ksat): Moderately high (0.20 to 0.57 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum in profile: 5 percent Available water storage in profile: Low(about 4.4 inches) Interpretive groups Farmland classification: Farmland of local importance Land capability classification(irrigated): 3e Land capability classification(nonirrigated): 4e Hydrologic Soil Group: C Ecological site: Shallow to Gravel (SwGr) 15-19"p.z. (R044XS354MT) Description of Beaverton Setting Landform: Stream terraces, alluvial fans Down-slope shape: Linear Across-slope shape: Linear Parent material: Alluvium Typical profile A - 0 to 5 inches: neutral, cobbly loam Bt-5 to 21 inches: neutral, very gravelly clay loam Bk-21 to 25 inches: moderately alkaline, very cobbly coarse sandy loam 2Bk- 25 to 60 inches: moderately alkaline, extremely cobbly loamy coarse sand Properties and qualities Slope: 0 to 4 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Well drained Capacity of the most limiting layer to transmit water(Ksat): Moderately high to high (0.57 to 1.98 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum in profile: 15 percent Salinity, maximum in profile: Nonsaline (0.0 to 2.0 mmhos/cm) Available water storage in profile: Low(about 3.7 inches) Interpretive groups Farmland classification: Farmland of local importance Land capability classification(irrigated). 4s Land capability classification(nonirrigated): 6s Natural Resources Web Soil Survey 6/212014 Conservation Service National Cooperative Soil Survey Page 10 of 11 Map Unit Description--Gallatin County Area,Montana Lakes at Valley West Hydrologic Soil Group: B Ecological site: Shallow to Gravel (SwGr) 15-19"p.z. (R044XS354MT) Minor Components Turner Percent of map unit. 5 percent Landform: Stream terraces Down-slope shape: Linear Across-slope shape: Linear Ecological site: Silty (Si) 15-19" p.z. (R044XS355MT) Hyalite Percent of map unit: 5 percent Landform: Stream terraces, alluvial fans Down-slope shape: Linear Across-slope shape: Linear Ecological site: Shallow to Gravel (SwGr) 15-19"p.z. (R044XS354MT) Data Source Information Soil Survey Area: Gallatin County Area, Montana Survey Area Data: Version 17, Dec 10, 2013 Natural Resources Web Soil Survey 612/2014 Conservation Service National Cooperative Soil Surrey Page 11 of 11 Engineering Properties—Gallatin County Area,Montana Lakes at Valley West Engineering Pruparties-Gallatin County Area,Yon►ana Map untt symbol and Pot of Hydrolo Depth USDA texture Clasanccabon Fragment& Percentage passing swve number— Liquid Plasticit sal name map g1c limit y index unit group Undied AASHTD >10 3-10 4 10 1 40 200 mches inch" fn Pot Pct Pct 4411A—Hyalite- Beaverton complex, moderately wet,0 to 2 percent slopes Hyalite 70 C 0-6 1 Loam CL-ML A-4 0 0-10 95.100 9D-100 75-95 65-75 2530 5-10 53 Clayloam,loam,silty CL A3 0 0.10 90-100 85-100 75-90 80-80 3035 10-15 clay loam 9.17 Clay loam,silty,clay CL,GC, A-6 0 0-16 65-95 6030 55-80 40-75 3035 10-15 loam,gravelly SC loam 17-26 Very cabbly sandy GM,SM A-!,A,2 0 3055 36-65 3030 20-60 10-26 2035 NP-10 clay loam,very cobbly sandy loam,extremely cobbly sandy loam Natural Resources Web Sol Survey 6f3/2014 s-- Conservation Service National Cooperative Sol Survey Page 4 of 8 Engineering Properties--Gallatin County Area,Montana Lakes at Valley West Engineering Propertes-Gaillatin County Area,Montana Map unit symbol and Pct of Hych Depth USDA texhwe ChLasdicatilori Fragments Percerftillis passing sieve number— LiqLnd Plasucit DOI name map gic unit y index unit group Uridied AASHTO �110 3-10 4 10 40 200 inches inches I fi P& Pa Pcf 2&W Very cW*loamy GM,GP- A-1 0 30-M 3585 3043D 1640 i5-15 NP sand,very rubbly GM, Sam,extremely SM,Sp-I CDW/CDaM SM sand d 20).B 0-5 Cobbiy loam CL-W. ,A-4 0 '15-M 75-95 170-W '60-80 :4565 253D :5.10 SC-SM - K- :Very cc"*day GG Gr,- A-Z A-4, 0 215-40 4570 140-&) 1 ar-65 Zl�t 25,115 IS45 loam,very cobbiv GM, A-6 sandy day loam, SC,Be- very gravelly day SM •i loam Very cobbly cimm;s GM,GP- A4 a •25.60 30-75 '20-66 j1110-60 15-15 sandy berm GM, SM,SP-: SM I `25-M •Extremely cobbly GM,OP- A-1 0 2540 30-75 1211455 110-60 5-15 ;Nlp j loamy coarse GM, I sand,edfwrr,* SM,SP-! gravel ly sand.very SM I cobw loamy sand 509B—Enbar loam,a to 4 percent slopes Enber 135 C 0_22 Loam CL-MIL Ar4 0 0 80-1 00 76-100 60-86 5076 2D30 5-10 22-49 Loam,sandy loam CL.-ML, A-4 0 (1 813-100 7S-100 60-85 6076 2030 NP40 MIL 49-60 Very gravelly sandy GM,GP- A-1,A-2 0 0-10 25-60 16-M 1040 S-W 16-25 NIP-6 loam,very gravelly GM loamy sand, extremely gravelly sandy loam Natural Resources Vibb Sol Survey BIN2014 Conservation Service National Cooperative God survey Page 5 of 8 Engineering Properties—Gallatin County Area,Montana Lakes at Valley West Engineanng Propartles-Galletln County Area,Montana Map unit symbol and Pd of Hydrolo Depth USDA texture Classification Fragments Percetdsge pa=ngsi;eve number— Liquld Plasbctt aMl name map gic knot y index unit group Unified AASHTO >10 5-10 4 10 40 200 tnchsa inches In PCt Pd Pot 510B—Meadowcreek loam,0 to 4 percent slopes Meadowcreek 85 C 0-11 Loam CL-ML A-4 0 0 95-100 90-100 70-95 %75 20-30 5-10 11-25 Loam,sandy loam, CL-ML, A-4 0 0 95-100 90-100 70-90 40-76 20-30 5.10 silt loam SC-SM 25-80 Very gravelly sand, GP,GP- A-1 0 :0-10 25-45 15-35 10-25 0.10 0-19 NP extremely gravelly GM sand,very gravelly loamy sand 511A--Fairway silt loam,0 to 2 percent slopes Fairway 85 C 0-16 Silt loam CL-ML A-4 0 0 100 100 90-100 70-90 20430 6-10 15-45 Silt loam,loam,silty CL,CL- A-4,A-6 0 0 100 100 85-100 60-90 25-40 5-15 clay loam ML 48-80 Sand,gravelly foamy GP-GM, A-1,A-2 0 0-10 40-100 30-100 2040 0-16 — NP sand,very gravelly SM,SP, sand SP-SM 537A-Lamoose silt loam,0 to 2 percent slopes Lamocse 85 BID 0.9 Silt loam CL,CL- A-4,A-6 0 0 80-100 75-100 70-95 55-N 26-35 5-15 ML 9-27 Loam,silt loam, CL,CL- A-2,A-4, 0 0 55.100 50-100 45-95 30-85 25-35 5-16 gravelly loam ML.GC, A-6 GC-GM 27-60 Very gravelly loamy GM,GP, A-1 0 O 20 25-M 2D-50 10-40 N15 0-14 NP sand,very gravelly GP-GM sand,extremely gravelly send Natural Reenumes Web Sod Survey MIM14 1 Conservatim Service National Cooperative Soil Survey Page 6 of a Engineering Properties—Gallatin County Area,Montana Lakes at Valley West Engineering Properhea-GaIIrOn County Area,Wantsrm Map unit symbol and Pct of Hydrnlo Depth USDA metre Chum"rattan Fragmesrta Percen s passing sieve number— Uquld Plastiut %oil name map grc [mdt y Index unit group Unified I AASKM >10 3.10 4 10 40 200 riches Indies In I'ct Pcf Pct 748A--Hyalite--- - - - - -- -- ---- Beaverton