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HomeMy WebLinkAboutGeotechSummary_02152021 Civil Engineering . Geotechnical Engineering . Land Surveying I1 ALLIED Bozeman, Discovery Drive Montana 59718 ENGINEERING Ph: (406) 582-0221 S[RVICES.INC Fax: 14061 582-5770 O'Verse Prol``�y March 12, 2018 Kent Merselis Barnard Investments, LLC 701 Gold Avenue Bozeman, MT 59715 e-mail: kent.merselis@barnard-inc.com (Issued via email only) Re: Geotechnical Summary Park Place Industrial— Bozeman, MT Dear Mr. Merselis: This letter and attachments provide our geotechnical summary for the proposed site of the Park Place Industrial project, located off the Frontage Road just to the west of Bozeman, MT. To date, our work has consisted of the excavation of 12 on-site test pits, the installation of 12 PVC wells for future ground- water monitoring (by others), the collection and laboratory testing of representative soil samples, and the preparation of this document. The purpose of this summary is to describe the site's soil and ground- water conditions, identify any potential issues that we foresee, and present a handful of preliminary geotechnical recommendations that will need to be considered for the development of this property. This letter does not constitute a final geotechnical report with a complete set of recommendations. If desired, we can prepare a more formal report at a later time under a separate contract. Several exhibits are provided as attachments to this letter. These include six figures (Figures 1 - 6), 12 test pit logs (TP-1 through TP-12), and three, standard proctor lab testing results. The figures illustrate the site location, the geology map for the project area, our test pit locations, the variation/distribution of the native sandy gravel and groundwater depths across the property, and the areas of the site where the silt/clay profile (that overlies the sandy gravel) is much drier verses much more moist; while the logs and test results document the observations we made during our subsurface exploration of the property. Please refer to these exhibits while reviewing the report. SITE LOCATION The project site lies adjacent to the north side of the Frontage Road and is bounded by Nelson Road on the east, by the Sunset Memorial Gardens Cemetery on the west, and by a relatively new, mini-storage facility on the north. The site encompasses about 70 acres and is comprised of three separate parcels of land, including Tract 1C of COS 1372E (57.217 acres), Tract 1D of COS 1372B (1.5 acres), and the tri- angular piece in the northwest corner of the Frontage Road/Nelson Road intersection (10.751 acres). www.alliedengineering.com Geotechnical Summary Project: 18-021 Park Place Industrial—Bozeman, MT March 12, 2018 The subject property is largely located within the SE1/4, SE1/4 of Section 22, T1S, RSE, Gallatin County and its latitude and longitudinal coordinates (near the center of site) are 45.731633' and -111.085956°. See Figures 1 and 2 for maps that show the site location. The project site is a relatively flat, farm field and has never been developed. It has historically been used for agricultural purposes. A shallow, surface water drainage runs through the middle of the property along a north-south alignment. Two major underground utilities cross through the site. These include a large-diameter Northwestern Energy gas transmission line and the Yellowstone petroleum pipeline. PROPOSED IMPROVEMENTS The proposed project would subdivide the property into several lots that would be used for business or industrial purposes. New subdivision roads would be constructed for lot access. As I understand it, the project may be served by the City of Bozeman public water and sewer systems. This would mean the installation of a network of water and sewer mains and services. GEOLOGY According to a geology map for the Bozeman area, an excerpt of which is attached as Figure 3, the mapped geology in the vicinity of the project site consists of Quaternary and Tertiary-aged alluvial fan deposits (QTa) with fluvial deposits (Qal) from the East Gallatin River further to the north. Based on previous geotechnical experience, the soil stratigraphy on the west side of Bozeman usually consists of about 1.0-foot of organic topsoil overlying an intermediate layer of silt/clay, which in turn overlies alluvial sandy gravel. Typically, the depth to the gravel in this general area ranges from 5.0 to 10.0 feet, depending on location. According to area well logs, the alluvial gravel formation in the middle part of the Gallatin Valley extends to depths in excess of 100 feet. This regional gravel deposit then overlies consolidated beds of Tertiary-aged gravels, sands, silts, and clays, which are generally considered to be "bedrock" in the Bozeman area. EXPLORATIONS, TESTING, AND SUBSURFACE CONDITIONS Subsurface Explorations Subsurface conditions were investigated throughout the site on February 16, 2018 by Lee Evans, a professional geotechnical engineer with Allied Engineering. Twelve test pits, which were identified as TP-1 through TP-12, were dug with a tracked excavator provided by Townsend Backhoe. Most of the pits extended to 12 feet in depth with a couple pits going a little deeper to 13 and 15 feet, respectively. Eight of the pits (TP-1 through TP-7, and TP-10) were located in the east half of the site, while the other four (TP-8, TP-9, TP-11, and TP-12) were in the western half. During backfilling, each of the 12 pits was outfitted with a 10-foot length of 4-inch, perforated PVC pipe for future groundwater monitoring needs. Most of the wells stick up out of the ground (casing height) by about a foot meaning that they all extend to a depth of around 9.0 feet below ground. The monitoring well numbering system corresponds with 32 Discovery Drive . Bozeman,Montana 59718 . Ph:(4W 582-0221 . Fax:(406)582-5 7 70 . www.alliedengtneering-com Page 2 Geotechnical Summary Project: 18-021 Park Place Industrial—Bozeman, MT March 12,2018 the test pits, ie. MW-1 is installed in TP-1, MW-2 in TP-2, and so on. The monitoring well identification is written on the side of the exposed casing as well as on the underside of the PVC well caps. Three figures (Figures 4 through 6) are provided that show the approximate test pit locations, which are based on cell phone GPS coordinates. The base map for all of these figures is a Google Earth aerial image. During the explorations, soil and groundwater conditions were visually characterized, measured, and logged. The relative density of the soil profile was estimated based on ease/difficulty of digging, pocket penetrometer measurements, and the stability of the completed test pit excavation. Copies of our test pit logs are attached. Each log provides pertinent field information, such as soil depths, thicknesses, and descriptions, groundwater depths (at the time of the exploration), relative density data, soil sample information, and a sketch of the soil