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HomeMy WebLinkAbout20A Geotech Report - Part 1 Geotechnical Investigation Report \\Central-Server1\Public\Jobs\JBS 2014\014095CR\GR - Lakes at Valley West.doc 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 geotechnical 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. Figure 1 – Vicinity and Topographic Map circa 1987 Geotechnical Investigation Report \\Central-Server1\Public\Jobs\JBS 2014\014095CR\GR - Lakes at Valley West.doc 2 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. Geotechnical Investigation Report \\Central-Server1\Public\Jobs\JBS 2014\014095CR\GR - Lakes at Valley West.doc 3 Site Research Montana Bureau of Mines and Geology (MBMG) 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 arid 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. 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. Geotechnical Investigation Report \\Central-Server1\Public\Jobs\JBS 2014\014095CR\GR - Lakes at Valley West.doc 4 Figure 3 – NRCS Soil Units (See attached NRCS 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. All soil units except units 448A and 748A were listed on the NRCS National List of Hydric Soils 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. Geotechnical Investigation Report \\Central-Server1\Public\Jobs\JBS 2014\014095CR\GR - Lakes at Valley West.doc 5 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 9th and 10th, 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 Geotechnical Investigation Report \\Central-Server1\Public\Jobs\JBS 2014\014095CR\GR - Lakes at Valley West.doc 6 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 Location Liquid Limit Plasticity Index % Organic Matter USCS Symbol 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 – Swell Classification Liquid Limit Plasticity Index Swell (%) 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. Geotechnical Investigation Report \\Central-Server1\Public\Jobs\JBS 2014\014095CR\GR - Lakes at Valley West.doc 7 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. 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. Geotechnical Investigation Report \\Central-Server1\Public\Jobs\JBS 2014\014095CR\GR - Lakes at Valley West.doc 8 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 5 & 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 500X 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. 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 Geotechnical Investigation Report \\Central-Server1\Public\Jobs\JBS 2014\014095CR\GR - Lakes at Valley West.doc 9 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 lb/ft2. 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 4-inch 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. Geotechnical Investigation Report \\Central-Server1\Public\Jobs\JBS 2014\014095CR\GR - Lakes at Valley West.doc 10 Figure 6 – Foundation Plan – Typical Stem Wall with Crawl-Space Figure 7 – Foundation Plan – Typical Stem Wall with Slab-on-Grade Geotechnical Investigation Report \\Central-Server1\Public\Jobs\JBS 2014\014095CR\GR - Lakes at Valley West.doc 11 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 backfill 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 walls 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. Application Percent Compaction Wall Backfill 95 Structural Fill Under Slab 97 Structural Fill Under Footing 98 Geotechnical Investigation Report \\Central-Server1\Public\Jobs\JBS 2014\014095CR\GR - Lakes at Valley West.doc 12 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). Geotechnical Investigation Report \\Central-Server1\Public\Jobs\JBS 2014\014095CR\GR - Lakes at Valley West.doc 13 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 18th, 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, S1, 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 PROFESSIONAL GEOTECHNICAL ENGINEER LICENSED - MONTANA, UTAH, COLORADO, IDAHO, WYOMING & HAWAII, NEVADA, NORTH DAKOTA CASTLE ROCK GEOTECHNICAL ENGINEERING INC. 1114 EAST BABCOCK BOZEMAN, MONTANA 59715 C: (406) 539-8439 O: (406) 586-9533 www.castlerocker.com andy@castlerocker.com Geotechnical Investigation Report \\Central-Server1\Public\Jobs\JBS 2014\014095CR\GR - Lakes at Valley West.doc 14 Attachments: NRCS Soil Data Soil Bore Logs Geotechnical Terminology Sheet Laboratory Test Results Test Hole Map (2014) Test Hole Map (2005) Map Unit Name—Gallatin County Area, Montana (Lakes at Valley West) Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 6/2/2014 Page 1 of 350586605058750505884050589305059020505911050592005058660505875050588405058930505902050591105059200490600490690490780490870490960491050491140491230491320491410491500 490600 490690 490780 490870 490960 491050 491140 491230 491320 491410 45° 41' 11'' N 111° 7' 14'' W45° 41' 11'' N111° 6' 32'' W45° 40' 52'' N 111° 7' 14'' W45° 40' 52'' N 111° 6' 32'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 12N WGS84 0 200 400 800 1200Feet 0 50 100 200 300Meters Map Scale: 1:4,120 if printed on A landscape (11" x 8.5") sheet. Map Unit Name Map Unit Name— Summary by Map Unit — Gallatin County Area, Montana (MT622) Map unit symbol Map unit name Rating Acres in AOI Percent of AOI 448A Hyalite-Beaverton complex, moderately wet, 0 to 2 percent slopes Hyalite-Beaverton complex, moderately wet, 0 to 2 percent slopes 1.1 1.3% 509B Enbar loam, 0 to 4 percent slopes Enbar loam, 0 to 4 percent slopes 6.0 7.3% 510B Meadowcreek loam, 0 to 4 percent slopes Meadowcreek loam, 0 to 4 percent slopes 20.2 24.8% 511A Fairway silt loam, 0 to 2 percent slopes Fairway silt loam, 0 to 2 percent slopes 1.0 1.2% 537A Lamoose silt loam, 0 to 2 percent slopes Lamoose silt loam, 0 to 2 percent slopes 16.1 19.7% 748A Hyalite-Beaverton complex, 0 to 4 percent slopes Hyalite-Beaverton complex, 0 to 4 percent slopes 37.3 45.7% Totals for Area