complex, 0 to 4 percent slopes Hyalite 70 C 0-5 Loam CL-ML A-4 0 D-1D 95-100 90-100 7" 5575 2530 5-10 5-9 clay loam,loam,silty CL A-6 0 0-10 90-100 85-100 75-90 60-80 30-35 10-15 clay loom 9.17 Clay loom,silty clay CL,GC, A3 0 0-16 65 95 80-90 55-80 40-75 30-35 10-15 loam,gravelly SC loam 17-26 Very cobbly sandy GM,SM A-2,A-1 0 30-65 3M5 30-60 20-50 10-25 2035 NP-10 day loam,very cobbly sandy loam,extremely cobbly sandy loam Natural Resources Web Soil Survey 6WO14 Conservation Service National Cooperative Soil Survey Page 7 of a Engineering Propertles—Gallatin County Aran,Montana Lakes at Valley West Engineering PnWrbes-Gallatin Courilly Ara k Mauene Map untt symbol sad Pd_of Hydrolo Depth USDA t ah" Gasaification Fingrtnmts Percentage p g srieve narrber— Liquid Plastilcit soll name FMW 91C bnm y Index LIM group UnIled AASHiD in 340 4 10 40 200 inches inches In Pct I Pcf i Pat 26-60 Very cobbiyloamy GM,GP- X1 0 fiW-55 3585 3134130 1540 515 — NP sand,very cobbly GM, said,e)&e-* SM,SP- cobbly costae SM sand i Beavarion 20!B 05 ;Cobi$y loam CL-ML, A-4 0 �15-3D- 7W 170430 j 8O-W 4585 25 30 is-10 I'- - - 5 21 Very cob*day GC,CC A 2 Ate, 0 2040 45 70 40[>ti] i 36 53 20 40 15 35 ;515 loan,very cobbly GM- A-c ! I i sandy day loam. SC SC- WY gravely clay SM !nam ' i 21-25 I Very cobby coarse GM.GP- A-1 0 :25.60 30-75 '20-M r - '-- r -- - i10.60 15-15 iNP I j sandy Wan GM, Slut,sP ! i ' SAt � ! i i25-60 EkbEmeycobbly GM.GP- IA-1 0 25-50 30-75 '20$5 !10.50 6,15 — 'Np i loamy warse GM, I i t l li sand."jen,ely SM.SP-' 1 gravelly sand very SM wbblybarnysand ? ! Data Source Information Soil Survey Area! Gallatin County Area,Montana Survey Area Data: Version 17,Dec 10,2013 1604 Natural Resources Web Sal Survey 6r"14 Conservation Service National Cooperative SoH Survey Page e IX e Physical Soil Properties-Gallatin County Area,Montana Lakes at Valley West Report--physical Soil Properties Physical sal ProperAes Gallatin county Area.Mon ne Map symbol Depth Sand SIN pay Moiat Saturated Avadable Unear Organic Eromon Wind Wwrd and Sall name hydraulic hydraulic water exterrs"Irty matter faemra erodrbOW ei o ihty density waductrvrty capacity grarp index Kw Kf T In Rd Pat Pot g/cc m cro m/sec Jn/Jn Pct Pot 4484--Hyalne- Beaverton I complex. moderately weL 0 to 2 percent slopes Hyalite 0-6 -40- -38- 15-23.27 1.10.1.20 4.00-14.00 0.18.0.19 0.0-2.9 2.13-4.0 .32 .32 3 B 48 6.9 -34- -37- 2630.35 1.30-1.40 1.40.4.00 0.16-0.19 3.0-6.9 1.0-3.0 .32 .32 9-17 -17- -68 -30 25 35 1.30.1.40 1.40-4.00 0,12-0.17 3.0-6.9 1.0.3.0 .37 .37 17-26 -81- -19- 15.20-25 1.50-1.60 1.404.00 0.03-0AB D.0-2.9 0.5-1.0 .10 ,2a 26-00 -79- -17- D-5-1 0 1 1.60-1.70 42.00 141.00 0.02411.04 0.0-2.9 0.0-0.5 .05 .24 I Seeverlan ;Ob -39- j i7- i 20 24-27•1 20.140 4 M14 00 ;014.D 16 D 0-2 9 •1030-- 15 1.24 13 7 .38 2530-35 140-180 4 00-14 OD 0 OB-010 '0 0.2.9 .0 5.10 10 :32 i 21,23 67- �40-14-18?156-175;44OD-14100 :0113-0D4 !00-29 11n0-D5 06 17 --� 25$0 14M- '41- '0- 10 ;16&1.75.4200-14100 003.004 �00-29 _- '00-0b 02 105 5098-Enbar -- �"-- ---- loam,0 to 4 percent slopes Enber 0-22 -40 -38- 18-23.27 1,151.35 4.00-14.00 0.1&0.20 0.0.2.9 3.040 .28 1.28 4 6 JAA 2249 -88 -16 18-19-27 1.35 1.55 4.00-14.00 0.14-0.18 10.0.2.9 0.6.1.0 1.20 .20 48 80 $4- -4- 5-12-16 1.50-1.70 14.00.4200 0.04-0.05 0.0-2.9 0.0 1.02 1.02 L SDA Natural Resources Web Soil survey UN 14 SM Conservation Service National CDoperative Soo Survey Pape 4 d 6 Physical Soil Properties--Gellatln County Area,Montana Lakes at Valley Wast Physical Soil Properbes-Gallatin County Area,Melons Map symbol Depth Sand Slit Clay Mast Saturated Avadahle lanai Organic Erosion Wind Vdind and aoil name bulk hydraogc water a Nrty matter factors --hbft ere ibdity density canduchvdy Gap-" gaup index Kvr Kt T In Pat Pct Pet oft micrD m/see Infin Pct Pct 510B— Meadowrree k loam,0 to 4 percent slopes Meadowcreek 0.11 At- -37- 18-22-25 1.20-1.40 4.00-14.00 0.18-0.20 0.0.2.9 2.0-5.0 .24 ,24 3 6 48 11-25 -2D- -54. 18-26.27 1.20-1.40 4.00-14,00 0.134115 0.0-2.9 1.0,3.0 .37 .37 25-60 -96- -2- 0-3-5 1.20-1.50 141.00 0.02-0.03 0.0-2.9 0.0-0.5 .02 .02 511 A---Fairway silt loam 0 to 2 percent slopes Fairway 0-15 26- -53- 15-21-27 1.20-1.40 4,00-14.00 0.1a-0.22 0.0-2.9 2.0-5,0 .24 .24 14 41. 86 1546 -21- -55- 18-24-30 1,20-1.40 4.00.14.00 0.16.0.20 0.0,2.9 1.0.2.0 .43 .43 4"0 94 -1- 0-5-10 1,20-1.60 42,00.141,00 0.09.0.04 0.02.9 0.5-1,0 .M .02 537A— Lamoose slit loam,0 to 2 percent slopes Lamoose 0.9 -22- -55- 18-23-27 1.10.1.20 4.00-14.00 0.17-0.21 0.0-2.9 4.0.6.0 .28 .20 3 6 48 9-27 -22- -55- 18-23-27 1.15-1.30 4.00.14.00 0.1 -0.18 0.0-2.a 2.0.4.0 .20 .97 27-60 -79 -17- 0-5-10 1.80.1.75 42.00-141.00 0.02-0.03 1 0.0-2.9 0.&C.5 .06 .15 Natural Resources Web sod Survey SWM14 Conservation Service National Cooperative Sal survey Naga 5 of a Physlcal Soil Properties--Gallatin County Area,Montane Lakes at Valley West Physicd Soil Properties-GalFabn County Area,Montmm IAap symhol Depth Send Silt Clay Mom Saturated Avadable Lmear Organic Eroean Wild 1Nind and moll name bulk hydraulic vlater extbuts Itty matter factors eroAUft erodbdity density conductn'dy capacity gmrrp index Kw Kf T In Pct Pct PCt W_ m(gr0 fn/eac 1r✓br Pct Pct 74BA--Hyalits- --- Beaverton camplaz,0 to 4 percent slopes Hyalite 0-5 -40- -36- 18.23-27 1.10-1.20 4.00-14.00 0.18-0.19 0.02.9 2.0.4.0 .32 .32 3 6 48 5.9 -34- -37- 25-30-36 1.30-1.40 1.40.4.00 0.16.0.19 3.0d.8 1.03.0 .32 .32 9-17 47- 483 25-30-35 1.30-1.40 1.40.4.00 0.12-0.17 3.0-6.9 1.0-3.0 .37 .37 17-23 -al- -19- 15.20-25 1.60.1,60 1.404.00 0.03-0.08 0.02.9 0.5-1.0 .10 .28 26-60 -78- -17- 0-5-10 1.60-1.70 42.00-141.00 0.02-0.04 0.0-2.9 0,0-0.5 .05 .24 Beaverton - 05T - 37- 2024-27 1201.404.OD1400 ;014-016- 0-Q 1� +2.9 ' .030 15 .,24 8- 7 36---- i521 125-30-35 11.40-100,400-1400 -008-010 i0,029� t0y.1.0 10 32 - -;21 25 -67- ;-19 110-1(-1B :1 5fi 4 75<42 W141 00 G.M-0 04 ;D O-2 8-- - 10 0-0 5 05 1 17 25-W 84 t41- i0-5-10 �1,55-175l4200-1410D ;0.03.0.04 00.2.9 '0t}05 02 05 I -----�-- —� -- -- - Data Source Information Soil Survey Area: Gallatin County Area,Montana Survey Area Data: Version 17,Dec 10,2013 LSDA Natural Resources Web Soil Survey 8/312014 Conservation Service National Cooperative Soil Survey Page 6 of 6 Corrosion of Concrete—Gallatin County Area,Montane a (Lakes at Valley West) m 490F00 490NO 490M 490070 490950 49105C 49123D 4872X 4331410 49L500 49-41'WN 1 i 45'40'SSN r I I I- 474V4'N 490em 43063D 49DM 490M 4909M 431IE0 49i140 +aim 490M 4M410 3 3 w Mrp.5�f:4,1271f VfRetlm A��r�ee(lI'Y$574�. N o 50 100 200 300 