stratigraphy. Please be aware the detail provided on the logs cannot be accurately summarized in a paragraph; therefore, it is very important to review the logs in conjunction with this report. Following the completion of the fieldwork, the test pits were backfilled and cleaned up to the best extent possible. Each test pit location was staked with a wooden lath that identified it accordingly. Note: Please be aware that no compaction of test pit backfill soils was done; therefore, these areas will be susceptible to future soil settlement. All test pit locations should be re-excavated to their original depth and properly backfilled and compacted if they will underlie any proposed site improvements, including building foundations and interior slabs, underground utilities, and asphalt or gravel road areas. Test pit locations should be easy to identify based on soft/loose, intermixed soil conditions. Note: All of the monitoring wells shown on the test pit logs are shown as extending to the bottom of the 12 to 15-foot test pits. In actuality, this is a misrepresentation. As stated above, the installed well pipes are only 10 feet in total length. Assuming about one-foot of casing height (above ground surface) this means that their true depth is around 9.0 feet. Laboratory Testing Several sack samples of the native silt/clay (overlying the native sandy gravel) were collected from the 12 test pits. All were tested for natural moisture content in order to get an idea of how soil moisture changes with increasing depth. In addition, three composite bucket samples were also taken of the silt/clay from about the 2.0 depth. Composite A was from the east side of the property (TP-1 through TP-4), Composite B came from the test pits in the middle part of the site (TP-5 through TP-7, and TP-10), while Composite C was from the west side of the property (TP-8, TP-9, TP-11, TP-12). Each bulk sample was tested for standard proctor density and optimum moisture content. All tests were performed in accordance with standard ASTM procedures in the AESI soils laboratory. All test results are shown on the appropriate test pit logs, while the three standard proctor test reports/compaction curves are attached at the end of this letter. Provided in Table 1 is a summary of the testing results for the three standard proctors. As stated above, natural moisture content data is only shown on the test pit logs. 32 Discovery Drive , Bozeman,Montana 59718 . Ph:(406)582-0221 . Fax:(406)582.5770 . www.alliedengineering.com Page 3 Geotechnical Summary Project: 18-021 Park Place Industrial-Bozeman, MT March 12, 2018 Table 1. Lab Testing Results - Standard Proctors SAMPLE SAMPLE SAMPLE SOIL TYPE MAXIMUM OPTIMUM NO. LOCATION DEPTH (UNIT DESCRIPTION) DRY DENSITY MOISTURE Comp.A East Side 2.0'(+/-) Native Silt/Clay 104.7 pcf 18.0% Comp.8 Middle Part 2.0'(+/-) Native Silt/Clay 105.1 pcf 18.19zo Comp. C West Side 2.0'(+/-) Native Silt/Clay 105.9 pcf 18.5% Notes: 1) Composite A consists of samples from TP-1,TP-2,TP-3,and TP-4,all of which were located on the E side of site. 2) Composite B consists of samples from TP-5,TP-6,TP-7,and TP-10,all of which were located near middle of site. 3) Composite C consists of samples from TP-8,TP-9,TP-11,and TP-12,all of which were located on the W side of site. Soil Conditions Topsoil blankets the site to depths of 9 to 12 inches. Underlying the topsoil is a relatively thick layer of native silt/clay, which extends to depths of 6.0 to 10.0 feet in most areas. In one location adjacent to the surface water drainage in the north-central part of the site (in TP-10), the silt/clay is thinner and only went to the 4.0-foot depth. The silt/clay on the east/northeast sides of the site is moister compared to the silt/clay on the west/southeast sides, which is drier. Native sandy gravel underlies all of the silt/clay. Provided in Table 2 is a summary of the soil conditions that were observed in the test pits. The material descriptions and soil depths in the table match the data shown on the attached test pit logs. Table 2. Summary of Soil Conditions in Test Pits 1-12 TP# TP LOCATION NATIVE NATIVE NATIVE TOPSOIL SILT/CLAY SANDY GRAVEL 1 East%of Site 0.0' - 1.0' 1.0'-7.0' 7.0'-12.0' 2 East''/:of Site 0.0'- 1.0' 1.0'-8.0' 8.0'-12.0' 3 East%of Site 0.0'-1.0' 1.0'-10.0' 10.0'-15.0' 4 East%of Site 0.0'-1.0' 1.0'-9.0' 9.0'-12.0' 5 East''/:of Site 0.0'-1.0' 1.0'-7.0' 7.0'-12.0' 6 East''/:of Site 0.0'-0.75' 0.75'-7.0' 7.0'-12.0' 7 East 2 of Site 0.0'-0,75' 0.75'-6.0' 6.0'-12.0' 8 West''/:of Site 0.0'-0.75' 0.75'-7.5' 7.5'-12.0' 9 West''/:of Site 0.0'- 1.0' 1.0'-6.0' 6.0'-12.0' 10 East%of Site 0.0'-0.75' 0.75'-4.0' 4.0'-12.0' 11 West''/:of Site 0.0'-0.75' 0.75'-10.0' 10.0'-13.0' 12 West''/:of Site 0.0'-0.75' 0.75'-10.0' 10.0'-12.0' Notes: 1) All soil measurements are depths below existing ground. 32 Discovery Drive . Bozeman,Montana 59718 . Ph:(406)582-0221 . Fax:(406)582-5770 . www.alliedengineering.com Page 4 Geotechnical Summary Project: 18-021 Park Place Industrial—Bozeman, MT March 12, 2018 To illustrate the variation in the depth to native sandy gravel across the site, please refer to Figure 4. This exhibit shows the approximate test pit locations, along with the depth to gravel that was measured in each excavation. It highlights the areas with shallower gravels verses the areas with deeper gravels. As stated on the preceding page, the silt/clay ranged from being very moist on the east/northeast sides of the site to being quite dry throughout its entire soil thickness on the west/southeast sides of the site. See Figure 6 for an approximate distribution of the drier verses moister soil areas across the site. Provided below is a general description of the subsurface conditions encountered in the 12 test pits. Following each soil description is a statement regarding the foundation bearing potential for the soil type. For a more detailed presentation of the conditions, please refer to the test pit logs. • Native Topsoil: Generally consists of moist; medium stiff; black; organic clayey SILT w/abundant roots. The native topsoil is an unsuitable foundation bearing material that must be removed from under all footings and interior slabs. In addition to building footprints, all surface topsoil must be stripped/removed from under all site improvements, including asphalt and gravel areas, exterior slabs, embankment fills, and underground utilities. • Native Silt/Clay: Generally consists of moist to very moist; very stiff to very soft; brown/tan to orangish brown; sandy SILT to sandy lean CLAY w/ scattered gravels in the lowermost 6 inches. These soils generally become more moist and consequently less stiff with increasing depth. Throughout the east half of the site, a "moisture break" between the overlying, less moist/more stiff soils and the underlying more moist/less stiff soils occurred around 2.0 to 3.0 feet in depth in most areas. With more depth, the soils became even wetter and softer. In contrast, there