of Interest 81.6 100.0% 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 Map Unit Name—Gallatin County Area, Montana Lakes at Valley West Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 6/2/2014 Page 3 of 3 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 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 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 Map Unit Description---Gallatin County Area, Montana Lakes at Valley West Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 6/2/2014 Page 3 of 11 2Bk - 25 to 60 inches: moderately alkaline, extremely cobbly 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 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 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) 509B—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 Map Unit Description---Gallatin County Area, Montana Lakes at Valley West Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 6/2/2014 Page 4 of 11 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 water storage 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 Map Unit Description---Gallatin County Area, Montana Lakes at Valley West Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 6/2/2014 Page 5 of 11 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 Setting Landform: Stream terraces Down-slope shape: Linear Across-slope shape: Linear Parent material: Alluvium Typical profile A - 0 to 11 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 Map Unit Description---Gallatin County Area, Montana Lakes at Valley West Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 6/2/2014 Page 6 of 11 Across-slope shape: Linear Ecological site: Shallow to Gravel (SwGr) 15-19" p.z. (R044XS354MT) 511A—Fairway silt loam, 0 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) Map Unit Description---Gallatin County Area, Montana Lakes at Valley West Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 6/2/2014 Page 7 of 11 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) Map Unit Description---Gallatin County Area, Montana Lakes at Valley West Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 6/2/2014 Page 8 of 11 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: B/D 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) 748A—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 2Bt3 - 17 to 26 inches: neutral, very cobbly sandy clay loam 3C - 26 to 60 inches: neutral, very cobbly loamy sand Map Unit Description---Gallatin County Area, Montana Lakes at Valley West Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 6/2/2014 Page 9 of 11 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 Map Unit Description---Gallatin County Area, Montana Lakes at Valley West Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 6/2/2014 Page 10 of 11 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 Map Unit Description---Gallatin County Area, Montana Lakes at Valley West Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 6/2/2014 Page 11 of 11 Engineering Properties–Gallatin County Area, Montana Map unit symbol and soil name Pct. of map unit Hydrolo gic group Depth USDA texture Classification Fragments Percentage passing sieve number—Liquid limit Plasticit y indexUnifiedAASHTO>10 inches 3-10 inches 4 10 40 200 In Pct Pct Pct 448A—Hyalite- Beaverton complex, moderately wet, 0 to 2 percent slopes Hyalite 70 C 0-5 Loam CL-ML A-4 0 0-10 95-100 90-100 75-95 55-75 25-30 5-10 5-9 Clay loam, loam, silty clay loam CL A-6 0 0-10 90-100 85-100 75-90 60-80 30-35 10-15 9-17 Clay loam, silty clay loam, gravelly loam CL, GC, SC A-6 0 0-15 65-95 60-90 55-80 40-75 30-35 10-15 17-26 Very cobbly sandy clay loam, very cobbly sandy loam, extremely cobbly sandy loam GM, SM A-1, A-2 0 30-55 35-65 30-60 20-50 10-25 20-35 NP-10 Engineering Properties---Gallatin County Area, Montana Lakes at Valley West Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 6/3/2014 Page 4 of 8 Engineering Properties–Gallatin County Area, Montana Map unit symbol and soil name Pct. of map unit Hydrolo gic group Depth USDA texture Classification Fragments Percentage passing sieve number—Liquid limit Plasticit y indexUnifiedAASHTO>10 inches 3-10 inches 4 10 40 200 In Pct Pct Pct 26-60 Very cobbly loamy sand, very cobbly sand, extremely cobbly coarse sand GM, GP- GM, SM, SP- SM A-1 0 30-55 35-65 30-60 15-40 5-15 —NP Beaverton 20 B 0-5 Cobbly loam CL-ML, SC-SM A-4 0 15-30 75-95 70-90 60-80 45-65 25-30 5-10 5-21 Very cobbly clay loam, very cobbly sandy clay loam, very gravelly clay loam GC, GC- GM, SC, SC- SM A-2, A-4, A-6 0 20-40 45-70 40-60 35-55 20-40 25-35 5-15 21-25 Very cobbly coarse sandy loam GM, GP- GM, SM, SP- SM A-1 0 25-50 30-75 20-65 10-50 5-15 —NP 25-60 Extremely cobbly loamy coarse sand, extremely gravelly sand, very cobbly loamy sand GM, GP- GM, SM, SP- SM A-1 0 25-50 30-75 20-65 10-50 5-15 —NP 509B—Enbar loam, 0 to 4 percent slopes Enbar 85 C 0-22 Loam CL-ML A-4 0 0 80-100 75-100 60-85 50-75 20-30 5-10 22-49 Loam, sandy loam CL-ML, ML A-4 0 0 80-100 75-100 60-85 50-75 20-30 NP-10 49-60 Very gravelly sandy loam, very gravelly loamy sand, extremely gravelly sandy loam GM, GP- GM A-1, A-2 0 0-10 25-60 15-50 10-40 5-30 15-25 NP-5 Engineering Properties---Gallatin County Area, Montana Lakes at Valley West Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 6/3/2014 Page 5 of 8 Engineering Properties–Gallatin County Area, Montana Map unit symbol and soil name Pct. of map unit Hydrolo gic group Depth USDA texture Classification Fragments Percentage passing sieve number—Liquid limit Plasticit y indexUnifiedAASHTO>10 inches 3-10 inches 4 10 40 200 In Pct Pct Pct 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 50-75 20-30 5-10 11-25 Loam, sandy loam, silt loam CL-ML, SC-SM A-4 0 0 95-100 90-100 70-90 40-75 20-30 5-10 25-60 Very gravelly sand, extremely gravelly sand, very gravelly