A 0 200 400 —KT : 11Co 1E140 �Maaiwr Cxnama3os WNW, dpet¢1RMZ—lMl1� Natural Resources Web Soft Sway 61=14 Conservation Service Nalimal Cooperative Soil Survey Page 1 of 3 Corrosion of Concrete—Gallatin County Area,Montana Lakes at Valley West Corrosion of Concrete Corrosion of Concrete—Summary by Map Unit—Gallatin County Area,Montana(W622) Map unit symbol Map unit name Rating Acres in AOI Percent of AOI 448A Hyalite-Beaverton Low 1.1 1.3% complex,moderately wet,0 to 2 percent slopes 509B Enbar loam,0 to 4 Low 6.0 7.3% percent slopes 510B Meadowereek loam,0 to Moderate 20.2 24.8% 4 percent slopes 511 A Fairway sift loam,0 to 2 Low 1.0 1.2% percent slopes 537A Lamoose slit loam,0 to 2 Low 16.1 19.7% percent slopes 748A Hyalite-Beaverton Low 37.3 45.7% complex,0 to 4 percent slopes Totals for Area of Interest 91.81 100.0% Description "Risk of corrosion" pertains to potential soil-induced electrochemical or chemical action that corrodes or weakens concrete.The rate of corrosion of concrete is based mainly on the sulfate and sodium content, texture, moisture content; and acidity of the soil. Special site examination and design may be needed if the combination of factors results in a severe hazard of corrosion. The concrete in installations that intersect soil boundaries or soil layers is more susceptible to corrosion than the concrete in installations that are entirely within one kind of soil or within one soil layer. The risk of corrosion is expressed as 'low,""moderate," or"high." Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff., None Specified Tie-break Rule. Higher Natural Resources Web Soil Survey 602014 Conservation Service National Cooperative Soil Survey Page 3 of 3 d Corrosion of Steel--Gellatln County Area,Montane 3 r (Lekea at Valley West) m 447+m 4905M 490780 4908M 49MM 491GM 491730 49UM 491410 4915W 49'4rWN l r:—fr__, I1, ILEA I _ I I 49'VWN 1 I � �1 I I 49.4d QN 1 1 1 l 1 1 1 1 I I 4s�475TN 4909:10 490fhU 490766 430WO 490950 491. 491t40 49171a 49MM 4914M r_ KWSde:U4,12albptNed m A Wxb7gn(11'x 8S'sheet i4 m N a so 1.00 210 300 a 2m 400 Boo r2oo 1-1. j dlul:VdBbl4NMU Cm mudats:NC3594 6dWtkm MZZ 12NV0U 4 [lsp� Naturai Resources Web Sal Survey 612/2014 '� Conservation Service NaUonal Cooperative Sall Survey Page 1 of 3 Corrosion of Steel--Gallatin County Area,Montana Lakes at Valley Weat Corrosion of Steel Corrosion of Stse}—Summary by Map Unit--Gallatin County Area,Montana(UT622) Map unit symbol Map unit name Rating Acres in A01 Percent of AOI �448A Hyalite-Beaverton Moderate 1.1 1.3% complex,moderately wet,0 to 2 percent slopes 509E Enbar loam,0 to 4 Moderate 6.0 7.3% percent slopes 510E Meadowcreek loam,0 to High 20.2 24.8% 4 percent slopes' 611A Fairway silt loam,0 to 2 High 1.0 1.2% percent slopes 537A Lamoose silt loam,0 to 2 I High 16.1 19.7% percent slopes 748A Hyalite-Beaverton Low 37.3 45.7% complex,0 to 4 percent slopes Taft is for Area:of Interest 81.6 100.0% Description "Risk of corrosion" pertains to potential soil-induced electrochemical or chemical action that corrodes or weakens uncoated steel. The rate of corrosion of uncoated steel is related to such factors as soil moisture, particle-size distribution, acidity, and electrical conductivity of the soil. Special site examination and design may be needed if the combination of factors results in a severe hazard of corrosion. The steel in installations that intersect soil boundaries or soil layers is more susceptible to corrosion than the steel in installations that are entirely within one kind of soil or within one soil layer. The risk of corrosion is expressed as"low," "moderate,"or"high." Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified Tie-break Rule: Higher Natural Resources Web Soil Surrey 6/2/2014 - Conservation Service National Cooperative Soil Surrey Page 3 of 3 a Dwellings Wish Basements—Gallatin County Area,Montana rx (Lakes at Valley West) 5 49060D 49 1M 4" 49= 490M 491230 4913b 491410 49'SOC 45 41'1PN 1 �fI I Ip��,- 1 i 1 � ?���!e¢ �`:mil �iF i�71fe - — r ar n u•N - - i Okla, 1i I 4749n'a YI - 1 1 t -_- —. 4Y4fl4•N 4900M 490590 49MM 4304A1 49Da50 46]650 4a114a 4B12� 4913M �1470 3 � Nli�Stiale:1:4,12(IipFhdmA�l>�pe(11'xt1S�9� � 0 50 300 xw 30D � A ' w am 12M MI :��� � Edr-km rrlZ.e1MWGSU uSPA Natural Resources Web Sag Survey 6/2/2014 i�f Conservation Service National Coopenative Soil Survey Page 1 of 6 Dwellings With Basements—Gallatin County Area,Montana Lakes at Valley West Dwellings With Basements Dwellings Wry Basements--Summary by Map Unit—GaiMn County Area,Montana(MT622) Map unit Map unit name Rating Component Rating reasom; Acres in AOl Percent of Apt symbol name(percent) (numeric values) 448A Hyalite- Somewhat Hyalite(70%) Large stones 1.1 1.3% Beaverton limited (0.02) complex, moderately Beaverton(20%) Large stones wet,0 to 2 (0.20) percent slopes Beaverton(5%) Large stones (0.21) Meadowcreek Depth to (5%) aakmded zone (0.99) 509E Enbar loam,0 to Very limited Enbar(85%) Flooding(1.00) 6.0 7.3% 4 percent slopes Depth to saturated zone (0.99) Nythar(10%) Flooding(1.00) Depth to saturated zone (1.00) Shrink-swell (0.50) 5106 Meadowcreek Somewhat Meadowcreek Depth to 20.2 24.8% loam,0 to 4 I limited (85%) saturated zone percent slopes (0.99) Beaverton(5%) Large stones (0,64) 511A Fairway slit loam, Somewhat Fairway(85%) Depth to 1.0 12% 0 to 2 percent limited saturated zone slopes (0.99) Meadowcreek Depth to (5°/0) saturated zone (0,99) 537A Lamoose silt Very limited Lamoose(85%) Depth to 16.1 19.7% loam, 0 to 2 saturated zone percent slopes (1,00) Bonebasin(10%) Flooding(1.00) Depth to saturated zone (1.00) *N.0)w creek Flooding(1.00) Depth to i saturated zone y y (0.99) USDA Natural Resources Web Soil Survey 61212014 Conservation Service National Cooperative Soil Survey Page 3 of 6 Dwellings With Basements--Gallatin County Area,Montana Lakes at Valley West Dwellings With Basements--Summary by Map Unit--Gallatin County Area,Montana(MT622) Map unit Map unit name Rating Component Rating reasons Acres in AGI Percent of AGI symbol name(percent) (numeric values) 748A Hyalite- Somewhat Hyalite(70%) Large stones 37.3 45.7% Beaverton limited (0.02) complex,0 to percent slopess Beaverton(20%) Large stones (0.20) Hyalite(5%) Large stones (0.02) Totals for Area of Interest 81.6 100.0% Dwellings With Basements—Summary by Rating Value Rating Acres In AOl Percent of AOI Somewhat limited 516 73.0% Very limited 22.0 27.0% Totals for Area of Interest 61.5 100.0% _ Natural Resources Web Soil Survey 61212014 Conservation Service National Cooperative Soil Survey Page 4 of 6 Dwellings Without Basements—Gallatin County Area,Montana a a ti (Lakes at Valley West) 'a 490500 447690 49WIW 490070 490960 unom 491140 491230 491323 491410 4%= 4P41'1PN 5 _ � I l,! _..