really was no moisture break in the west half of the site as the entire soil profile thickness was moist only and very stiff-to-stiff throughout. In some of the pits, the soils turned orangish brown in color around the 6.0 to 7.0-foot depth. This may be an indication of historic seasonal high groundwater levels. The native silt/clay is an unsuitable foundation bearing material that must be removed from under all footings (especially in the east half of the site where the soils are much more moist). Depending on foundation loads and building type/construction, the stiffer and drier soils in the west half of the site may be able to be used for foundation bearing, provided a certain level of foundation improvement is undertaken. This will need to be evaluated and determined on a case-by-case basis. • Native Sandy Gravel: Generally consists of moist to wet; dense; dark brown to brown; clean sandy GRAVEL w/abundant gravels and scattered cobbles. The native, clean sandy gravel is the "target"foundation bearing material for all footings. 32 Discovery Drive . Bozeman.Montana 59718 . Ph:(406)582-0221 . Fax:(406)582-S770 . www.alliedengineering.com Page 5 Geotechnical Summary Project: 18-021 Park Place Industrial—Bozeman, MT March 12,2018 Groundwater Conditions Provided in Table 3 are the groundwater measurements recorded during the test pits in mid-February. Also listed for each test pit is the location of the groundwater table relative to the top of the native sandy gravel surface. See Figure 5 for an exhibit that illustrates groundwater variations across the site. This figure shows the February 16, 2018 groundwater data at the approximate test pit locations. Table 3. Summary of Groundwater Conditions in Test Pits 1 —12 GW DEPTH RELATIVE DATE OF TP# TP LOCATION GW DEPTH TO NATIVE SANDY GRAVEL MEASUREMENT 1 East''/:of Site 9.5' 2.5' below gravel surface 2/16/18 2 East%of Site 9.5' 1.5' below gravel surface 2/16/18 3 East%of Site 9.5' 0.5' above_gravel surface 2/16/18 4 East%of Site 9.5' 0.5' below gravel surface 2/16/18 5 East%:of Site 8.5' 1.5' below gravel surface 2/16/18 6 East%of Site 8.0' 1.0' below gravel surface 2/16/18 7 East%:of Site 8.0' 2.0' below gravel surface 2/16/18 8 West% of Site Dry @ 12.0' >4.5' below gravel surface 2/16/18 9 West% of Site 10.0' 4.0' below gravel surface 2/16/18 10 East%:of Site 7.0' 3.0'below gravel surface 2/16/18 11 West%of Site 13.0' 3.0' below gravel surface 2/16/18 12 West% of Site Dry @ 12.0' > 2.0' below gravel surface 2/16/18 Notes: 1) All groundwater measurements are depths below existing ground. 2) All test pits were backfilled with groundwater monitoring wells. Well caps were labeled MW-1 through MW-12. Groundwater throughout the Bozeman area rises and falls on a seasonal basis depending on the time of year. During the winter season, it is near its lowest (deepest) elevation; while at some point in April, May, or early June, it is typically near its seasonal high as a result of runoff from mountain snowmelt and the spring rains. In some areas (primarily on the south and west sides of Bozeman), summer agricultural irrigation practices can cause the groundwater table to rise again in August and early September. Since our test pits were dug in February, the recorded measurements in the explorations do not represent seasonal high conditions. Groundwater depths vary from season to season and year to year. Depending on location, the seasonal groundwater fluctuation in Bozeman typically ranges from one to three feet. GEOTECHNICAL ISSUES The property really does not have any "deal-breaking" geotechnical issues. With the exception of a relatively deep depth to gravel (6.0 to 10.0 feet in most areas), the near surface soil conditions, which 32 Discovery Drive . Bozeman,Montana 59718 . Ph:(406)582-0221 . Fax:(406)582-5170 - www.alliedengineering.com Page 6 Geotechnical Summary Project: 18-021 Park Place Industrial—Bozeman, MT March 12,2018 range from moist to very moist, silt/clay, are pretty typically throughout the Bozeman area. All soils in the test pits were found to be native and in-place with no areas of foreign or random fill materials. The groundwater depths (7.0 to > 12.0 feet) are on the deeper side as compared to many other parts around Bozeman. We recommend groundwater levels be monitored throughout the upcoming year in order to gain a better understanding on the seasonal fluctuation and how high groundwater rises. Given the elevated winter snowpack conditions in the surrounding mountains, this should be a higher than normal groundwater year and give a good representation of how seasonal high groundwater impacts the site. Based on the soil and groundwater conditions that we observed, these are the geotechnical issues that we foresee for the site development: • High Groundwater: Groundwater will rise above our February 16 measurements during the spring and early summer. Given the depth that it is now and the normal fluctuation range that we have witnessed on the other project sites around Bozeman over the years, there is likely a good chance that it does not encroach within 5.0 to 7.0 feet of the ground surface in most areas. As a result, it should not impact crawl space foundations. Basements are not recommended in most parts of the site. There is a chance that basement foundations could work on the very far west side, depending on groundwater monitoring results and design finish floor elevations. • Deep Foundation Bearing: By far, the best bearing material underlying the site is the native clean sandy gravel, which was encountered at depths of 6.0 to 10.0 feet in most areas. For this reason, it is termed as the "target" bearing material for all buildings. Due to its depth and the assumption that most buildings will be underlain by slabs with perimeter footings/foundation walls, we expect substantial over-excavation and granular structural fill replacement thickness under footings in order to reach the "target" gravels. In lieu of excavation and replacement, some other foundation bearing options for this site include helical piers or rammed aggregate piers (geopiers) with structural grade beam footings. • Soft Soils at Bottom of Utility Trenches: The silt/clay soils on the east side of the site are far more moist as compared to the drier soils on the west side. In this area, the moisture content increases with depth; and subsequently the soils become less stiff and in some locations, quite soft. On the east side of the site, we expect that there may be soft silt/clay at the bottom of the water and sewer trenches. This unstable/unsuitable pipe support situation may require the use of a section of special Type 2 bedding under the piping. • Soft Subgrade under Roads: Generally, the silt/clay within 2.0 to 3.0 feet of the ground surface is less moist and much stiffer and should provide adequate subgrade support under roads. With increasing depth, especially on the east side of the site, the silt/clay becomes more moist and loses subgrade soil strength. If subgrade elevations end up being set too deep, there is a good chance for unstable subgrade conditions during construction. These areas may require the use of thicker pavement sections and geogrid reinforcement in order to bridge over the inferior subgrade soil conditions. 