loamy sand GP, GP- GM A-1 0 0-10 25-45 15-35 10-25 0-10 0-19 NP 511A—Fairway silt loam, 0 to 2 percent slopes Fairway 85 C 0-15 Silt loam CL-ML A-4 0 0 100 100 90-100 70-90 20-30 5-10 15-46 Silt loam, loam, silty clay loam CL, CL- ML A-4, A-6 0 0 100 100 85-100 60-90 25-40 5-15 46-60 Sand, gravelly loamy sand, very gravelly sand GP-GM, SM, SP, SP-SM A-1, A-2 0 0-10 40-100 30-100 20-60 0-15 —NP 537A—Lamoose silt loam, 0 to 2 percent slopes Lamoose 85 B/D 0-9 Silt loam CL, CL- ML A-4, A-6 0 0 80-100 75-100 70-95 55-90 25-35 5-15 9-27 Loam, silt loam, gravelly loam CL, CL- ML, GC, GC-GM A-2, A-4, A-6 0 0 55-100 50-100 45-95 30-85 25-35 5-15 27-60 Very gravelly loamy sand, very gravelly sand, extremely gravelly sand GM, GP, GP-GM A-1 0 0-20 25-55 20-50 10-40 0-15 0-14 NP Engineering Properties---Gallatin County Area, Montana Lakes at Valley West Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 6/3/2014 Page 6 of 8 Engineering Properties–Gallatin County Area, Montana Map unit symbol and soil name Pct. of map unit Hydrolo gic group Depth USDA texture Classification Fragments Percentage passing sieve number—Liquid limit Plasticit y indexUnifiedAASHTO>10 inches 3-10 inches 4 10 40 200 In Pct Pct Pct 748A—Hyalite- Beaverton complex, 0 to 4 percent slopes Hyalite 70 C 0-5 Loam CL-ML A-4 0 0-10 95-100 90-100 75-95 55-75 25-30 5-10 5-9 Clay loam, loam, silty clay loam CL A-6 0 0-10 90-100 85-100 75-90 60-80 30-35 10-15 9-17 Clay loam, silty clay loam, gravelly loam CL, GC, SC A-6 0 0-15 65-95 60-90 55-80 40-75 30-35 10-15 17-26 Very cobbly sandy clay loam, very cobbly sandy loam, extremely cobbly sandy loam GM, SM A-2, A-1 0 30-55 35-65 30-60 20-50 10-25 20-35 NP-10 Engineering Properties---Gallatin County Area, Montana Lakes at Valley West Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 6/3/2014 Page 7 of 8 Engineering Properties–Gallatin County Area, Montana Map unit symbol and soil name Pct. of map unit Hydrolo gic group Depth USDA texture Classification Fragments Percentage passing sieve number—Liquid limit Plasticit y indexUnifiedAASHTO>10 inches 3-10 inches 4 10 40 200 In Pct Pct Pct 26-60 Very cobbly loamy sand, very cobbly sand, extremely cobbly coarse sand GM, GP- GM, SM, SP- SM A-1 0 30-55 35-65 30-60 15-40 5-15 —NP Beaverton 20 B 0-5 Cobbly loam CL-ML, SC-SM A-4 0 15-30 75-95 70-90 60-80 45-65 25-30 5-10 5-21 Very cobbly clay loam, very cobbly sandy clay loam, very gravelly clay loam GC, GC- GM, SC, SC- SM A-2, A-4, A-6 0 20-40 45-70 40-60 35-55 20-40 25-35 5-15 21-25 Very cobbly coarse sandy loam GM, GP- GM, SM, SP- SM A-1 0 25-50 30-75 20-65 10-50 5-15 —NP 25-60 Extremely cobbly loamy coarse sand, extremely gravelly sand, very cobbly loamy sand GM, GP- GM, SM, SP- SM A-1 0 25-50 30-75 20-65 10-50 5-15 —NP Data Source Information Soil Survey Area: Gallatin County Area, Montana Survey Area Data: Version 17, Dec 10, 2013 Engineering Properties---Gallatin County Area, Montana Lakes at Valley West Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 6/3/2014 Page 8 of 8 Report—Physical Soil Properties Physical Soil Properties–Gallatin County Area, Montana Map symbol and soil name Depth Sand Silt Clay Moist bulk density Saturated hydraulic conductivity Available water capacity Linear extensibility Organic matter Erosion factors Wind erodibility group Wind erodibility indexKwKfT In Pct Pct Pct g/cc micro m/sec In/In Pct Pct 448A—Hyalite- Beaverton complex, moderately wet, 0 to 2 percent slopes Hyalite 0-5 -40--38-18-23- 27 1.10-1.20 4.00-14.00 0.18-0.19 0.0-2.9 2.0-4.0 .32 .32 3 6 48 5-9 -34--37-25-30- 35 1.30-1.40 1.40-4.00 0.16-0.19 3.0-5.9 1.0-3.0 .32 .32 9-17 -17--53-25-30- 35 1.30-1.40 1.40-4.00 0.12-0.17 3.0-5.9 1.0-3.0 .37 .37 17-26 -61--19-15-20- 25 1.50-1.60 1.40-4.00 0.03-0.08 0.0-2.9 0.5-1.0 .10 .28 26-60 -79--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 0-5 -39--37-20-24- 27 1.20-1.40 4.00-14.00 0.14-0.16 0.0-2.9 1.0-3.0 .15 .24 3 7 38 5-21 -34--37-25-30- 35 1.40-1.60 4.00-14.00 0.08-0.10 0.0-2.9 0.5-1.0 .10 .32 21-25 -67--19-10-14- 18 1.55-1.75 42.00-141.00 0.03-0.04 0.0-2.9 0.0-0.5 .05 .17 25-60 -84--11-0- 5- 10 1.55-1.75 42.00-141.00 0.03-0.04 0.0-2.9 0.0-0.5 .02 .05 509B—Enbar loam, 0 to 4 percent slopes Enbar 0-22 -40--38-18-23- 27 1.15-1.35 4.00-14.00 0.16-0.20 0.0-2.9 3.0-5.0 .28 .28 4 6 48 22-49 -66--15-18-19- 27 1.35-1.55 4.00-14.00 0.14-0.18 0.0-2.9 0.5-1.0 .20 .20 49-60 -84-- 4-5-12- 18 1.50-1.70 14.00-42.00 0.04-0.05 0.0-2.9 0.0 .02 .02 Physical Soil Properties---Gallatin County Area, Montana Lakes at Valley West Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 6/3/2014 Page 4 of 6 Physical Soil Properties–Gallatin County Area, Montana Map symbol and soil name Depth Sand Silt Clay Moist bulk density Saturated hydraulic conductivity Available water capacity Linear extensibility Organic matter Erosion factors Wind erodibility group Wind erodibility indexKwKfT In Pct Pct Pct g/cc micro m/sec In/In Pct Pct 510B— Meadowcree k loam, 0 to 4 percent slopes Meadowcreek 0-11 -41--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 -20--54-18-26- 27 1.20-1.40 4.00-14.00 0.13-0.15 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 511A—Fairway silt loam, 0 to 2 percent slopes Fairway 0-15 -26--53-15-21- 27 1.20-1.40 4.00-14.00 0.18-0.22 0.0-2.9 2.0-5.0 .24 .24 4 4L 86 15-46 -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 46-60 -94-- 1-0- 5- 10 1.20-1.50 42.00-141.00 0.03-0.04 0.0-2.9 0.5-1.0 .02 .02 537A— Lamoose silt 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 .28 3 6 48 9-27 -22--55-18-23- 27 1.15-1.30 4.00-14.00 0.15-0.18 0.0-2.9 2.0-4.0 .20 .37 27-60 -79--17-0- 5- 10 1.60-1.75 42.00-141.00 0.02-0.03 0.0-2.9 0.0-0.5 .05 .15 Physical Soil Properties---Gallatin County Area, Montana Lakes at Valley West Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 6/3/2014 Page 5 of 6 Physical Soil Properties–Gallatin