�i 4gwQn r ! I I I I I ! - I I -- 4T 40 srn 490EM 430690 490VW 490M 490960 491050 .1. 491230 49LaA 491410 3 3 n MpSde:1A,12IIfp 9cdmA��pe{11.1[6$}Aw� m N 0 10 100 1. 3110 � Aa � 400 era I" t�pp � >�4 FDge0=U1MZ3W1MvWE5B4 zs� Natural Reaources Web Soil Survey 6/2M14 Conservation Service National Cooperative Sal Survey Page 1 of 5 Dwellings Without Basements—Gallatin County Area,Montana Lakes at Valley West Dwellings Without Basements Dwellings Without Basements--Summary by Map Unit—Gallatin County Area,Montana(MT622) Map unit Map unit name Rating Cofnponerd Rating reasons Acres in AOI Percent of AOl symbol name(percent) (numeric values) 448A Hyalite- somewhat Hyalite(70%) Large stones 1.1 1.3% Beaverton limited (0.02) complex, moderately Beaverton(20%) Large stones wet,0 to 2 (0.20) percent slopes Beaverton(5%) Large stones (0,21) 509E Enbar loam,0 to Very limited Enbar(85%) Flooding(1.00) 6.0 7.3% 4 percent slopes Nythar(10%) Flooding(1.00) Depth to saturated zone (1.00) Shrink-swell (0.50) 510B Meadowcreek Not limited Meadowcreek 20.2 24.8% loam,0 to 4 (85%) percent slopes 511A Fairway silt loam, Not limited Fairway(85%) 1.0 1.2% 0 to 2 percent slopes Meadowcreek (5%) 537A Lamoose silt Somewhat Lamoose(85%) Depth to 16.1 19.7% loam,0 to 2 limited saturated zone percent slopes (0.98) 748A Hyalite- Somewhat Hyalite(70%) Large stones 37.3 45.7% Beaverton limited (0.02) complex,0 to 4 percent slopes Beaverton(20%) Large stones (0.20) Turner(5%) Shdnk-swell (0.00) Hyalite(5%) Large stones Totals for Area of Interest 81.6 10o.0% Dwellings Without Basements,—Summary by hating Value Rating Acres In AOI Percent clAOl Somewhat limited 54.4 66.7% Not limited 21.2 26,0% Very limited 0.0 7.3% Totals for Area of Interest 81.6 100.0% _.. .y Natural Resources Web Soil Survey 6/2/2014 —� Conservation Service National Cooperative Soil Survey Page 3 of 5 Water Features--Gallatin County Area,Montana 014095CR Water Featufes-Gallatin County Area,MmNina Map unit symbol and soil Hydrologic Surface Manta Watertahle Pondhrg Flooding name group runoff Upper limit Loran limit Surface Duration Frequency OuraMon Frequ- y depth Ft Ft Ft 448Ar--Hyelite-0eavenon - complex,maderately well, 0 to 2 percent slopes Hyalite C — January — — — NdN6 — None February — — — None — None March Nona None April — — Nona None May 4.0-8.0 3.&0 — — None — None June 4.0,8.o "A — None — None July 4.0.8.0 >8.0 — None — None August 4.0-8.0 1,6.0 — None — None SBplenibef — — — — Nbiie — N&ie October — — Nona None November — — — None None USD.N Natural Resources Web Soil Survey 10t9t2014 Conservation Service National Cooperative Sail Survey Page 4 of 10 Water Features—Gallatin County Area,Montana 01409SCR Water Features-Galahn County Area,Motto a Map unit symbol and soll Hydrologic surface Month waltertalble Panding Floodiii name grow nooff Upper limit Lower IkM 9urfacs Durabon Frequerhry 13undkiin Frequency depth Ft Ft P? bar BeavgEatr IS imam ,Now Felli-ary p4onc March None mom jAwl — None May 4"0 !Nons June 4.0.80 I'S.0 'None !mom !J* 4"0 Noft -------------- It August 41.1180 1 None :56pitember Nlone Nune !Odober Now one - None ..- _--- -- -'Nana -•--- -----• -- -- _-._�.—i_ ... - •---f -.-- -._'Dr!camber 1 None None 5098—Enber loam,0 to 4 percent slopes Enbar 0 January None Brief Rare February None Brief Rare March None Brief Ras April 2.03.5 ".0 — None Brief Rare May 2.03.5 )-S.O — None Brief Rare June 2.0-3.5 -.18.0 — None Brief Rare July ITO—.&B ;.ao — or a Brw Rare Natural Resources Web Sol Survey 1OW014 Conservation Service National Cooperative Sad$Lzvay Page 5 of 110 Water Features--Gallatin County Area,Montana 01409SCR Water Features-Gallatin County Ares,Montane Map unit symbol and soil Hydrebgic Suli`ace North Watartable Pandrng Flowing name group runoff Upperltmrt Lower RfWd Surface Duration Frequency Duration Frequency depth Ft Ft Ft 5108—Meadowrseek loam, 0 to 4 percent slopes Meadowcreek C — January — — — — None — None February — — — None — None March — — — — None — None April 2.045 >6.0 — — None — None May 2.03.S >6.0 — None — None June 2.05.E >6.0 None None July — — — — None None August — — — — None None September — — — — None — None October — None — None November — — — None — None December — — — — None — HMO t] Natural Resources Web Soil Survey 1 o1912014 i Conservation Service National Cooperative Dal Survey Page 6 of 10 Water Features—Gallatin County Area,Montana 014095CR V40-Feaft Gallatin sty Ar.%Montarw MOP unit symbol and soil Hydrologic Surface Nkmth Water table name group runoff Pondmg FkKang upAerlimit f awer gmit Surface Duration Frequency duration Frequency depth 511Ar—Falrwaysilt loam,0110 Ff Ft FY 2 percent slopes Fairway C — Jenuary — — Nana — None February — — — — None None March — — None — None Apr# 2.".5 >8.0 — — None — None May 2.0-3.5 >6.0 — None — None June 2.0-.5 >6.0 — — None None July — — — Nana — None August — — — None Norte September — — None — None October — — — None — None November — — None None December Nane Natural Resources Web SON Survey Conservation Service National Cooperative Soil Survey t 0/912014 Page 7 of 10 Water Features--Gallefin County Area,Montana 014095CR Water Features—"abn County Area,Montana Map unit symbol and soll Hydrologic Surface Month Water table Pondmg Rooding name group runts► Upper Imut Lower bmit Surface Duration Fre Wcy Duration Frequency depth Ft Ft Ft 537A—Lemoose silt loom,0 to 2 percent slopes Lamoose BID January — — — — None None February — — — — None — None March — — — None — None April 1.0-2.0 >&0 None — None May 1.0-2.0 :40 — — None — Nano June 1.0 2.0 >6.0 — — None — None July 1.02.0 >&0 — — None — None August — — — None None September — — — None — None October — — None — None November — — — None — None December — — — None Wane ISM Natural Resources Web Sail Surrey 1019=14 Conservation Service National Cooperative Sail Survey Page a of 1G Water Features—Gallatin County Area,Montana O14Ug5CR Water Features-Gallatin County Area,Montana Map unit syndral and" Hydrologic Surface Month Water table pondmg FluodTrtg name group runoff Upper limit Lower limli Surface Duration Frequency Duration Frequency depth Ft Ft Fr 74BA-4 yalde•Beaverton complex,0 to 4 percent slopes Hyalte C — January — — — Nbrl€ — NOne February — — — — None Nana March — — None — None April — — — None — None May — — — None — None June — — — — None — None July — — — None — None August — — — — None None Sbptember — None — None October — — — — None — None November — — None None all Natural Resources Web Soll Survay 10)W2014 � V Conservation Service National Cooperative Sal Survey Page 9 of 10 Water Features--Gallatin County Area,Montana 01409SCR Water Feauwas-GallaSn County Area.Norstarra Map unit symbol and sod Hydrdo4c Surface Norm Water tale Pondwo Flooding name group runoff Upparlit»tt Lewerl3mH Surface Duration Frequency Duratlan Frequency Ft Ft Ft Decnrnber — — -------�— i Nam — t None Beiinrtoit 18 — t.iatuary, — — Nona Nate F +arY itYexte Nam - - . ----- - -- ----.. ---.