32 Discovery Drive . Bozeman,Montana 59718 . Ph:(406)582-0221 . Fax:(406)582-5770 . www.alliedengineering.com Page_ 7 Geotechnical Summary Project: 18-021 Park Place Industrial—Bozeman, MT March 12,2018 PRELIMINARY DEVELOPMENT RECOMMENDATIONS Provided below are some preliminary development recommendations for consideration. This is not an exhaustive list, but only meant to provide some of the more important ones we foresee. Much more in- depth design and construction-related recommendations will be included in a final geotechnical report. Foundation Design ■ Given the business and industrial purpose of the subdivision, we anticipate that many buildings will be underlain by an interior slab-on-grade and supported on perimeter foundation frost walls and footings. A few may have crawl spaces, which will be acceptable based on the relatively deep groundwater table. Most areas of the site are not suitable for basement levels due to the closeness of the groundwater. More than likely the only areas where basements may work is along the west and southwest edges in the proximity of TP-8, TP-11, and TP-12. In all three pits, the water table was at 12 feet for more. Groundwater monitoring will be needed to confirm the height that seasonal high water rises. Foundation Support ■ The best bearing material under the site is the native sandy gravel, which was typically found at depths of 6.0 to 10 feet. The gravel is identified as the "target" foundation bearing material for the support of all perimeter, interior, and exterior footings. ■ Due to the wetter and softer soil conditions within the east and northeast sides of the site, all footings will absolutely need to bear on the native gravels in this area. Due the higher moisture content of the silt/clay soils, they are at risk of significant settlement potential. The moister soil area that is delineated on Figure 6 is a good estimation of this unsuitable silt/clay bearing area. ■ Depending on the foundation loads and the building type/construction for the structures on the west and southwest sides of the site (where the silt/clay soil profile is much drier throughout and the groundwater table is deeper), there is a possibility that the foundation support can be provided by the silt/clay in this area (assuming the buildings can have a higher tolerance for some settlement potential). This would need to be evaluated on a case-by-case basis and also some level of foundation improvement would be recommended under the footings in order to minimize the settlement potential. This could include a certain thickness of over-excavation and replacement with granular structural fill and may also include some geogrid reinforcement. ■ We anticipate that footing grades for slab-on-grade and crawl space foundation configurations will be at four feet or less in many areas. Given the 6.0 to 10.0-foot depth to native gravel, this will mean extensive footing over-excavation (down to "target" gravel) and granular structural fill replacement (to build back up to footing grades). In lieu of traditional excavation procedures and a conventional shallow foundation, a few other possible means for bearing the buildings on 32 Discovery Drive . Bozeman,Montana 59718 . Ph:1406)582-0221 . Fax:4406)582-5770 . www.alliedengineefing.com Page 8 Geotechnical Summary Project: 18-021 Park Place Industrial—Bozeman,MT March 12,2018 the deeper gravel stratum is to use deep foundation elements, such as helical piers or rammed aggregate piers (geopiers), which penetrate down to the "target" gravels. The soil conditions across the site are ideal for either of these deep systems. Both pier types would require special structurally designed foundations consisting of grade beam footings and foundation walls that can span between the pier locations. Another geotechnical recommendation when using piers will likely be to place the grade beam footings on at least 1.0-foot of granular structural fill. Pipe Support ■ The water and sewer mains and services on the east and northeast sides of the site will likely encounter softer and moister soils at the bottom of the utility trenches. See Figure 6 for the approximate areas of these more problematic soils. As a result, these soils could be termed as being unstable for adequate pipe support. • We recommend a large quantity for Type 2 pipe bedding be included on the bid form just in case it is needed. Wherever Type 2 bedding is deemed necessary by the Engineer, this section of gravel under the piping should be well compacted and underlain by a medium-weight, 8 oz. non- woven, geotextile fabric to prevent gravel migration into the soft subgrade soils. Pavement Sections ■ The best subgrade soils (driest and stiffest) throughout the site are in the upper 2.0 to 3.0 feet of the ground surface. The thickness of good subgrade soils increases in the western part of the site where the drier silt/clay extends to greater depths. Below 2.0 to 3.0 feet in the eastern part of the site, the soils become moister, less stiff, and more unstable. ■ In large areas of the site, subgrade elevations of the roads should be minimized to the extent possible to better the chance for drier and stable soil conditions. ■ Given the anticipated industrial use of some of the subdivision lots and the resulting possibility of more truck traffic, we recommend a relatively thick pavement section for the asphalt roads. At a minimum, we most likely foresee 3 inches of asphalt, 6 inches of base gravel, 15 inches of sub-base gravel overlying a 315 lb. woven fabric-covered, re-compacted and stable subgrade surface. There is a chance this design section could be increased in asphalt and/or subbase thickness (from 3 to 4 inches and from 15 to 18 inches) depending on the expected land use in the project area. Final recommendations will be provided in the geotechnical report. ■ Depending on subgrade elevation, there is a chance that some of the moister site areas on the east and northeast sides may experience soft/unstable subgrade conditions during construction. Characteristics of soft subgrade include rutting, pumping, and deflection under the construction traffic. If this occurs, the sub-base section may need to be supported on stabilized subgrade consisting of Tensar TX 190L triaxial geogrid underlain by 8 oz. non-woven geotextile fabric. 