County Area, Montana Map symbol and soil name Depth Sand Silt Clay Moist bulk density Saturated hydraulic conductivity Available water capacity Linear extensibility Organic matter Erosion factors Wind erodibility group Wind erodibility indexKwKfT In Pct Pct Pct g/cc micro m/sec In/In Pct Pct 748A—Hyalite- Beaverton complex, 0 to 4 percent slopes Hyalite 0-5 -40--38-18-23- 27 1.10-1.20 4.00-14.00 0.18-0.19 0.0-2.9 2.0-4.0 .32 .32 3 6 48 5-9 -34--37-25-30- 35 1.30-1.40 1.40-4.00 0.16-0.19 3.0-5.9 1.0-3.0 .32 .32 9-17 -17--53-25-30- 35 1.30-1.40 1.40-4.00 0.12-0.17 3.0-5.9 1.0-3.0 .37 .37 17-26 -61--19-15-20- 25 1.50-1.60 1.40-4.00 0.03-0.08 0.0-2.9 0.5-1.0 .10 .28 26-60 -79--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 0-5 -39--37-20-24- 27 1.20-1.40 4.00-14.00 0.14-0.16 0.0-2.9 1.0-3.0 .15 .24 3 7 38 5-21 -34--37-25-30- 35 1.40-1.60 4.00-14.00 0.08-0.10 0.0-2.9 0.5-1.0 .10 .32 21-25 -67--19-10-14- 18 1.55-1.75 42.00-141.00 0.03-0.04 0.0-2.9 0.0-0.5 .05 .17 25-60 -84--11-0- 5- 10 1.55-1.75 42.00-141.00 0.03-0.04 0.0-2.9 0.0-0.5 .02 .05 Data Source Information Soil Survey Area: Gallatin County Area, Montana Survey Area Data: Version 17, Dec 10, 2013 Physical Soil Properties---Gallatin County Area, Montana Lakes at Valley West Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 6/3/2014 Page 6 of 6 Corrosion of Concrete—Gallatin County Area, Montana (Lakes at Valley West) Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 6/2/2014 Page 1 of 350586605058750505884050589305059020505911050592005058660505875050588405058930505902050591105059200490600490690490780490870490960491050491140491230491320491410491500 490600 490690 490780 490870 490960 491050 491140 491230 491320 491410 45° 41' 11'' N 111° 7' 14'' W45° 41' 11'' N111° 6' 32'' W45° 40' 52'' N 111° 7' 14'' W45° 40' 52'' N 111° 6' 32'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 12N WGS84 0 200 400 800 1200Feet 0 50 100 200 300Meters Map Scale: 1:4,120 if printed on A landscape (11" x 8.5") sheet. Corrosion of Concrete Corrosion of Concrete— Summary by Map Unit — Gallatin County Area, Montana (MT622) Map unit symbol Map unit name Rating Acres in AOI Percent of AOI 448A Hyalite-Beaverton complex, moderately wet, 0 to 2 percent slopes Low 1.1 1.3% 509B Enbar loam, 0 to 4 percent slopes Low 6.0 7.3% 510B Meadowcreek loam, 0 to 4 percent slopes Moderate 20.2 24.8% 511A Fairway silt loam, 0 to 2 percent slopes Low 1.0 1.2% 537A Lamoose silt loam, 0 to 2 percent slopes Low 16.1 19.7% 748A Hyalite-Beaverton complex, 0 to 4 percent slopes Low 37.3 45.7% Totals 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 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 Corrosion of Concrete—Gallatin County Area, Montana Lakes at Valley West Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 6/2/2014 Page 3 of 3 Corrosion of Steel—Gallatin County Area, Montana (Lakes at Valley West) Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 6/2/2014 Page 1 of 350586605058750505884050589305059020505911050592005058660505875050588405058930505902050591105059200490600490690490780490870490960491050491140491230491320491410491500 490600 490690 490780 490870 490960 491050 491140 491230 491320 491410 45° 41' 11'' N 111° 7' 14'' W45° 41' 11'' N111° 6' 32'' W45° 40' 52'' N 111° 7' 14'' W45° 40' 52'' N 111° 6' 32'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 12N WGS84 0 200 400 800 1200Feet 0 50 100 200 300Meters Map Scale: 1:4,120 if printed on A landscape (11" x 8.5") sheet. Corrosion of Steel Corrosion of Steel— Summary by Map Unit — Gallatin County Area, Montana (MT622) Map unit symbol Map unit name Rating Acres in AOI Percent of AOI 448A Hyalite-Beaverton complex, moderately wet, 0 to 2 percent slopes Moderate 1.1 1.3% 509B Enbar loam, 0 to 4 percent slopes Moderate 6.0 7.3% 510B Meadowcreek loam, 0 to 4 percent slopes High 20.2 24.8% 511A Fairway silt loam, 0 to 2 percent slopes High 1.0 1.2% 537A Lamoose silt loam, 0 to 2 percent slopes High 16.1 19.7% 748A Hyalite-Beaverton complex, 0 to 4 percent slopes Low 37.3 45.7% Totals 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 Corrosion of Steel—Gallatin County Area, Montana Lakes at Valley West Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 6/2/2014 Page 3 of 3 Dwellings With Basements—Gallatin County Area, Montana (Lakes at Valley West) Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 6/2/2014 Page 1 of 650586605058750505884050589305059020505911050592005058660505875050588405058930505902050591105059200490600490690490780490870490960491050491140491230491320491410491500 490600 490690 490780 490870 490960 491050 491140 491230 491320 491410 45° 41' 11'' N 111° 7' 14'' W45° 41' 11'' N111° 6' 32'' W45° 40' 52'' N 111° 7' 14'' W45° 40' 52'' N 111° 6' 32'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 12N WGS84 0 200 400 800 1200Feet 0 50 100 200 300Meters Map Scale: 1:4,120 if printed on A landscape (11" x 8.5") sheet. Dwellings With Basements Dwellings With Basements— Summary by Map Unit — Gallatin County Area, Montana (MT622) Map unit symbol Map unit name Rating Component name (percent) Rating reasons (numeric values) Acres in AOI Percent of AOI 448A Hyalite- Beaverton complex, moderately wet, 0 to 2 percent slopes Somewhat limited Hyalite (70%)Large stones (0.02) 1.1 1.3% Beaverton (20%)Large stones (0.20) Beaverton (5%)Large stones (0.21) Meadowcreek (5%) Depth to saturated zone (0.99) 509B Enbar loam, 0 to 4 percent slopes Very limited Enbar (85%)Flooding (1.00)6.0 7.3% Depth to saturated zone (0.99) Nythar (10%)Flooding (1.00) Depth to saturated zone (1.00) Shrink-swell (0.50) 510B Meadowcreek loam, 0 to 4 percent slopes Somewhat limited Meadowcreek (85%) Depth to saturated zone (0.99) 20.2 24.8% Beaverton (5%)Large stones (0.64) 511A Fairway silt loam, 0 to 2 percent slopes Somewhat limited Fairway (85%)Depth to saturated zone (0.99) 1.0 1.2% Meadowcreek (5%) Depth to saturated zone (0.99) 537A Lamoose silt loam, 0 to 2 percent slopes Very limited Lamoose (85%)Depth to saturated zone (1.00) 16.1 19.7% Bonebasin (10%)Flooding (1.00) Depth to saturated zone (1.00) Meadowcreek (5%) Flooding (1.00) Depth to saturated zone (0.99) Dwellings With Basements—Gallatin County Area, Montana Lakes at Valley West Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 6/2/2014 Page 3 of 6 Dwellings With Basements— Summary by Map Unit — Gallatin County Area, Montana (MT622) Map unit symbol Map unit name Rating Component name (percent) Rating reasons (numeric values) Acres in AOI Percent of AOI 748A Hyalite- Beaverton complex, 0 to 4 percent slopes Somewhat limited Hyalite (70%)Large stones (0.02) 37.3 45.7% 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 AOI Percent of AOI Somewhat limited 59.6 73.0% Very limited 22.0 27.0% Totals for Area of Interest 81.6 100.0% Dwellings With Basements—Gallatin County Area, Montana Lakes at Valley West Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 6/2/2014 Page 4 of 6 Dwellings Without Basements—Gallatin County Area, Montana (Lakes at Valley West) Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 6/2/2014 Page 1 of 550586605058750505884050589305059020505911050592005058660505875050588405058930505902050591105059200490600490690490780490870490960491050491140491230491320491410491500 490600 490690 490780 490870 490960 491050 491140 491230 491320 491410 45° 41' 11'' N 111° 7' 14'' W45° 41' 11'' N111° 6' 32'' W45° 40' 52'' N 111° 7' 14'' W45° 40' 52'' N 111° 6' 32'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 12N WGS84 0 200 400 800 1200Feet 0 50 100 200 300Meters Map Scale: 1:4,120 if printed on A landscape (11" x 8.5") sheet. Dwellings Without Basements Dwellings Without Basements— Summary by Map Unit — Gallatin County Area, Montana (MT622) Map unit symbol Map unit name Rating Component name (percent) Rating reasons (numeric values) Acres in AOI Percent of AOI 448A Hyalite- Beaverton complex, moderately wet, 0 to 2 percent slopes Somewhat limited Hyalite (70%)Large stones (0.02) 1.1 1.3% Beaverton (20%)Large stones (0.20) Beaverton (5%)Large stones (0.21) 509B Enbar loam, 0 to 4 percent slopes Very limited Enbar (85%)Flooding (1.00)6.0 7.3% Nythar (10%)Flooding (1.00) Depth to saturated zone (1.00) Shrink-swell (0.50) 510B Meadowcreek loam, 0 to 4 percent slopes Not limited Meadowcreek (85%) 20.2 24.8% 511A Fairway silt loam, 0 to 2 percent slopes Not limited Fairway (85%)1.0 1.2% Meadowcreek (5%) 537A Lamoose silt loam, 0 to 2 percent slopes Somewhat limited Lamoose (85%)Depth to saturated zone (0.98) 16.1 19.7% 748A Hyalite- Beaverton complex, 0 to 4 percent slopes Somewhat limited Hyalite (70%)Large stones (0.02) 37.3 45.7% Beaverton (20%)Large stones (0.20) Turner (5%)Shrink-swell (0.00) Hyalite (5%)Large stones (0.02) Totals for Area of Interest 81.6 100.0% Dwellings Without Basements— Summary by Rating Value Rating Acres in AOI Percent of AOI Somewhat limited 54.4 66.7% Not limited 21.2 26.0% Very limited 6.0 7.3% Totals for Area of Interest 81.6 100.0% Dwellings Without Basements—Gallatin County Area, Montana Lakes at Valley West Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 6/2/2014 Page 3 of 5 Water Features–Gallatin County Area, Montana Map unit symbol and soil name Hydrologic group Surface runoff Month Water table Ponding Flooding Upper limit Lower limit Surface depth Duration Frequency Duration Frequency Ft Ft Ft 448A—Hyalite-Beaverton complex, moderately wet, 0 to 2 percent slopes Hyalite C —January ————None —None February ————None —None March ————None —None April ————None —None May 4.0-8.0 >6.0 ——None —None June 4.0-8.0 >6.0 ——None —None July 4.0-8.0 >6.0 ——None —None August 4.0-8.0 >6.0 ——None —None September ————None —None October ————None —None November ————None —None Water Features---Gallatin County Area, Montana 014095CR Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 10/9/2014 Page 4 of 10 Water Features–Gallatin County Area, Montana Map unit symbol and soil name Hydrologic group Surface runoff Month Water table Ponding Flooding Upper limit Lower limit Surface depth Duration Frequency Duration Frequency Ft Ft Ft December ————None —None Beaverton B —January ————None —None February ————None —None March ————None —None April ————None —None May 4.0-8.0 >6.0 ——None —None June 4.0-8.0 >6.0 ——None —None July 4.0-8.0 >6.0 ——None —None August 4.0-8.0 >6.0 ——None —None September ————None —None October ————None —None November ————None —None December ————None —None 509B—Enbar loam, 0 to 4 percent slopes Enbar C —January ————None Brief Rare February ————None Brief Rare March ————None Brief Rare April 2.0-3.5 >6.0 ——None Brief Rare May 2.0-3.5 >6.0 ——None Brief Rare June 2.0-3.5 >6.0 ——None Brief Rare July 2.0-3.5 >6.0 ——None Brief Rare Water Features---Gallatin County Area, Montana 014095CR Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 10/9/2014 Page 5 of 10 Water Features–Gallatin County Area, Montana Map unit symbol and soil name Hydrologic group Surface runoff Month Water table Ponding Flooding Upper limit Lower limit Surface depth Duration Frequency Duration Frequency Ft Ft Ft 510B—Meadowcreek loam, 0 to 4 percent slopes Meadowcreek C —January ————None —None February ————None —None March ————None —None April 2.0-3.5 >6.0 ——None —None May 2.0-3.5 >6.0 ——None —None June 2.0-3.5 >6.0 ——None —None July ————None —None August ————None —None September ————None —None October ————None —None November ————None —None December ————None —None Water Features---Gallatin County Area, Montana 014095CR Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 10/9/2014 Page 6 of 10 Water Features–Gallatin County Area, Montana Map unit symbol and soil name Hydrologic group Surface runoff Month Water table Ponding Flooding Upper limit