-- -- -•-- — ---- Marchr-- - - — — -� -N,e _....._..—._. ._ _..j____. i_. .._....-. .iR'._...... _. —..__ —. ......... Nate _.. 'June e _ 1 fin► T— , J — ,•^ i None — Nate 1SWAmber i Nam None f !Gdcber — — 'None Nate l !November — — — INorte — None ;Nate :Nate Data Source Information Soil Survey Area: Gallatin County Area,Montana Survey Area Data: Version 17,Dec 10,2013 LKp�1 Natural Resources Web Soil Survey 1 019120 1 4 i� Conservation Service National Cooperative Soil Survey Page 10 of 10 Project: Lakes at Valley West Log of Boring TH-1 Project Location: Bozeman, MT Sheet 1 of 1 Project Number: 014095CR Date(s) 9-9-2014 Drilled Logged By DB Checked By AP Drilling Drill Bit Total Depth Method Excavator Size/Type of Borehole 9'8 Drill Rig Cat 325BL Drilling gIME Approximate Type Contractor Surface Elevation Groundwater Level g,g„ Sampling Hammer and Date Measured Method(s) Data Borehole Backfi II spoils Location Northeast portion of property(east of Laurel Pkwy) V 07 u7 d C m n .E co m C L p MATERIAL DESCRIPTION REMARKS AND OTHER TESTS OL•ML 11111 Topsoil GP Gravel Bar 6 P CL tan clay loam 5 GP � sandy gravels 00 v v0" oc v O P v 10 groundwater at 9'8";bottom of pit, Installed 12'perforated pipe groundwater monitoring well. 15 20 m In it U H � 25 c tC U a 9 N m 30 1lLIU (rr' CEOTE"W LLEN4![MMIllft 1114 East Babcock Street Bozeman,Montana 59n5 i. Office:406-51%�9533 hup;/(wwµccastler.ickermm Project: Lakes at valley West Log of Boring TH-2 Project Location: Bozeman, MT Sheet 1 of 1 Project Number: 014095CR Date(s)Drilled 9-9.2014 Logged By DB Checked By AP Drilling Drill Bit Total Depth , Method Excavator Slze/Type of Borehole $ Drill Rig Cat 325BL Drilling SIME Approximate Type Contractor Surface Elevation Groundwater Level Not Observed Sampling Hammer and Dale Measured Method(a) Data Borehole Backfil I spoils Location Northeast portion of property(east of Laurel Pkwy) °7 (U c dY T of O = L d MATERIAL DESCRIPTION � p � Of REMARKS AND OTHER TESTS ° Fill Topsoil&gravels fill OL-ML topsoil cL Tan clay loam; p-test to 30 and minimal penetration;very 5 stiff. GP native sandy gravels 10 15 2Q IY U 25 n 3 v to m 30 NN R�r"K�y� IV Y`,NR R Y 1145V4iGv[AA,et Bozo w�s�Gna 59` 971.5� ," oifica:406-584-M3 httpV/wwurc*Werodwrmm Project: Lakes at Valley West Log of Boring TH-3 Project Location: Bozeman, MT Sheet 1 of 1 Project Number: 01409SCR Date(s)Drilled 9.9.2014 Logged By DEI Checked By AP Drilling Drill Bit Total Depth Method Excavator Slze/Type of Borehole 12' Drill Rig Cat 325BL Drilling 51ME Approximate Type Contractor I Surface Elevation Groundwater Level Sampling Hammer and Date Measured 12� Method(s) Data Borehole Backfill Spoils Location Northeast portion of property(west of laurel Pkwy) 2 2 U �N o I- .�... U G y CL [1 w ft1 E 0 10 M o MATERIAL.DESCRIPTION kn X REMARKS AND OTHER TESTS Fill Sandy gravels OL-ML Dark black silt loam topsoil 5 cL tan clay loam GP • sandy gravels 00 00 0 10 O o P OP t7 groundwater at 12'; bottom of pit. 15 20 U a W 25 n 3 v U) w 30 _,,C ROCK CR , "OTKIilflCAL GINIEERMIG C 1114 East Babcock"et Boaeman,Mo:Ana 59715 offlce:406•5e5-95.33 htW/tvwwcastlemckaroom Project: Lakes at Valley West Log of Boring TH-4 Project Location: Bozeman, MT Sheet 1 of 1 Project Number: 01409SCR Date(s)Drilled 9-9,2014 Logged By DB Checked By AP Drilling Excavator Drill Bit Total Depth 11'10" Method Size/Type of Borehole Drill Rig Cat 3258L Drilling SINE Approximate Type Contractor I Surface Elevation Groundwater Lave, 11,101, Sampling Hammer and Date Measured Method(s) Data Borehole Backflll spoils Location North portion of property(west of Laurel Pkwy) (U N N C F F U CM m U a aY) — a 0 2 (� MATERIAL DESCRIPTION to •n to of REMARKS AND OTHER TESTS Fill Marbled fill;pockets of topsoil mixed with sandy gravels. OL-ML Dark Black silt loam topsoil 5 CL tan clay loam GP o sandy gravels no P 10 p p [7 Oo v Groundwater at 1110",bottom of pit. 15 20 ai U a m c 25 c q�q Gr rn GEOITUA14 t ENCANEEIR!!fG 1114 East Bat mck Street Bozeman,Montana 59715 61 ce:406-5m-9533 httpf/wwlµcastleracker.com Project: Lakes at Valley West Log of Boring TH-5 Project Location: Bozeman, MT Sheet 1 of 1 Project Number: 014095CR Dates) 9.9.2014 Logged By DB Checked By AP Drilled Drilling Excavator Drill Bit Total Depth Method Size/Type of Borehole Drill Rig Cat 325BL Drilling SIME Approximate Type Contractor I Surface Elevation Groundwater Level 11,8„ Sampling Hammer and Date Measured Method(s) Data Borehole spoils Location North portion of property Backfill P P p p rtY(west of Laurel Pkwy) in �i 0 U G 6 I Q 7 J7 o C7 MATERIAL DESCRIPTION `4° U).a � � REMARKS AND OTHER TESTS ° Fai Fill consisting of loamy gravels with organics; marbled with tan clay loam. 5 1a groundwater @ 11'8",bottom of pit. 15'8,,perforated groundwater monitoring well installed. p-test @ 6'=20: over 6"of penetration. 15 2a U U a a � 25 s e U) m ijCF CMIMCNIMALIENGINEMrwc } 1114 East Babmk Street Be-eman,Mo-•t_aa$9715 dr Or ce:496-5%-9533 httF://www.r derodw.com Project: Lakes at Valley West Log of Boring TH-6 Project Location: Bozeman, MT Sheet 1 of 1 Project Number: 014095CR Date(s) 9-9-2014 Logged By DB Checked By AP Drilled Drilling Excavator Drill Bit Total Depth 510.. Method Size/Type of Borehole Drill"g Cat 325BL Drilling SIME Approximate Type Contractor Surface Elevation Groundwater Level 5,0„ Sampling Hammer and Date Measured Method(s) Data Borehole Backfill spoils Location west-central portion of property Qust east of Westgate Ave) 0 ri 07 N N O cu c _J U n y a ca c� MATERIAL DESCRIPTION kn REMARKS AND OTHER TESTS OL-ML silt loam topsoil with organics M GP o fill consisting of tightly packed gravels in V 0 o clay loam matrix. A ov�0 00 D 5 groundwater @ F;bottom of pit. 10 15 20 m U a N 25 9 v to 30 .i ROCK 1` (( .GECnMCHNKAlRENGINEERING \r 2114 East Babcock Street Boieman,Montana 59715 � �� 6;.;ce�40650fi•9533 htW/www.castlerocker.Com Project: Lakes at Valley West Log of Boring TH-7 Project Location: Bozeman, M7 Project Number: 014095CR Sheet 1 of 1 Date(s) Drilled 9-8a2014 Logged By DB checked By AP Drilling Excavator Drill Bit Total Depth Method Size/Type of Borehole 4'6" DrilRig Cat 325BL Dr Typeilling or 3fME Approximate Co Surface Elevation Groundwater Level Sampling Hammer and Date Measured 4'6" Method(s) Data Borehole oils Beckf li Spoils Location southwest portion of property(west of Westgate Ave) m a; _ m n 0 CDN m o D is o MATERIAL DESCRIPTION f° ro m to a co REMARKS AND OTHER TESTS OL ML . dark silt loam topsoil �P °p Brown sandy gravels GP o gravels in olive grey clay loam matrix 00 v Oo p 5 groundwater @ 4'6';bottom of pit at 5' 10 1b 20 m i8 U U 25 9 v 0 N N m w 30 ROCK GEOI�ECHNICAL ENGlNEER#IiiG 1114tast Batcockstmet Bozeman,Montana 59725 t Ot MAC-3-58i-9533 http;//www.castlmClMr.Com Project Lakes at Valley West Log of Boring TH-8 Project Location: Bozeman, MT Sheet 1 of 1 Project Number: 014095CR Dates)Drill 9A94014 Logged By DB Checked By AP ed Drilling Excavator Drill Bit Total Depth 4, Method Size/Type of Borehole Drill Rig Cat 325BL Wlling StME Approximate Type Contractor Surface Elevation Groundwater Level 3,6„ Sampling Hammer and Date Measured Method(a) Data Borehole spoils Location southwest portion of property(west of Westgate Ave Backfilt 9 N D) cu p� ?+ D 0: O O wl'- J �_ l.- U m v � iD tv p g MATERIAL DESCRIPTION REMARKS AND OTHER TESTS GP v Tightly packed sandy gravels;6"of o c�o rootstock . w o� 00 v groundwater at 3.5';bottom of pit at 4'. s 10 15 20 m E it U m � 25 9 U 0 N co QI /; GEOTECFINKIIL ENGINEERING ? l 11:4 Oast Bahcock Street Bom-an,Montana swis Oflfce:406-586-4533 http:hlwv.w.castleroc4arcom Project: Lakes at Valley west Log of Boring TH-9 Project Location: Bozeman, MT Sheet 1 of 1 Project Number: 014095CR Dete(s) 9a9-2014 Logged By DB Checked By AP Drilled Drilling Excavator Drill Bit Total Depth 5,8„ Method Siz&7ype of Borehole Drill Rlg Cat 325BL Drilling stME Approximate Type Contractor I Surface Elevation Groundwater Level 5,8„ Sampling Hammer and Date Measured Method(s) Data Borehole Backfll spoils Location southeast portion of pond(east of Laurel Pkwy) rn Q V U ?� O Do U CL m a .r C E Ca 2 p 0 1 MATERIAL DESCRIPTION to a rn REMARKS AND OTHER TESTS 0 oL-ML dark silt loam topsoil;rootstock to 2' GP op sandy gravels po a OD 0 00 0 5 � 00 0 groundwater cQ 59';bottom of pit.Zone of moisture observed up to 3'b.g.s to is 20 d E U a � 25 0 v 3 7 U) i Q 30 ,YEi t ®7�K N �/1n� aiitlN.GAV�Irw�s tiNf" Offi Ea4tE.58r BtStreet Ecr.4WKCMomana 59715 F.Com OKce:40E 886-9533 http:/��.uwetcsstleraCla:rcom Project: Lakes at Valley West Log of Boring TH-1 D Project Location: Bozeman, MT Sheet 1 of 1 Project Number: 014095CR Dates) 9.94014 Logged 8y DB Checked By AP Drilled Drilling Excavator Drill Bit Total Depth Method Size/Type of Borehole 5�8�� Drill Rig Cat 325BL Drilling 51ME Approximate Type Contractor I Surface Elevation Groundwater level 5,8„ Sampling Hammer and Date Measured Method(s) Data Borehole Spoils Location southeast portion of property Backflll p p p p y(west of Laurel PiMy) U C C .@. —1V U N � CL _ o c7 MATERIAL DESCRIPTION 1O °1 cn � cn LL REMARKS AND OTHER TESTS OL-ML dark silt loam topsoil;rootstock to 6' cL tan clay loam sandy gravels 5 groundwater @ 7', bottom of pit. Installed 9'perforated groundwater monitoring well. 10 15 20 m E U n +�Qc 25 K U) m 3 3p ,y UG 1CRT' GEaFECHNIM It M MEEMUG V � 1114 East Babmck Street Bozeman,Montana 597fs 'YID Y 01i:M:406-586-9533 http:jwww.castlerodarxorn Project: Lakes at valley West Log of Boring TH-1 1 Project Location: Bozeman, MT Sheet 1 of 1 Project Number: 014095CR Date(s) 940.2014 Logged By D9 Checked By AP Drilling Excavator Drill Bit Total Depth 9'5" Method Slze/Type of Borehole Drill Rig Cat 325BL Drilling SIME Approximate Type Contractor Surface Elevation Groundwater Level 9,5„ Sampling Hammer and Date Measured Method(s) Data Borehole oils Location northwest Backfill spoils portion of property(east of Westgate Ave,edge of berm) m V w to y a� r .M a 'a c7 MATERIAL DESCRIPTION rn Z to of REMARKS AND OTHER TESTS 0 FIII fill consisting of gravelly spoils;wood and trash debris observed. Flit fill consisting of loam with gravels; p-test exceeds scale,very stiff to hard consistency. 5 cl_ tan clay loam; p-test=0;easily penetrated,soft consistency. �P sandy gravels t� groundwater@ 9'5", bottom of pit. 15 20 v U H � 25 a U W e 9 a 0 N d7 N 3D 't. ` cP,' ROCK •$$$�jC �et�enre 1114 fast Pgytock Street Bowman,Mont is 59715 Oflfce:4r;,586.9533 htt,*W/WWYu&SV-mckectom Project: Lakes at Valley West Log of Boring TH-12 Project Location: Bozeman, MT Sheet 'I of 1 Project Number: 014095CR Date(s)Drilled9-10-2014 Logged By DB Checked By AP Drilling Excavator Drill Bit Total Depth 4-0" Method Size/Type of Borehole Drill Rig Cat 325BL Drilling SANE Approximate Type Contractor I Surface Elevation Groundwater Level 4,0„ Sampling Hammer and Date Measured Method(s) Data Borehole Backfill spoils Location northweast portion of property(nearly in line of action of Westgate Ave) a) N G d CL ITO a g MATERIAL DESCRIPTION 14° `° °' v7 REMARKS AND OTHER TESTS OL-ML brown loam topsoil cL grey lean Gay loam;stiff consistency, near optimum moisture content GP v sandy gravels w groundwater @ 4%bottom of pit. 6 �0 15 20 m a U N 2s O U �Y 0 (V LO 9i h 3 1`�,�;� GEORE[HNIUEEMGN�ERIN� 1114 East Babcnck5treet Rottman,Montana 59715 $�� F cr.406-586-9533 hap://m astlerodwcam Project: Lakes at Valley West Log of Boring TH-13 Project Location: Bozeman, MT Project Number: 014095CR Sheet 1 of 1 Date(s) 9310-2014 Drilled Logged By DB Checked By AP Drilling Excavator Drill Bit Total Depth , Method Size/Type of Borehole TriieRlg Cat325BL Drilling Contractor 51ME Approximate Elevation yp Groundwater Level Sampling and Date Measured surface Method(s) Demmmer Borehole spoils Location northweast portion ofprop" Backflll p (In sag spot) M a; 5 _y _ Q. CD (� Q O v U cme ~ 67 t C 0. o c7 MATERIAL DESCRIPTION 0 GP REMARKS AND OTHER TESTS o sandy gravels groundwater at surface. 5 10 15 20 m ffi U 25 U s Q 0 N rn 30 f!