32 Discovery Drive Bozeman,Montana 59718 . Ph:(406)582-0221 . Fax:(406)582.5770 . www.allledengineering.com Page 9 Geotechnical Summary Project: 18-021 Park Place Industrial—Bozeman, MT March 12,2018 LIMITATIONS This letter provides our geotechnical summary for the proposed site of the Park Place Industrial project, located on the northwest side of the Frontage Road/Nelson Road intersection to the west of Bozeman, MT. Please be advised this document is only applicable for the subject property and shall not be used for other nearby sites. Since geotechnical conditions can change in a short distance, we recommend all project sites be evaluated on a site-specific basis. The recommendations presented herein are based on our observation and evaluation of the project site's subsurface conditions, laboratory testing results, knowledge of the underlying geology, and our previous geotechnical experience with other site development projects in Bozeman. If during earthwork and foundation construction, soil and groundwater conditions are found to be inconsistent with those described in the report, we should be advised immediately so that we can analyze the situation and modify our recommendations if need be. All individuals directly associated with this project should consult this report during the planning, design, and construction of the site improvements. It should be made available to other parties for information on factual data only and not as a warranty of subsurface conditions such as those interpreted herein. We appreciate the opportunity to perform our geotechnical services. Please call if you have questions. If there are any questions regarding this report, please feel free to contact us. Sincerely, •• " ' Allied Engineering Services, Inc. ••• O N TA oV' `�-- S ��— •••LEE SCOTT Lee S. Evans, PE ; : EVANS . cG Geotechnical Engineer 1 • 1442 PE :u enc: Figure 1 - Vicinity Map •�. , A`��•. Figure 2 - USGS Topographical Map Figure 3 Geology Map Figure 4 - Test Pit Locations w/ Native Gravel Depth Figure 5 - Test Pit Locations w/Groundwater Depth Figure 6 - Drier Silt/Clay vs. Moister Silt/Clay Test Pit Logs (TP-1 through TP-12) Lab Testing Results (Standard Proctors for Composite A, B, & C) Limitations of your Geotechnical Report REFERENCES Slagle, Steven E., May 1995, "Geohydrologic Conditions and Land Use in the Gallatin Valley, Southwestern Montana, 1992-93", U.S. Department of the Interior, U.S. Geological Survey. 32 Discovery Drive . Bozeman,Montana 59718 . Ph:(406)582-0221 . Fax:(406)582-5770 . www.alliedenglneering.com Page 10 PROJECT SITE Z SUNSET MEMORIAL PARK PLACE GARDENS CEMETERY INDUSTRIAL w •_. SUNSET MEMORIAL ,. 'Akj t 1 GARDENS CEMETERY a ��F �.R. �• PROJECT SITE PARK PLACE h �{f MONTANA DEPARTMENT INDUSTRIAL �� 3; IIIIII ` OF TRANSPORTATION -�+•, E.VALLEY CENTER RC7 Illlly ` �'' . •n . .'a fir:" IIII lot *I �> MONTANA DEPARTMENT OF TRANSPORTATION `tea -�,• BOZEMAN WASTEWATERS TREATMENT PLANT '� f •• 1 "' BOZEMAN FORD LU COSTCO q OVERVIEW MAP CLOSE—UP MAP _ E®ZEMAN/EELGRADE AREA PROJECT SITE AREA 0 1000 2000 3000 0 500 1,000 1,500 SCALE (FEET) A SCALE (FEET) N o i NO, REVISIONS DRAWN BY DATE PROJECT #: 18-021 SCALE AS NOTED PARK PLACE INDUSTRIAL Civil Engineering FI�LTI2E B DISCOVERY DRIVE DATE: 03/20O BOZEMAN,MT 59718 g g FIGURE 1.DWG VICINITY MAP PHONE(406)582-0221 Geotechnical Engineering FAX(406)582-5770 ALLIED PROJECT ENGINEER: LSE DRAWN BY: GDF w .alliedengineering.mm Land Surveying ENGINEERING EOZEM e�I®I�T7[ A o, DESIGNED BY: LSE REVIEWED BY: LSE •,•e a,o•°"• " \ 455 4 s 452/ -• 1� •� • • \ -- i590 4550 PROJECT SITE I r' c ' t 46 1 PARK PLACE "• `��''t� •� `C I INDUSTRIAL L i _• '45z5 T 2 j • i 4573 ♦ I • 78 • % ll •-1 461 a ♦. a SEC. 22, T1S, R5E, _ L GALLATIN COUNTY BM 4636� O • 6 J 4 / v 4652 b I 0 10 i r 10 0 0 2000 4000 6000 v a -a Y O a SCALE: 1 INCH = 2000 FEET 0 Nm m s BASE MAP: BOZEMAN QUADRANGLE; BY: USGS, 1987 a' PARK PLACE INDUSTRIAL Civil Engineering FIGURE 2 Geotechnlcal Engineering Land Surveying DRAWN BY: GDF USGS TOPOGRAPHICAL MAP 32DISCOVLandERY VE eyin N.MT59718 ALN IED DATE: 03/2018 BOZEMAN MONTANA PHONE(406)582-0221 FAX(406)5825770 • PROJECT/18-021 f www.aFetlenglneering.com w.�•` FIGURE 2.DWG r>� ° a 0 '0 0° o o ° 6'„ 290.9• w. e o b 0 J. 00 00 o' 0° .0 0 0 sr4 b of0 0 ° F� °pp °00 OOO° "p 000 ° �•4 , 3756 »-4 O6 0 0 °0 16. o ° ° p 0 0 -0.°p 000 °.o.° 01 ° ° ° 00 0 0° ? 647. ;'0 ° a 0o,o 0 00 SC ° ., , .0 °o�o ° op ° o Q01 0 0 0 p° 60 — 0 0 0 0,0 d3� ° 0 0 0 0 1° 0 0po•,00Loo0 0 - 00 ° 00 00 ° ° a ° ° N°Op ° °p °o° o o° o Camona ' 6 0 0 0 0� 0 ° o, 4 q o e, 0 0 0R 0 0 0 0 vo 0 O O o Q• •� r ° N° O 1�.V ° ° °° o ° ° O O QTa .0 0. 0 °O ' .0 ° 0 O 7 0 0 0 .p 0 0/o o o o 0, o p 0 0 0 0 b o °° 0't( ° ° o°'°145� o o° ° b ° ° 229.0 p 0° p p OO° p ° D. ° 0 0-.1.0 0 0 o c°° 6 ° °p j°p-O p cz oo ° ° ° ° ° Sa,a °a ° - 285 ° °°.°o°° °° ° ° ° ° PROJECT SITE °`°o°°o r�o°O e e j O.Q. 0 0 0°00 0 0 0 PARK PLACE b ° ° �e�°, 0 5 o o`o°0 0° 00 0 0 0° ° b INDUSTRIAL 0 jOo m° 0. ° opo-o 0000 000. p o°oo ° � p I o 0 0 4 0 ° `ravel o o ° 0 '0 o Q. • ° Qal O .6�0 0 0 0 0 1 �\t ''. o o° o r.0'•^ 0�0 °0 ° ° 0 °o 0 O 4 � •.o.:a O ° 0 00 d O O p ° 0 0 O 0 0 O° QCJ 3 7 L VVV O ."o 00 0 0 0p ° ` o 0 .•'4 550r °° °° ° � a ° 0 0 ° O-0 o0 8.3° .:oo° fl 0 °0 4 r ss'.a Q.° Y( b p 0 0 ° 340, 8 b,: Q. p ° :a o �' SEC. 22, T1S, R5E, 39• °0 ° ° o fn GALLATIN COUNTY • 109 GRADE06 ° o 2 .6 o : a o o°A °0°° .� ° ir30 1.2 ao o.q .01 .. ° o 0 0 ' QTO 'O. a 0 ptt 00 00 . p�Q 0 0: K o° 0 0 + Go° pb o ° o f�0 (0 1 p� ° .o 0' d 0 0. a 6 7r (p ° b ,0 ° ° °. o ° 00. b;0 o °b 55 o QTa • 1 m e 2� .o'O` Park & LZ on LEGEND U QTa = ALLUVIAL FAN DEPOSITS N (QUARTERNARY/TERTIARY) I 0 6000 12000 18000 Qal = FLUVIAL DEPOSITS (QUARTERNARY) Ts = LACUSTRINE & FLUVIAL DEPOSITS SCALE: 1 INCH = 6000 FEET UNDIFFERENTIATED (TERTIARY) o o_ N O W BASE MAP: GEOHYDROLOGIC CONDITIONS & LAND USE IN THE GALLATIN VALLEY, s SOUTHWESTERN MONTANA; BY: STEVEN E SLAGLE, 1995 % a PARK PLACE INDUSTRIAL Civil Engineering ,L FIG�J tE s Geotechnical Engineering GEOLOGY MAP Land Surveying r DRAWN BY GDF ALL DATE: 03/2018 32 DISCOVERY DRIVE BOZEMAN,MT 59718 ENOINEERINO B AAG MN y AA NT NA PHONE(406)582-0221 FAX(406)582-5770 mWCEM PROJECT $:18-021 w .alliedengineenngxom FIGURE 3.DWG } \ z ' i . 0 w� PROJECT SITE TP-11 TP-10 TP-4 PARK PLACE INDUSTRIAL . 10.0' 4.0' 9.0' T -5 >ti,Ft A 7.0' TP-9 � I TP-12 5.0 T -3 • 10.0' 10.0' TP-6 r ♦ . 7.0' i r LEGEND ' r TP-8 TEST PIT LOCATION TP-i (APPROXIMATE)W/ • �• r M •'� s 7.5' Tp-2 .0, DEPTH TO NATIVE 1� `:`♦ •/ SANDY GRAVEL TP-7 •; fi 6.0' 0 OIL, TP-1 = ' 1 _ �t �• �� NOTES: TFiQs, T - I - 1) GROUNDWATER MONITORING WELLS WERE 9r11,9 O 7.0 1 - _ INSTALLED IN ALL 12 TEST PITS. THEY ARE IDENTIFIED AS MW-1 THROUGH MW-12. r ` F` % W - NO. REVISIONS DRAWN BY DATE 0 150 300 450 PARK PROJECT #: 18-021 FIGURE RK PLACE CE INDUSTRIAL ST IL IAL 32 DISCOVERY DRIVE � DATE: 03/2018 JCL--�1 BOZEMAN,MT 59718 Civil Engineering SCALE (FEET) TEST PIT LOCATIONS W/ NATIVE ;GRAVEL DEPTH PHONE(406)582-0221 Geotechnical Engineering FIGURE 4.DWG ALL FAX(406)582-5770 o PROJECT ENGINEER: LSE DRAWN BY: GDF B®ZEMSN'M N C NA .alliedengineenng.m Land Surveying DESIGNED BY: LSE REVIEWED BY: LSE J 0 w PROJECT SITE TP-11 TP-10 TP-4 PARK PLACE INDUSTRIAL • - 13.0' yam, J TP-9 TP-12 10.01T -3 Dry @ 9.5' b 12.0' LEGEND i TP-6 TP-i TEST PIT LOCATION T \ 8.0' (APPROXIMATE)W/ ••� �.5, DEPTH TO GROUNDWATER DURING 2/16/18 EXPLORATIONS it. TP-8 j •.