Lower limit Surface depth Duration Frequency Duration Frequency Ft Ft Ft 511A—Fairway silt loam, 0 to 2 percent slopes Fairway C —January ————None —None February ————None —None March ————None —None April 2.0-3.5 >6.0 ——None —None May 2.0-3.5 >6.0 ——None —None June 2.0-3.5 >6.0 ——None —None July ————None —None August ————None —None September ————None —None October ————None —None November ————None —None December ————None —None Water Features---Gallatin County Area, Montana 014095CR Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 10/9/2014 Page 7 of 10 Water Features–Gallatin County Area, Montana Map unit symbol and soil name Hydrologic group Surface runoff Month Water table Ponding Flooding Upper limit Lower limit Surface depth Duration Frequency Duration Frequency Ft Ft Ft 537A—Lamoose silt loam, 0 to 2 percent slopes Lamoose B/D —January ————None —None February ————None —None March ————None —None April 1.0-2.0 >6.0 ——None —None May 1.0-2.0 >6.0 ——None —None June 1.0-2.0 >6.0 ——None —None July 1.0-2.0 >6.0 ——None —None August ————None —None September ————None —None October ————None —None November ————None —None December ————None —None Water Features---Gallatin County Area, Montana 014095CR Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 10/9/2014 Page 8 of 10 Water Features–Gallatin County Area, Montana Map unit symbol and soil name Hydrologic group Surface runoff Month Water table Ponding Flooding Upper limit Lower limit Surface depth Duration Frequency Duration Frequency Ft Ft Ft 748A—Hyalite-Beaverton complex, 0 to 4 percent slopes Hyalite C —January ————None —None February ————None —None March ————None —None April ————None —None May ————None —None June ————None —None July ————None —None August ————None —None September ————None —None October ————None —None November ————None —None Water Features---Gallatin County Area, Montana 014095CR Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 10/9/2014 Page 9 of 10 Water Features–Gallatin County Area, Montana Map unit symbol and soil name Hydrologic group Surface runoff Month Water table Ponding Flooding Upper limit Lower limit Surface depth Duration Frequency Duration Frequency Ft Ft Ft December ————None —None Beaverton B —January ————None —None February ————None —None March ————None —None April ————None —None May ————None —None June ————None —None July ————None —None August ————None —None September ————None —None October ————None —None November ————None —None December ————None —None Data Source Information Soil Survey Area: Gallatin County Area, Montana Survey Area Data: Version 17, Dec 10, 2013 Water Features---Gallatin County Area, Montana 014095CR Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 10/9/2014 Page 10 of 10 Project:Lakes at Valley West Project Location:Bozeman, MT Project Number:014095CR Log of Boring TH-1 Date(s) Drilled 9-9-2014 Drilling Method Excavator Drill Rig Type Cat 325BL Groundwater Level and Date Measured 9'8" Borehole Backfill spoils Logged By DB Drill Bit Size/Type Drilling Contractor SIME Sampling Method(s) Location Northeast portion of property (east of Laurel Pkwy) Checked By AP Total Depth of Borehole 9'8" Approximate Surface Elevation Hammer Data Material TypeOL-ML GP CL GP REMARKS AND OTHER TESTSGraphic LogMATERIAL DESCRIPTION Topsoil Gravel Bar tan clay loam sandy gravels groundwater at 9'8"; bottom of pit. Installed 12' perforated pipe groundwater monitoring well. Relative ConsistencyDepth (feet)0 5 10 15 20 25 30 Sample TypeSampling Resistance blows/6"Z:\Jobs\JBS 2014\014095CR\borings.bg4[CRTemplate.tpl]Sheet 1 of 1 Project:Lakes at Valley West Project Location:Bozeman, MT Project Number:014095CR Log of Boring TH-2 Date(s) Drilled 9-9-2014 Drilling Method Excavator Drill Rig Type Cat 325BL Groundwater Level and Date Measured Not Observed Borehole Backfill spoils Logged By DB Drill Bit Size/Type Drilling Contractor SIME Sampling Method(s) Location Northeast portion of property (east of Laurel Pkwy) Checked By AP Total Depth of Borehole 5' Approximate Surface Elevation Hammer Data Material TypeFill OL-ML CL GP REMARKS AND OTHER TESTSGraphic LogMATERIAL DESCRIPTION Topsoil & gravels fill topsoil Tan clay loam; p-test = 30 and minimal penetration; very stiff. native sandy gravels Relative ConsistencyDepth (feet)0 5 10 15 20 25 30 Sample TypeSampling Resistance blows/6"Z:\Jobs\JBS 2014\014095CR\borings.bg4[CRTemplate.tpl]Sheet 1 of 1 Project:Lakes at Valley West Project Location:Bozeman, MT Project Number:014095CR Log of Boring TH-3 Date(s) Drilled 9-9-2014 Drilling Method Excavator Drill Rig Type Cat 325BL Groundwater Level and Date Measured 12' Borehole Backfill spoils Logged By DB Drill Bit Size/Type Drilling Contractor SIME Sampling Method(s) Location Northeast portion of property (west of Laurel Pkwy) Checked By AP Total Depth of Borehole 12' Approximate Surface Elevation Hammer Data Material TypeFill OL-ML CL GP REMARKS AND OTHER TESTSGraphic LogMATERIAL DESCRIPTION Sandy gravels Dark black silt loam topsoil tan clay loam sandy gravels groundwater at 12'; bottom of pit.Relative ConsistencyDepth (feet)0 5 10 15 20 25 30 Sample TypeSampling Resistance blows/6"Z:\Jobs\JBS 2014\014095CR\borings.bg4[CRTemplate.tpl]Sheet 1 of 1 Project:Lakes at Valley West Project Location:Bozeman, MT Project Number:014095CR Log of Boring TH-4 Date(s) Drilled 9-9-2014 Drilling Method Excavator Drill Rig Type Cat 325BL Groundwater Level and Date Measured 11'10" Borehole Backfill spoils Logged By DB Drill Bit Size/Type Drilling Contractor SIME Sampling Method(s) Location North portion of property (west of Laurel Pkwy) Checked By AP Total Depth of Borehole 11'10" Approximate Surface Elevation Hammer Data Material TypeFill OL-ML CL GP REMARKS AND OTHER TESTSGraphic LogMATERIAL DESCRIPTION Marbled fill; pockets of topsoil mixed with sandy gravels. Dark Black silt loam topsoil tan