HomeMy WebLinkAbout18458 Geotech Summary_Part 1- 03.12.18 Civil Engineering Geotechnical Engineering . Land Surveying
I1 ALLIED 32 Discovery Drive
Bozeman,Montana 59718
ENGINEERING Ph: (406) 582.0221
S[RVIC[S.INC-
Fax: (406) 582.5770
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o'Verse Probe
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).
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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, R5E, 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
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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.
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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.6 Middle Part 2.0'(+/-) Native Silt/Clay 105.1 pcf 18.1%
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 TPA,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%ofSite 0.0'-1.0' 1.0'-9.0' 9.0'-12.0'
5 East''/::ofSite 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' 0.7S'-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.
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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.
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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 Z 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%Z 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
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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.
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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 soi► 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
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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 rarnmed
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 bearn 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.
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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. ••.:gip N Tq��:
LEE SCOTT
Lee S. Evans, PE : -p : EVANS : rz
Geotechnical Engineer I
' 1442 PE
•Off '.( IPfS O C?�
enc: Figure 1 - Vicinity Map •F. ' ovA�E�.
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.
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