� 7M ,\ i3 • 1 Dry @ TP-2 w oor. TP-7 - fi•; 8.01 TP-1 - �. • _ NOTES: - ' V 1 1) GROUNDWATER MONITORING WELLS WERE 9TF9 9.5 - _ I1 =� INSTALLED IN ALL 12 TEST PITS. THEY ARE 0 IDENTIFIED AS MW-1 THROUGH MW-12. l _ ~ 'Pp Wig REVISIONS DRAWN BY DATE 0 150 300 4� PARK }� �? PROJECT #: 18-021 FIGURE a PL-'i RK PLACE INDUSTRIAL 32 DISCOVERY DRIVE � DATE: 03/2018 TEST ]PIT ]LOCATIONS W/ GROUNDWATER DEPTH BOZE (406)5 2-022 Civil Engineing g FIGURE 5.DWG SCALE (FEET) PHONE(406)582-0221 Geotechnical En Ineerin PROJECT ENGINEER: LSE DRAWN BY: GDF www�ieden)gineenng.mm A2-5770 LLIED 1�®°����YaT'A�®R,T�`�i�T� Land Surveying ENGINEERING ll➢ 1�1 lY1l A'V AV DESIGNED BY: LSE REVIEWED BY: LSE \� ZI t \, Z w r. s PROJECT SITE TP-4� PARK PLACE TP-11 TP-1� �r INDUSTRIAL 'I T -5 TP-9 � I s TP-12 TP-3 TP-6 r i . LEGEND ♦ TP-1 TEST PIT LOCATION TP-8 (APPROXIMATE) \ - "TP-2M APPROXIMATE AREA WHERE i. . \ SILT/CLAY PROFILE IS DRIER OL APPROXIMATE AREA WHERE SILT/CLAY PROFILE IS MOISTER TP-7 i i TP-i NOTES: FiQ 1) GROUNDWATER MONITORING WELLS WERE T11,90 - = INSTALLED IN ALL 12 TEST PITS. THEY ARE IDENTIFIED AS MW-1 THROUGH MW-12. `r.. AL& 14 O NO. REVISIONS DRAWN BY DATE 0 150 300 450 PROJECT #: 18-021 FIGURE n ]PARK PLACE INDUSTRIAL/lU ST1\IAL 32 DISCOVERY DRIVE �Civil Engineering DATE: 03/2018 c r� �y BOZEMAN,MT 59718 FIGURE 6.DWG ilF Jn SCALE (FEET) ���L� A��L�/LL � Ys ®� � 4 �L / L�\ PHONE(406)582-0221 Geotechnical Engineering FAX(406)582-5770 ALLIED PROJECT ENGINEER LSE DRAWN BY GDF B M N�7 N 1 N WWW.alliedengineenngmm Land Surveying J����dVllf�iN1��A�1�1�'� DESIGNED BY LSE REVIEWED BY: LSE Reviewed By: '>S 3�� ►� � � c0000 � � F rwj MNNNN r�j� in kn knn to O 00 W �' 00 W w MNNNN Nr"y O aN OOC I � rNNIN N p V rA ,.. 4* i. w A" ,! ' ( `' I�•i ^ i ( `t�� � � ( `f t�� i ! E"' w � O O O O N 1 CC w a � ;-� ir! �( + C ii: fr( ;ir! ()r( .i (irrt g ° Z W NNNNN x � Cd � • rr! 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W W W UA)HUM N o0 o N u TT5��:T17(TIY�IH^^J U .1v1�1�.L1KO✓ dH1VAk% H C v�i N o Vi � �� f^/1 a ZS •C Vi tj> � y rI un� cirz 3 Z o Cc*. 41 U u CJ o s: m °� ¢ _ cd c ao R � � � >.. o ain ow' Q•;; a; 0 c v? ci '> ~ W Ca cc y Q ^Cs et L C u R W a Q t°j O Z. y T fS rn rn u ;0, > '� 40 Q w 0 O C3 .<,:.�QQ,,�, U o •,= F c iE" >' ;; � o ° o00o c c � � � .°�' (j � o � �w .., � c �° F' � E~ O rikii a� rh io C� � v1 gW `�..+ ., (/� .•..,, C/] > !r.-i 1 t 1 r t r 1 1 .+...A V Vi /� Vt 1 1 1 Ln Reviewed BY: 2,Se 3 c � vGico � v�•� '� � NrhVCi � 'O 00 � C/� �' � ��',, M N � ti ti F•r H �•-1 C pM 000 I f Ctf �1n00 N O N Q O C F II t;'� i d i i ' M N •• -r -- ti 00 ff + 3 .t,!•' r �. �.r `+J, :.I, '.' 0 © � Z L N N ,•. � °-•� '-+ � � � v� • r:d r r ,;,. t r y O O O td.t: a� '•id O td,!: r' ''t' ,! , a' i ri �••' 1.t� Uo p„ tfi C V3 U = q t'rr f Mom+ f : trlr=f ' t `rr'.f rF' �•o a Fvi cu Nti .. — .- — E- W a O a, of ! id1 :i W y L O�+ d:d ; ; , ;.i o r U aaaaaa z ti w H Tom. 00 a O A G t',! �+' i• � i��, ,! �t' i•:t' d �t' !�' i.rt� AU ? 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TEST PIT DESIGNATION: TP-3 LOCATION: East Half of Property Bozeman,MT 59718 (See Figures 4,5,&6 for Approx.Location) Gen =fi!!WQ technical Engineering Phone:(406)582-0221 HORIZONTAL DISTANCE(FT): Land Surveying Fax:(406)582-5770 C/) Q 2 4 6 8 10 DESCRIPTION OF MATERIALS STD.PROCTOR TEST RESULTS Composite A: TP- 2 3,&4 (1D (0.0'- 1.0'}: Native Topsoil Medium stiff; black;organic clayey Comp.A Max.Dry Density = 104.7 pcf SILT w/abundant roots; moist. (Bucket) Optimum Moisture = 18.0% Very stiff above 4.01. 2 S3-A Becomes less stiff below. Q{1.01- 10.01): Native Silt/Clay %Very stiff to very soft; brown/tan (Sack) to orangish brown; sandy SILT to sandy lean CLAY; moist to very moist. Moisture break at 3.01 Mois S3-B t to very moist below. Stiff to medium stiff from 4 26.3% f Notes: (Sack) 4.01 to 8.01. Below 8.0', -Vuggy appearance(tiny pinholes). the soils become very soft. -Lower 6"contains some gravels. - --- -More moisture w/depth. -77-7 -Becomes less stiff w/depth. 7.3 v -Moisture break at about 3.0'. - 1.0,-3.0': moist. 6 -;7.; -27. f -3.01-4.01: moist to very moist. Orangish brown below 6.01 -4.0'-8.0': very moist. -8.0'- 10.0%very moist to wet. Z-'- Z:7 :--.7 :.-.r 47 .,-7 -Turns orangish brown below 6.01. -Unsuitable bearing material. S3-C Q(10.0'- 15.01): Native Sandy Gravel (Sack) Dense; dark brown to brown;sandy GRAVEL w/abundant gravels and Some gravels in POCKET PENETROMETER scattered cobbles;wet. lower 0.5'of silt/clay. MEASUREMENTS(tsf) Notes: 2.0% Qu=4.00,4.00,4.50,4.50,4.50 4 "Clean"sandy gravel. ........ M - 10 - - - a ee() @ 3.0': Qu=2.25,2.25,2.25,2.50,2.50 Q. -Generally a 4"-minus gravel w/ "Target"foundation bearing in @ 4.0% Qu=2.00,2.00,2.25,2.25,3.00 some scattered,larger cobbles. sandy GRAVEL below 10.0'depth. ( *5.0': Qu=1.50,1.50, 1.75,2.00,2.00 -"Target" bearing material. 3 6.0% Qu=1.50,1.50, 1.75,2.00,2.00 0 . g 7.0% Qu=1.50,1.50, 1.75,2.00,2.00 -Tyl LL Monitoring well installed(MW-.3)r " 8.0% Qu=<1.00,<1.00,<1.00,<1.00 15 7- W Co SURFACE ELEVATION: N/A BACKHOE TYPE: Cat 312E Excavator JOB NUMBER: 18-021 TOTAL DEPTH: 15.0' BACKHOE OPERATOR: Brian Harris-Townsend Backhoe PROJECT: Park Place Industrial GROUNDWATER: 9.5' (on 2/16/18) LOGGED BY: Lee S.Evans-AES1 DATE: February 16,2018 Reviewed By: LSEt 3lelt b g tr. 000caoo 'i O a° W VCi0000000 O 00 o.a V.` 70 W ��,, 4tMNNNt`1 � 4 !H O Ye W �,L 1xN OOti I � kn�OrrrV V N v 4 A. -i C3. r. It II •fi t ;—�,-�., fx t� N N .-+ .•. r. O O 00 4-4 •±.' ffr,,'IJ � ,? ,,t+rt r. ? ,'t+ � t.? � NNr � � � V V rl �"' >a .S •_t+'••: i f 'i + ''; .� ! r f. ,�"' ° f. tff ' ,.i"!• r f pi ! 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'r'' C� t; ' .� i ' s' ,V o u c r 0 o o ° G c o tdlf `/j''7 O 2 J '� v w p cia o 0 O a ° ❑ ° v x Q 7 •'� —>y ° 0 D 01 Q �¢" j'rJ y O tf,!'• d' �{ i rJ1``; d' J r!,!i d' o'b0" 0 C� °moo o C> p o Rt €j' j oo o O 0° 0 ,� 'ii W •L rn Q :i ; � i'!•+r 1� :�f, � £ ��+` •O ~ 0 a o G M r ' ;I!t fl o o a c O W ft! p oo a p ❑ P ; V vs o � . � r rr rt a o r a Jar;'� '� ', € t O {tt t`rj`? i `rj' tt `fj° t frrjt: fr O �" N d- �p 00 (ia)HUM — U U 0 < � s Sd IdY\idS U�� N�v v �V .LI�I�1,N00 ¢ x g o QP O CQ L Imo. > C. ice. .O t. > z N _ _ _ z o c c Vora o c. on � N E L p ce Qwaw L w L > E w e 4« zi�' � ea U U Q Q l tu- �.,e o o aLi c c � p7 � oNr�+SH° � a°i � oVC� � F O W � 7 ^✓ 2 rn � z r r t r r r r r r �Q U m z r r un (~ � Q O O O Revie-,NTed By: GSE, 31 ed`e'� a o000 � 0 0000 's', u OI R o O h O 00 L 09 � c voi voi N �' �p O 40 M. E II II r;' r r 7 t' t ' ' a z e7 e1 M M t ,% o-� r p ❑ E � � NNN J :is!•i �; i !.i r`{ ❑ o i CJ ° Z w M M M M6 CIS x O �' ; ''7 ( i % 17 ( i .. C ''7 ( ! O C, p c c a ❑ CIS �•° m .�, t i•� r r 7•t i'r ' r 7 i•r ' t J! a Qr 1n N O O .Q f] a y v E yl O r r O Q G „7 u t '7 /— bA 1' [ �l r O a <7 �O a �y Eve M MM Quip � c , , � •i, c "❑ ,� � c,3' w Q �I �� u u U 's° o A +=' r r Cl r r D P t P v rj'r ' t rj c y � t ti Gs, Q is ! 