clay loam sandy gravels Groundwater at 11'10", bottom of pit.Relative ConsistencyDepth (feet)0 5 10 15 20 25 30 Sample TypeSampling Resistance blows/6"Z:\Jobs\JBS 2014\014095CR\borings.bg4[CRTemplate.tpl]Sheet 1 of 1 Project:Lakes at Valley West Project Location:Bozeman, MT Project Number:014095CR Log of Boring TH-5 Date(s) Drilled 9-9-2014 Drilling Method Excavator Drill Rig Type Cat 325BL Groundwater Level and Date Measured 11'8" Borehole Backfill spoils Logged By DB Drill Bit Size/Type Drilling Contractor SIME Sampling Method(s) Location North portion of property (west of Laurel Pkwy) Checked By AP Total Depth of Borehole 11'8" Approximate Surface Elevation Hammer Data Material TypeFill REMARKS AND OTHER TESTSGraphic LogMATERIAL DESCRIPTION Fill consisting of loamy gravels with organics; marbled with tan clay loam. groundwater @ 11'8", bottom of pit. 15'8" perforated groundwater monitoring well installed. p-test @ 6' = 20; over 6" of penetration. Relative ConsistencyDepth (feet)0 5 10 15 20 25 30 Sample TypeSampling Resistance blows/6"Z:\Jobs\JBS 2014\014095CR\borings.bg4[CRTemplate.tpl]Sheet 1 of 1 Project:Lakes at Valley West Project Location:Bozeman, MT Project Number:014095CR Log of Boring TH-6 Date(s) Drilled 9-9-2014 Drilling Method Excavator Drill Rig Type Cat 325BL Groundwater Level and Date Measured 5'0" Borehole Backfill spoils Logged By DB Drill Bit Size/Type Drilling Contractor SIME Sampling Method(s) Location west-central portion of property (just east of Westgate Ave) Checked By AP Total Depth of Borehole 5'0" Approximate Surface Elevation Hammer Data Material TypeOL-ML GP REMARKS AND OTHER TESTSGraphic LogMATERIAL DESCRIPTION silt loam topsoil with organics fill consisting of tightly packed gravels in clay loam matrix. groundwater @ 5'; bottom of pit. Relative ConsistencyDepth (feet)0 5 10 15 20 25 30 Sample TypeSampling Resistance blows/6"Z:\Jobs\JBS 2014\014095CR\borings.bg4[CRTemplate.tpl]Sheet 1 of 1 Project:Lakes at Valley West Project Location:Bozeman, MT Project Number:014095CR Log of Boring TH-7 Date(s) Drilled 9-9-2014 Drilling Method Excavator Drill Rig Type Cat 325BL Groundwater Level and Date Measured 4'6" Borehole Backfill spoils Logged By DB Drill Bit Size/Type Drilling Contractor SIME Sampling Method(s) Location southwest portion of property (west of Westgate Ave) Checked By AP Total Depth of Borehole 4'6" Approximate Surface Elevation Hammer Data Material TypeOL-ML GP GP REMARKS AND OTHER TESTSGraphic LogMATERIAL DESCRIPTION dark silt loam topsoil Brown sandy gravels gravels in olive grey clay loam matrix groundwater @ 4'6"; bottom of pit at 5'Relative ConsistencyDepth (feet)0 5 10 15 20 25 30 Sample TypeSampling Resistance blows/6"Z:\Jobs\JBS 2014\014095CR\borings.bg4[CRTemplate.tpl]Sheet 1 of 1 Project:Lakes at Valley West Project Location:Bozeman, MT Project Number:014095CR Log of Boring TH-8 Date(s) Drilled 9-9-2014 Drilling Method Excavator Drill Rig Type Cat 325BL Groundwater Level and Date Measured 3'6" Borehole Backfill spoils Logged By DB Drill Bit Size/Type Drilling Contractor SIME Sampling Method(s) Location southwest portion of property (west of Westgate Ave) Checked By AP Total Depth of Borehole 4' Approximate Surface Elevation Hammer Data Material TypeGP REMARKS AND OTHER TESTSGraphic LogMATERIAL DESCRIPTION Tightly packed sandy gravels; 6" of rootstock. groundwater at 3.5'; bottom of pit at 4'. Relative ConsistencyDepth (feet)0 5 10 15 20 25 30 Sample TypeSampling Resistance blows/6"Z:\Jobs\JBS 2014\014095CR\borings.bg4[CRTemplate.tpl]Sheet 1 of 1 Project:Lakes at Valley West Project Location:Bozeman, MT Project Number:014095CR Log of Boring TH-9 Date(s) Drilled 9-9-2014 Drilling Method Excavator Drill Rig Type Cat 325BL Groundwater Level and Date Measured 5'8" Borehole Backfill spoils Logged By DB Drill Bit Size/Type Drilling Contractor SIME Sampling Method(s) Location southeast portion of pond (east of Laurel Pkwy) Checked By AP Total Depth of Borehole 5'8" Approximate Surface Elevation Hammer Data Material TypeOL-ML GP REMARKS AND OTHER TESTSGraphic LogMATERIAL DESCRIPTION dark silt loam topsoil; rootstock to 2' sandy gravels groundwater @ 5'9"; bottom of pit. Zone of moisture observed up to 3' b.g.s Relative ConsistencyDepth (feet)0 5 10 15 20 25 30 Sample TypeSampling Resistance blows/6"Z:\Jobs\JBS 2014\014095CR\borings.bg4[CRTemplate.tpl]Sheet 1 of 1 Project:Lakes at Valley West Project Location:Bozeman, MT Project Number:014095CR Log of Boring TH-10 Date(s) Drilled 9-9-2014 Drilling Method Excavator Drill Rig Type Cat 325BL Groundwater Level and Date Measured 5'8" Borehole Backfill spoils Logged By DB Drill Bit Size/Type Drilling Contractor SIME Sampling Method(s) Location southeast portion of property (west of Laurel Pkwy) Checked By AP Total Depth of Borehole 5'8" Approximate Surface Elevation Hammer Data Material TypeOL-ML CL REMARKS AND OTHER TESTSGraphic LogMATERIAL DESCRIPTION dark silt loam topsoil; rootstock to 6' tan clay loam sandy gravels groundwater @ 7', bottom of pit. Installed 9' perforated groundwater monitoring well. Relative ConsistencyDepth (feet)0 5 10 15 20 25 30 Sample TypeSampling Resistance blows/6"Z:\Jobs\JBS 2014\014095CR\borings.bg4[CRTemplate.tpl]Sheet 1 of 1 Project:Lakes at Valley West Project Location:Bozeman, MT Project Number:014095CR Log of Boring TH-11 Date(s) Drilled 9-10-2014 Drilling Method Excavator Drill Rig Type Cat 325BL Groundwater Level and Date Measured 9'5" Borehole Backfill spoils Logged By DB Drill Bit Size/Type Drilling Contractor SIME Sampling Method(s) Location northwest portion of property (east of Westgate Ave, edge of berm) Checked By AP Total Depth of Borehole 9'5" Approximate Surface Elevation Hammer Data Material TypeFill Fill CL GP REMARKS AND OTHER TESTSGraphic LogMATERIAL DESCRIPTION fill consisting of gravelly spoils; wood and trash debris