� r PnCK V!,li F1' ' GEdT CHN MEEMNG � 1114 East 886cock Street St Oman,Mant,-.a 59715 oge:*r',Sa6-3533 http://WWV,.ceStle C-w.corn Project: Lakes at Valley West Log of Boring TH-14 Project Location: Bozeman, MT Sheet 1 of 1 Project Number: O14O9SCR Date(s) Drilled 9=10-2014 Logged By DB Checked By AP Drilling t Excavator Drill Bit Total Depth Method Size/Type of Borehole 9' DypDrilling PP Rig Cat 325BL Contractor SIME Approximate Surface Elevation Groundwater Level 9, Sampling Hammer and Date Measured Method(s) Data Borehole Backfill spoils Locatlon northern portion of property(between Westgate Ave&Laurel Pkwy) d m H J V CU o c a °; a E 12 E W 0 MATERIAL DESCRIPTION y REMARKS AND OTHER TESTS o Fill fill material consisting of silt loam marbled with lean clay;no gravels. p-test not uniform,voids exist; p-test C 40"b.g.s=15 to 20 p-test @ 67"=15 sampled 5gal.bucket of black loam fill material at 4.5' 5 4.5'to 5'thin-wall sample taken. OL tan clay loam p-test @ 8'=10 ' 6"minug sandy gravels 10 15 21) ai S U e 25 4 NIL 0 N AU ` ( )"`GEUFEC14" ,ENGINEERING �1-� V SSI4EastBabrockStrzlt Baxeman,Montana59115 T Oliicl:406-SE6-9533 htgs://wwv.•.castlerockef.cam Project: Lakes at Valley West Log of Boring TH-15 Project Location: Bozeman, MT Sheet 1 of 1 Project Number: 014095CR Date(s)Drilled 9-10-2014 Logged By DB Checked By AP Drilling Excavator Drill Bit Total Depth 2, Method Size/Type of Borehole Drill Rig Cat 325BL Drilling SIME Approximate Type Contractor I Surface Elevation Groundwater Level 2, Sampling Hammer and Date Measured Method(s) Data Borehole spoils Location northern portion of property(between Westgate Ave&Laurel P Backfill 9 ) w CM -J 0 o g MATERIAL DESCRIPTION in Z rn REMARKS AND OTHER TESTS 0 OL-ML dark silt loam topsoil GP v gravels in grey clay matrix. • groundwater @ 2',bottom of pit. 6 10 15 20 ai m E U 0 m � 25 a g 9 v 0 N N 0] 7 30 }r �L Jr,- ROCK 1114V�4F"t�Bah�rxl SVree[�801ei.laan Mor;,_ia�59715 �'1ip' 01'ce:40F.SM-9533 httpl/wowustlwtker.com Project: Lakes at Valley West Key to Log of Boring Project Location: Bozeman, MT Sheet 1 of 1 Project Number: 014095CR 0 C y H tM G m n c7 MATERIAL DESCRIPTION t� -0Ca 0 REMARKS AND OTHER TESTS 1 2 3 4 5 6 7 8 COLUMN DESCRIPTIONS 8Depth (feet):Depth in feet below the ground surface. 0 Sampling Resistance blows/6":Number of blows to advance driven Material Type:Type of material encountered. sampler six inches beyond seating interval using the hammer Graphic Log:Graphic depiction of the subsurface material identified on the boring log. encountered. © Sample Type:Type of soil sample collected at the depth interval ® MATERIAL DESCRIPTION:Description of material encountered. shown. May include consistency,moisture,color,and other descriptive FZ] Relative Consistency:Relative consistency of the subsurface text, material. © REMARKS AND OTHER TESTS:Comments and observations regarding drilling or sampling made by driller or field personnel. FIELD AND LABORATORY TEST ABBREVIATIONS CHEM:Chemical tests to assess corrosivity PI:Plasticity Index,percent COMP:Compaction test SA:Sieve analysis(percent passing No.200 Sieve) CONS:One-dimensional consolidation test UC: Unconfined compressive strength test,Qu,in ksf LL:Liquid Limit,percent WA:Wash sieve(percent passing No.200 Sieve) MATERIAL GRAPHIC SYMBOLS Lean CLAY,CLAY w/SAND,SANDY CLAY(CL) — AF C0 odd Poorly graded GRAVEL(GP) TYPICAL SAMPLER GRAPHIC SYMBOLS OTHER GRAPHIC SYMBOLS Auger sampler CME Sampler Pitcher Sample Water level(at time of drilling,ATD) 2-inch-OD unlined split Water level(_after waiting) Bulk Sample III Grab Sample spoon(SPT) Minor change in material properties within a III LLLIII stratum 34nch-OD California wl '2.5-inch-OD Modified Shelby Tube(Thin-walled, ._ _ Inferred/gradational contact between strata brass rings California wl brass liners fixed head) —�— Queried contact between strafe GENERAL NOTES 1:Soil classifications are based on the Unified Soll Classification System, Descriptions and stratum lines are interpretive,and actual Ilthologic changes may be gradual.Field descriptions may have been modified to reflect results of lab tests. 2:Descriptions on these logs apply only at the specific boring locations and at the time the borings were advanced.They are not warranted to be representative of subsurface conditions at other locallons or times. U m c a 53 7 O N L4 -fit••.M y r "_ '• `' GEE>MOMWAL ENGINEERG ' •.�%� 1114 East BabcockStreetacieman,Montana S?115 Figure B-1 Orflce:4DG http./Avwucast�erm--.r.com http.//wwucastrerm com GEOTECHNICAL TERMINOLOGY rk d55, Standard D 2487 s, Classification of Soils for Engineering Purposes (Unified Soil classification System) Particle Size Identification Boulders.........................over 12" Criteria for Assigning Group Symbols and Group Names Using LaboratoryTestsA— ° If cation Cobbles...........................3"to 12" 1 Cu Group Symbol Group Name Gravels Gravels 1 zCc S d` GW Well-graded gravels° Clean Gravels 3 coarse............................3/4'r to 3" More than 50% Cu<4 and/or gravels' fine................................No.4 to 3,4" COARSE-GRAINED of coarse Less than 5%fines 1>Cc>3` GP Poor raded SOI LS fraction Sand retained sieve Gravels with Fin Fines classify as ML 'Ity grave!°`G terse.....•••••••••• .No.4 to No.10 � No.4 sieve or MN �'M S! ••••..•••... More than 12%fines �� medium.........................No.10 to No.40 More than 50% Fines assi asCLor Cl-ryg-vel"I" retained on Sands Clean Sands Cut6an C fine................................No.40to No.200 c SW We1F ded sand" Silt................ ....No.200 to 0.005 mm NO.200 51@Ve 50%or more r Cu<6an or ••••.•••..... of coarse Less than SIX > > c SP Poorly-graded sand,, Clay less than 0.005 mm fraction Sand with Fines inesco'sM as 5fyi 58t .d r'�" I passes I No.4 sieve More than 12%fines' Ft^g dassify as CL or Relatjy2 Density of GayeysandF'�'" BPF=Blows Per Foot Silts and clays Pi>v a�n �lgts a or CL -kr.w CDhensionless Soils FINE-GRAINED ys inorganic a A e leant SOILS liquid Pl<4 orplots �,, -- very loose............................0 to 4 BPF limit a line' ML Silt' LI loose....................................less than sa 5 to 10 BPF organic ll not n OL Organic cl V.I.a�" medium dense.....................11 to 30 BPF 50%or more organic At _ dense. passes Silts and Clays inorganic PI�O a lon-ot-- CH Fat Kam` ..................................31 to 50 BPF P� very dense............................over 50 BPF the No.2DQsieve Liquid limit ow°A"line las sil '��u- 50ormore organic °Yef a'i� OH Or nicclap- nar nic silt" 11 Consistency of Cohesive Soils UILS LY ORGANIC Primarily organic matter,dark in color,and organic odoi Peat lirery Soft............................0 to 1 BPF soft ..2to3BPF 48aaetl on!he'.wlatial passrrg t'rp 3�.L75•mmr siero. •••••••.••••••••••••.