'bp C !;rrf ❑ o a a e N �M,\eh U ii7 ': u C C'�JCO'U O ! J ' 7 L 6 O ice. L �-. O .a r if( rrf(! ❑ W °I❑[3 D a ❑C.=` p ( Cs' ❑ C !.r+`( si" !•r ci} o a p �4 .0 i-7 ( i •' i i 7 ( i i s 7 ( i i s 7 ( i i:7 ( x bA ', n�^}�v v o o a ° ° o Q U ,'� !i (� '•�f' !� (� 'd7'!: e� '•r7,�: r� '•r' �i r� '• P CC 4_l ¢ O ° (D a p 0 c r `fo r•r '= t `r(!1 r `I(• F" CC ❑ o c�4 o a p ❑ ❑ "O r ` .g p,• '- ' .� ( ,l N ! ( + % ''7 ( + '% a V v c o I t�71 a ° ❑ 0 0 4J 6 0 (-')1 � o �� "oC3' 0 ^I ^ '' rA i s J•�'d C/� ~ t t j : i:7 t f7 ,'❑ ° ° a a o v o a c❑ a t 1^ (~ C!' ,'t-�i sue', 7 t�i � 'O ( r 7•t''i r ( r 7• '� 7•- � � i � o ° � O � c: v j' !' i•' 1 Lp, r`frl! ' t `r( C .''''. r! 4 o P v , v P ❑ 0 v P Cd •� O I, rr 's. >. E �•" ' J '.is' ' (, a P O a o Q a a u V r+n z ' ^CS O O� u O P a c v a s v W '' a s {0 0i a 0 o � C? t O o 'mow E r I :i !.r 7`j u y °. a o ` b a C} a o +^•' ^I CC v . v t P a ® o ° a O M C/� N •r;''i, i`r; i J ti`r; i �•ri'i; i ;• V� �•;❑ o � Q ° L./ � � � � �"' W � ! a P P o 0 0 ❑ ❑ U O r ,71e� t' (,t ' 't+ !; to ' o ° <) 6 t ❑ P a h� r`r(! 1 ,' r`rr 1 t `rPr, r ` O H x (19)H.Ldaa U u �U" coo QC X pox c>�X O SdZdwvS v n Oa m .LNd.LNOD o 00 CA1.4 CIS R C u ; O Z Q o n° w Oi G U ^o Ran o ^C R p CC p ev b�A COC O is u CISC L. tw y z O E O O td O N 00 > E. oipE � c H w 9 Z Zo .a zloV a a .� o � Z . � o ^det L L.cc a H d in R &cj W Q eq WCA � Z �D U � oE• O Q Z r t t r r r Au rn O a O Reviewed By: t t o voi �on000 � T HN CG nrr � � � M O i! W r, W �+ � Ct 7 � M P••I O e,. R O E'" � II II ttf+ f. � , + t. . , Z � errf rrMM 00cn ti i Ha y t `rr'r : f�rr'r : f�rj' : : t `rr° ittrj : r W noorvoio ~ x ' xcaow L � ' r ' .r • r 'rr , r p 0 ma O,y � •'i' ��. 1 it 1r,f r'�r � ,r ir;t�'�r f ,r Ir;t��i i R is I;t,�i i � it 1;,'o O O. G.i a' � O C r t0/1 O W a � AeF �fMMM UbAy FV� E- (s !3' 1n C 0 r - i, 1 e, '� U it ! i j pi !,� y a :i !.i it •i. �? ' '+ W O O a 0 a 0 W Z aa, A ° rI; : trr fi, rrrr rI; , iri }°, 1J ' jIt aRi r U aaaaaa ZIn � � � y ' �•t:.i� � i ti,!; � i'ji'i� CC O � i ��'�I; ' i � 3 O .. .. .. .. .. Ga Q s- { c o O, o0000o O tf r'r.' tff�' !�!�} G "a C ft' !1',t ft: Q V10 U rI, : trr �Ir ; irr �I, ' I-i c one Ir it:itl! i,oa ��C�� �' 0 0 i 1•t;', r i 1•t;', r i +ef;'r ' C� C i i tt', i 1! ❑ W o Z 0 .0 r f�! �' W 0a o Q as .r. i+' ii r i r i rt•i rrr � i,i•%t i"',.+r '� i i r,%f;"',+r � i r'+••t t°r.ii +'•ft, .i' ° 1 ° � kV r i d•!r•i � t i,• �.b 4 0 o a � r ° rf c i t r fr'r.�•t fjt1'�}tr flP7 :.t ft i i•tr t1 ! '•tr f? (~ cOa a ° 0 0 i i p 0 i L tt°, its•t i i i tt'i i i j tt', r i A a ��..// © r fR 'O r [~ � :i r ' s ti r ' . i r ' • ti r d4 C} �a (7 a OV o t'-., � t `rc 0 C> o Qom° 0 00 i:.r O R N ;i ! i r pi !.i rr %i !,t tr o c ° o ° [~ 3p�C7 0 00 O A t: tr r Lam' 'r i trl i trf t• O. "�� L'l Q o tr d 0 o r. �' Z U R tr I 'L F -, %i 'I '' I, %' 'I' ^v a s n a CJc a s c o V x W i.'i t r ; O a o E"' Q r' R•° r' '•O D r •t'i: r' ' .t',�i r, ',.f •. R jn i,i �}C> c U ' L14 — W) 4 � D �a..` C. o Q06�O a06i"i r ' .' r; r ' S' :: r t r r r . oc4 0 0 o ccCO ' rt : rr! Q 0 p V 0 4 b ° c C� � O W °' a rr •,,: rt • : � t , . . � , t , . . t , � a N r i r _ , r i i t; , i i�t;'i r i i f•'i i i i•tt'i i i ! t•'i i i i• a Ci f�-r a If W O ! ti'I %i ! tr' :ilt ' W W x O 0 Q CL'3)H.Ldga N v 00 o N ury� u/ 0 W c) W W O Sg IdwVS uo e Ca v INH.LNOD ¢ o 'd9IVM% 00 z 00 a a U "� C, WO a aLi nosR, M m a w H R = ° ° a, o c L i 2 ' O o A `c_ c � ice. L > +Rr '� V C L CC .O � C O �•'' L � 4t W a Z Z a .a z o Z U o o - 4u ,0 d a O � �� au � w Wig, � � o rA R W p" �✓ in in Cs .a o L rAQn = W Q ' [ !w � .oaE � � Qar ° cam O L) � a^ai �.l r � " c > a � � � � rv'•, aOiR; � oV (7 � E' � Q Z Reviewed By: r=, 3�8� Imo, c c000 � o v, 00ln 'i A u G� ;Do� Q W GOON AOON N V N W O �� (I I) �r;•; 1 t r tGl ' ' �Nz � �' etM 00 � 0.�I � •r ttrr'r•' ttrr°r•tttfr° r '.t rr! w o C}! a Z W p en en c ° W py vi O O O W a �i OU C ' tt ! r t 't� r ! ! O Ij Is Cf a Q + y o�j o r ' : : ' i p Q ( t f s v } .. (� F, Ki ri 3 vi U Q t /'! .( fr. O I O C=+ W d II II II II O CI >a �^. ,i ! i r pP ! i j •i bl C p ! i d+ [}V° . 0 rY W U (0 z I J 1 a o W� a � A � :t ;,r rt`r�'t :,; r ;,r�:t � � � :,, r ;,t•,° � 0 OO A U a �• ttfr•r ' tr(t t 'fr� 40 ° v cI v� 0•t 00 O O b a •' r !< .'r ` ,<, •' O.'bA O r '��. 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" � •f `• a s°, p; j'! .t r�' ? •f r j= r ,•f r�f�? •f r�'r •t`r j ono j' :r C7 � i, N y v, �" :i : i � C i it f � � F :r :•i j j :r !•i 1 f si i j� ,� :•i t rr .:( •i j t � y n �, ,� r0+ � � � en N .r r r .r r r .• d r r .: ' 'r r ' 'r ' 'r r r !; r CC Q !f : t`rj°r ' t`rjtr': ttrj'r rtffj° f 4t `rj' l�rtfrjr�' f `f�il : tfrE': : f�' U F trt{'r ' Irt{'t' fri;', ti � :: r ' .' :r r �. :; r .. rr r �r r ' . rr r it �•+ a Ge~ f`tj'f4f`rj°! r: (I.J)I4.Ld'3 !'� TT,�T{,J U o 5 Q o, S 7 1(lY 1L V S N X U /���l U N N /d�'� /�, UVrt'1 r/��� V]lJ� V� INH,LNOD ¢C N M 2IH.Lvm% z00 _ Ca N ca 0 o •p 0U LIn W b on W '° W = O7-. .G CQ � '� t/1 y i.+ ^' rn .a � � Z y •� .. �^� y •L W 'C3 G G •-• ^O v' w � O .. r;.; a .�:, � �.� � o o •o a; 'on� ,.•.:,� R a yea a R a ^ ••.•+� V� �-+••> .G U � r r r r r r r �+'A � � Z Vr r r (/� F� STANDARD PROCTOR COMPACTION TEST (ASTM D-698) Project: Park Place Industrial- Bozeman, MT Project Number: 18-021 y@ 32 Discovery Drive Sample Ident.: Composite A @ 2.0' Bozeman, MT 59718 Soil Classification: Native Silt/Clay Date Sampled: February 16,2018 ALLIED o Phone (406) 582-0221 ENGINEERING Fax (406) 582-5770 Date Tested: February 22, 2018 SE►VIC ,INC. �o�° Tested By: Erik Schnaderbeck �verse PTO,e``S� Summary of Lab Test Data Composite A includes samples from: *TP-1, TP-2, TP-3, and TP-4 Natural Moisture Content: 21.0 % (East Side of Subject Property) Optimum Moisture Content: 18.0 % Maximum Dry Unit Weight: 104.7 pcf PROCTOR COMPACTION CURVE 110 . 108 - 106 104 - - - v Q 102000, - t W 100 ._r 98 0 96 - 0—Compaction Curve 94 — t Z.A.V.for S.G.=2.50 Z.A.V.for S.G.=2.65 92 t Z.A.V.for S.G.=2.80 90 10% 12% 14% 16% 18% 20% 22% 24% 26% Moisture Content Reviewed By: �T STANDARD PROCTOR COMPACTION TEST (ASTM D-698) Project: Park Place Industrial- Bozeman, MT Project Number: 18-021 32 Discovery Drive Sample Ident.: Composite B @ 2.0' Bozeman, MT 59718 Soil Classification: Native Silt/Clay ALL Phone (406) 582-0221 Date Sampled: February 16,2018 0 EnrGIN, w Fax (406) 582-5770 Date Tested: February 22, 2018 SERVICES, S�'J Tested By: Erik Schnaderbeck v e��s' 61;erse PTO1 Summary of Lab Test Data Composite B includes samples from: *TP-5, TP-6, TP-7,and TP-10 Natural Moisture Content: 21.6 % (Middle Part of Subject Property) Optimum Moisture Content: 18.1 % Maximum Dry Unit Weight: 105.1 pcf PROCTOR COMPACTION CURVE 110 108 106 104 v 102 s a� 100 98 96 tCompaction Curve 94 F-Z.A.V.for S.G.=2.50 �—Z.A.V.for S.G.=2.65 - 92 t Z.A.V.for S.G.