observed. fill consisting of loam with gravels; p-test exceeds scale, very stiff to hard consistency. tan clay loam; p-test = 0; easily penetrated, soft consistency. sandy gravels groundwater @ 9'5", bottom of pit. Relative ConsistencyDepth (feet)0 5 10 15 20 25 30 Sample TypeSampling Resistance blows/6"Z:\Jobs\JBS 2014\014095CR\borings.bg4[CRTemplate.tpl]Sheet 1 of 1 Project:Lakes at Valley West Project Location:Bozeman, MT Project Number:014095CR Log of Boring TH-12 Date(s) Drilled 9-10-2014 Drilling Method Excavator Drill Rig Type Cat 325BL Groundwater Level and Date Measured 4'0" Borehole Backfill spoils Logged By DB Drill Bit Size/Type Drilling Contractor SIME Sampling Method(s) Location northweast portion of property (nearly in line of action of Westgate Ave) Checked By AP Total Depth of Borehole 4'0" Approximate Surface Elevation Hammer Data Material TypeOL-ML CL GP REMARKS AND OTHER TESTSGraphic LogMATERIAL DESCRIPTION brown loam topsoil grey lean clay loam; stiff consistency, near optimum moisture content sandy gravels groundwater @ 4', bottom of pit. Relative ConsistencyDepth (feet)0 5 10 15 20 25 30 Sample TypeSampling Resistance blows/6"Z:\Jobs\JBS 2014\014095CR\borings.bg4[CRTemplate.tpl]Sheet 1 of 1 Project:Lakes at Valley West Project Location:Bozeman, MT Project Number:014095CR Log of Boring TH-13 Date(s) Drilled 9-10-2014 Drilling Method Excavator Drill Rig Type Cat 325BL Groundwater Level and Date Measured surface Borehole Backfill spoils Logged By DB Drill Bit Size/Type Drilling Contractor SIME Sampling Method(s) Location northweast portion of property (in sag spot) Checked By AP Total Depth of Borehole 1' Approximate Surface Elevation Hammer Data Material TypeGP REMARKS AND OTHER TESTSGraphic LogMATERIAL DESCRIPTION sandy gravels groundwater at surface. Relative ConsistencyDepth (feet)0 5 10 15 20 25 30 Sample TypeSampling Resistance blows/6"Z:\Jobs\JBS 2014\014095CR\borings.bg4[CRTemplate.tpl]Sheet 1 of 1 Project:Lakes at Valley West Project Location:Bozeman, MT Project Number:014095CR Log of Boring TH-14 Date(s) Drilled 9-10-2014 Drilling Method Excavator Drill Rig Type Cat 325BL Groundwater Level and Date Measured 9' Borehole Backfill spoils Logged By DB Drill Bit Size/Type Drilling Contractor SIME Sampling Method(s) Location northern portion of property (between Westgate Ave & Laurel Pkwy) Checked By AP Total Depth of Borehole 9' Approximate Surface Elevation Hammer Data Material TypeFill CL GP REMARKS AND OTHER TESTS sampled 5gal. bucket of black loam fill material at 4.5' 4.5' to 5' thin-wall sample taken. Graphic LogMATERIAL DESCRIPTION fill material consisting of silt loam marbled with lean clay; no gravels. p-test not uniform, voids exist; p-test @ 40" b.g.s = 15 to 20 p-test @ 67" = 15 tan clay loam p-test @ 8' = 10 6" minus sandy gravels Relative ConsistencyDepth (feet)0 5 10 15 20 25 30 Sample TypeSampling Resistance blows/6"Z:\Jobs\JBS 2014\014095CR\borings.bg4[CRTemplate.tpl]Sheet 1 of 1 Project:Lakes at Valley West Project Location:Bozeman, MT Project Number:014095CR Log of Boring TH-15 Date(s) Drilled 9-10-2014 Drilling Method Excavator Drill Rig Type Cat 325BL Groundwater Level and Date Measured 2' Borehole Backfill spoils Logged By DB Drill Bit Size/Type Drilling Contractor SIME Sampling Method(s) Location northern portion of property (between Westgate Ave & Laurel Pkwy) Checked By AP Total Depth of Borehole 2' Approximate Surface Elevation Hammer Data Material TypeOL-ML GP REMARKS AND OTHER TESTSGraphic LogMATERIAL DESCRIPTION dark silt loam topsoil gravels in grey clay matrix. groundwater @ 2', bottom of pit. Relative ConsistencyDepth (feet)0 5 10 15 20 25 30 Sample TypeSampling Resistance blows/6"Z:\Jobs\JBS 2014\014095CR\borings.bg4[CRTemplate.tpl]Sheet 1 of 1 Project:Lakes at Valley West Project Location:Bozeman, MT Project Number:014095CR Key to Log of Boring Material TypeREMARKS AND OTHER TESTSGraphic LogMATERIAL DESCRIPTION Relative ConsistencyDepth (feet)Sample TypeSampling Resistance blows/6"1 2 3 4 5 6 7 8 COLUMN DESCRIPTIONS 1 Depth (feet): Depth in feet below the ground surface. 2 Material Type: Type of material encountered. 3 Graphic Log: Graphic depiction of the subsurface material encountered. 4 MATERIAL DESCRIPTION: Description of material encountered. May include consistency, moisture, color, and other descriptive text. 5 Sampling Resistance blows/6": Number of blows to advance driven sampler six inches beyond seating interval using the hammer identified on the boring log. 6 Sample Type: Type of soil sample collected at the depth interval shown. 7 Relative Consistency: Relative consistency of the subsurface material. 8 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 COMP: Compaction test CONS: One-dimensional consolidation test LL: Liquid Limit, percent PI: Plasticity Index, percent SA: Sieve analysis (percent passing No. 200 Sieve) UC: Unconfined compressive strength test, Qu, in ksf WA: Wash sieve (percent passing No. 200 Sieve) MATERIAL GRAPHIC SYMBOLS Lean CLAY, CLAY w/SAND, SANDY CLAY (CL)AF Poorly graded GRAVEL (GP) TYPICAL SAMPLER GRAPHIC SYMBOLS Auger sampler Bulk Sample 3-inch-OD California w/ brass rings CME Sampler Grab Sample 2.5-inch-OD Modified California w/ brass liners Pitcher Sample 2-inch-OD unlined split spoon (SPT) Shelby Tube (Thin-walled, fixed head) OTHER GRAPHIC SYMBOLS Water level (at time of drilling, ATD) Water level (after waiting) Minor change in material properties within a stratum Inferred/gradational contact between strata ?Queried contact between strata GENERAL NOTES 1: Soil classifications are based on the Unified Soil Classification System. Descriptions and stratum lines are interpretive, and actual lithologic 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 locations or times.Z:\Jobs\JBS 2014\014095CR\borings.bg4[CRTemplate.tpl]Figure B-1 Sheet 1 of 1