••••••••••••• afr'e•C same a a-rm.ea coaHes o:r��•ae s.or xtr add rather soft.........................A to 5 8PF ter/0, � '�`� � bmvw s Or bml'to medium.............................6 to 8 BPF Cu_pia Cc � Soup nar•e °!f ad'a Wits a„ ,sard.add 1::ti ears v 2c-a^-a rather stiff..................... 12 BPF '3ra.o S'01 S!3'.2`.ra^_.r-i.i-e r�:J a--_t a ..9 to r.Gv wer�nl.ea rate re s:r Stiff..................................13 t0 16 BPF GA:Gc aeb•ga__]ga:a..s!a as; -1A1:eve� _sr77 r J -ax-ss atia t.:.:raC__•�a'!,5a� G*-Gt.! in M N 62'Lx'a ae r]t]23=- r%0. 'a a.ti .t:j-a}'6�•p a' very stiff...........................17 to 30 BPF po Y4'aeea g^L:e w]^a,t 3. 23J ai].a.H ra�]'a-'atr GP-GC poorly cradw grave rv'Irl day -d sa=IAM_1'4 ELM No.2W.pramm r-nay red and'sad't.group rR,,s '.r fines crasssfY as CL-UL.ore 6uer spr.7s1 G4.31A:r saSx ;"sa eo,mns-'30',y Us+k 2aa raaamu!aa hard..................................over 30 BPF p nY gMre,add'g-a•etl/b paup nrne c If noes era crgarla-add�ntn otiana Mres'to group name P 4 And plots aft w awve'A'rrre Content(MC) ,,If toil corea!fq 115°o gravel,add iw9h �P c4 or prove belay A- re. Moisture Cori graver ro group nerve. P Pr obts on Or above'A'Ine '$V.-St' s!-sl arjw:i 3ro-, :sv-Lc:s Description s::•8N aell�rala-lrar�a':]sit Po�..!s_acx'A''he. rather d M SV1.SC a�ergra•_`odaer ra a v:.t•�c sJ dry MC less than 5%,absence SP-SSr=:::+grated arc 44.1 s: SA-SC poory grace]sarti m-da, of moisture,dusty moist MC below optimum,but no so visible water roruat ftatibnol&I welnetl sons wet MC over optimum,visible a"tlfirw4ffainedSactimofcoar%grimirma free water,typically below do eytretxm01"A-,°Ulis I water table HDI2°"talaPI-4tou•=25.5. saturated Clay soils where MC over titer=PI-o-79(LL-0) optimum 40 _ Eao a d'ir toot ' r _ •f' p Vev8da at LL=tBIo pl•7 Mew PI O.s(1.1-81 30 - USDA Textural Soil Classification to d AIH dr off s] ` ` 41 i V 4 _--- q atlfL A1L d ° 20 3D 40 so so an .� ao ao ioo iio » � LIOUIVLIRWIFILL) srrrcv \ '�;� S drr Laboratory Tests Terminology a�i oan% �ty ew da 30_ DD Dry density,pcf OC Organic,content% LL Liquid Limit WD Wet density,pcf P200 Percent passing 200 sieve PL Plastic Limit z� qu Unconfined compressive strength, sf � r p PI Plasticity Index to qp Pocket penetrometer strength,tsf MC Natural moisture content,% Particle Size Distribution Report c c o c ,E o o a o 0 o e 100 r r r r r i r 0 r r r r r i r r i i i r 10 i r r i i i i i r i r r r r 80 20 r r r r r r r r 30 M Lll r r r r r Z BO i r r r r r 40 r r i n1 i r Z i i i r r i r i Z 50 r i r r r r r i i r 50rr C) r r r r r LLl 40 i i i i i r ' 60 (. mi r r i i r r r r r 70 M r r r r r r r r i r r i i r i i i r r i r r r 20 r r i i i i i r r r r r i r r r 80 10 ' r r r r i r i i 90 r r r r i r r r p 1.0.0 100 10 1 Q: %91 0.001 GRAIN SIZE-mm. %+3" %Grawl %Sand I %Fines Coarse Fine lCoarsel Medlam Fine Slit caey 10.2 35.9 18.7 1 7A 13.6 1 8.2 6.0 TEST RESULTS Material Description Opening Percent Spec." Pass? Size Finer (Percent) (X=Fall) 4"--- 100.0 -- - -- 3 89.8 Atterber Limits ASTM D 4318 2" 79.1 PL= LLn PI= 1 1/2 68.9 1" 60.5 Classification 3/4" 53.9 USCS(D 2487)= AASHTO(M 145)= 1/2" 47.2Coefficients 3/8" 43.4 D90= 76.7513 D85m 63.3066 DBO= 24.7800 #4 35.2 050= 15.4576 D30= 2.6498 1395= 0.4671 #10 27.8 D10= 0.2354 CL= 105.29 CC= 1.20 #20 20.4 #40 14.2 Remarks #60 10.3 4100 8.0 #200 6.0 Date Received: 9-10-14 Date Tested: 9-15-14 Tested By: SB Checked By: NG Title: (no specification provided) Source of Sample: 014095CR Valley West Depth:6"minus Pit Run Date Sampled: ampl��if umber: G14660 Pioneer Technical Services, Inc. [Client: Castle Rock Geotedinical 006 Pronghorn Trail,Suits A-Bozeman,MT 59718 ject: General Testing Ph.406-388-8578-Fax 406-388-8579 pro t No: I ur COMPACTION TEST REPORT 160 150 140 o 0 130 ZAV for Sp.G. 1#120 2.75 110 2 4 6 8 10 12 14 Water content, % —a---Rock Corrected —c -Uncorrected Test specification: ASTM D 698-07 Method C Standard ASTM D 4718-87 Oversize Corr. Applied to Each Test Point Elev/ Classification Nat. %> %s Depth USCS AASHTO Moist. Sp•G. LL PI 314In. No.200 6"rrunus Pit Run 2.65 46.1 6.0 ROCK CORRECTED TEST RESULTS UNCORRECTED MATERIAL DESCRIPTION Maximum dry density= 147.1 pcf 134.4 pcf Optimum moisture=5.4% 8.6% Project No. Client: Castle Rock Geotechnical Remarks: Project: General Testing Assumed Specfic Gravity OSource of Sample: 01409SCR Vatle-West Sample Number: G14660 Pioneer Technical Services, Inc. 106 Pronghorn Trail, Suite A- Bozeman, MT 59718 Ph. 406-388-8578 - Fax 406-388-8579 Figure Tested By: SR Checked By: LIQUID AND PLASTIC LIMITS TEST REPORT 60 Da*,hej line indicatas the approximPte upper lili+,it boarldaq fits; i-imurai soil., 50 40 Lu z_ U 30 a 20 , ♦. 10 0 0 10 20 30 40 50 60 70 80 90 100 110 LIQUID LIMIT SOIL DATA NATURAL SYMBOL SOURCE SAMPLE DEPTH WATER PLASTIC LIQUID PLASTICITY NO. CONTENT LIMIT LIMIT INDEX USCS % y, % % s 014095CR G14661 TH-14(4.5') 26 46 20 CI. Valley West BGS Pioneer Technical Services,Inc. Client: Castle Rock Geotechnical 106 Pronghom Trail,Suite A-Bozeman,MT 59718 Project: General Testing Ph.406388-8578•Fax 406-NO-8578 Project No.: Flours Tested By: -SB—_ . Checked By: COMPACTION TEST REPORT 96 94.5 93 Q 91.5 90 ZAV for Sp.G. 88.5 2 45 18 20 22 24 2 28 30 Water content,% Test specification: ASTM D 698-07 Method B Standard Elev/ Classification Nat. ,�o Depth USCS AASHTO Moist. Sp•G. LL Pl /o a TH-14 3/8 in. No.200 (4.5)BGS CL A-7-6(18) 2.65 46 20 1.6 83,3 TEST RESULTS MATERIAL DESCRIPTION Maximum dry density=94.7 pof lean clay with sand Optimum moisture=23.5% Project No. Client: CastIe hock Geotechnical Protect: General Testing �Remarks: Assumed Specific Gravity ,0Source of Sam le:014095CR Valle West Sam le Number: 014661 17— Pioneer Technical Services, Inc. 106 Pronghorn Trail, Suite A- Bozeman, MT 59718 Ph. 406-388-8578- Fax 406-388-8579 Fi ure Tested By:-SB- Checked By: LPS— Organic Content by Loss on Ignition ASTM D2974-00 Client: Castle Rock Geotechnical Project: Valley West Project Number: 014095CR Lab Number G14661 Tested By: SB Date of Testing: 9/20/2014 Sample Description: TH-14 (4.5') BGS Sample ID TH-14 (4.5') BGS Lab Number G14661 Oven Dry+Tare 321.48 Ignited Dry+Tare 312.18 Tare 155.51 %Ash Content 94.4 ozv -Ul— _ m n o F ,Z �° ao, z' 1 — N m C t 41 F+ P n �I. n p a p j row a QQ N 0 =r in. :3 D Q N _j3 2 * m m N Da T{ i m Ica a13 , r o- o --i• N �lvutWd i3any-i ► a;. II . 7 °1 < mo l0 in 1 D_ Z9 N Q oy � r� a� - 0 H - _ A � � 1 i i Z O m r n O N —000 O_ rU m y d d 0 [p O M S d m D- .� � � O m O N m C � m m In, 4 :wF In s� �^ Dov y n y a m = a.— mIQ aCF -N Ali ' I � m Co z � r g C1 l�h • 1. �r loor