=2.80 90 10% 12% 14% 16% 18% 20% 22% 24% 26% Moisture Content Reviewed By: Lsr SIL1 tR, STANDARD PROCTOR COMPACTION TEST (ASTM D-698) Project: Park Place Industrial- Bozeman, MT Project Number: 18-021 32 Discovery Drive Sample Ident.: Composite C @ 2.0' L Bozeman, MT 59718 Soil Classification: Native Silt/Clay ALLIED Phone (406) 582-0221 Date Sampled: February 16,2018 0 ENGlN,IN�N * Fax (406) 582-5770 Date Tested: February 21, 2018 SERVICES, c Tested By: Erik Schnaderbeck Terse Ptole��s' Summary of Lab Test Data Composite C includes samples from: *TP-8,TP-9,TP-11, and TP-12 Natural Moisture Content: 16.3 % (West Side of Subject Property) Optimum Moisture Content: 18.5 % Maximum Dry Unit Weight: 105.9 pcf PROCTOR COMPACTION CURVE 110 108 - 106 104 — v Q 102 - +- 100 - 98 96 —*—Compaction Curve f Z.A.V.for S.G.=2.50 —0—Z.A.V.for S.G.=2.65 94 t Z.A.V.for S.G.=2.80 92 10% 12% 14% 16% 18% 20% 22% 24% 26% Moisture Content Reviewed By: ZsE o Vam =� RII V SERVICES<INC. 4DiVerse PVC:0- LIMITATIONS OF YOUR GEOTECHNICAL REPORT GEOTECHNICAL REPORTS ARE PROJECT AND CLIENT SPECIFIC Geotechnical investigations, analyses, and recommendations are project and client specific. Each project and each client have individual criterion for risk,purpose,and cost of evaluation that are considered in the development of scope of geotechnical investigations, analyses and recommendations. For example, slight changes to building types or use may alter the applicability of a particular foundation type, as can a particular client's aversion or acceptance of risk. Also, additional risk is often created by scope-of- service limitations imposed by the client and a report prepared for a particular client (say a construction contractor)may not be applicable or adequate for another client(say an architect, owner, or developer for example), and vice-versa. No one should apply a geotechnical report for any purpose other than that originally contemplated without first conferring with the consulting geotechnical engineer. Geotechnical reports should be made available to contractors and professionals for information on factual data only and not as a warranty of subsurface conditions, such as those interpreted in the exploration logs and discussed in the report. GEOTECHNICAL CONDITIONS CAN CHANGE Geotechnical conditions may be affected as a result of natural processes or human activity. Geotechnical reports are based on conditions that existed at the time of subsurface exploration. Construction operations such as cuts, fills, or drains in the vicinity of the site and natural events such as floods, earthquakes, or groundwater fluctuations may affect subsurface conditions and, thus, the continuing adequacy of a geotechnical report. GEOTECHNICAL ENGINEERING IS NOT AN EXACT SCIENCE The site exploration and sampling process interprets subsurface conditions using drill action, soil sampling,resistance to excavation, and other subjective observations at discrete points on the surface and in the subsurface. The data is then interpreted by the engineer, who applies professional judgment to render an opinion about over-all subsurface conditions. Actual conditions in areas not sampled or observed may differ from those predicted in your report. Retaining your consultant to advise you during the design process, review plans and specifications, and then to observe subsurface construction operations can minimize the risks associated with the uncertainties associated with such interpretations. The conclusions described in your geotechnical report are preliminary because they must be based on the assumption that conditions revealed through selective exploration and sampling are indicative of actual conditions throughout a site. A more complete view of subsurface conditions is often revealed during earthwork;therefore,you should retain your consultant to observe earthwork to confirm conditions and/or to provide revised recommendations if necessary. Allied Engineering cannot assume responsibility or liability for the adequacy of the report's recommendations if another party is retained to observe construction. EXPLORATIONS LOGS SHOULD NOT BE SEPARATED FROM THE REPORT Final explorations logs developed by the consultant are based upon interpretation of field logs(assembled by site personnel), field test results, and laboratory and/or office evaluation of field samples and data. Only final exploration logs and data are customarily included in geotechnical reports. These final logs should not be redrawn for inclusion in Architectural or other design drawings, because drafters may commit errors or omissions in the transfer process. To reduce the likelihood of exploration log misinterpretation, contractors should be given ready access to the complete geotechnical report and should be advised of its limitations and purpose. While a contractor may gain important knowledge from a report prepared for another party, the contractor should discuss the report with Allied Engineering and perform the additional or alternative work believed necessary to obtain the data specifically appropriate for construction cost estimating purposes. OWNERSHIP OF RISK AND STANDARD OF CARE Because geotechnical engineering is much less exact than other design disciplines, there is more risk associated with geotechnical parameters than with most other design issues. Given the hidden and variable character of natural soils and geologic hazards, this risk is impossible to eliminate with any amount of study and exploration. Appropriate geotechnical exploration, analysis, and recommendations can identify and lesson these risks. However, assuming an appropriate geotechnical evaluation, the remaining risk of unknown soil conditions and other geo-hazards typically belongs to the owner of a project unless specifically transferred to another party such as a contractor, insurance company, or engineer. The geotechnical engineer's duty is to provide professional services in accordance with their stated scope and consistent with the standard ofpractice at the present time and in the subject geographic area. It is not to provide insurance against geo-hazards or unanticipated soil conditions. The conclusions and recommendations expressed in this report are opinions based our professional judgment and the project parameters as relayed by the client. The conclusions and recommendations assume that site conditions are not substantially different than those exposed by the explorations. If during construction, subsurface conditions different from those encountered in the explorations are observed or appear to be present, Allied Engineering should be advised at once such that we may review those conditions and reconsider our recommendations where necessary. RETENTION OF SOIL SAMPLES Allied Engineering will typically retain soil samples for one month after issuing the geotechnical report. If you would like to hold the samples for a longer period of time,you should make specific arrangements to have the samples held longer or arrange to take charge of the samples yourself. Allied Engineering,Services,Inc. Page 2